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Home My WebLink About1330 CYNTHIA LN; ; CB062322; Permit03-22-2007* Job Address Permit Type Parcel No Valuation Occupancy Group # Dwelling Units Bedrooms Project Title City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No CB062322 Building Inspection Request Line (760) 602-2725 1330 CYNTHIA LNCBAD RESDNTL Sub Type SFD 15623*62ee-11 -OO Lot* 0 $31412700 Construction Type VN Reference # 1 Structure Type SFD 4 Bathrooms 3 FOX RES-2850 SF 805 SF GARAGE 188 SF COVERED PORCH Status Applied Entered By Plan Approved Issued Inspect Area Orig PC# Plan Check* ISSUED 08/15/2006 RMA 03/22/2007 03/22/2007 Applicant FOX ERIC E&BEVERLY M Owner FOX ERIC E&BEVERLY M 2740 WATERBURY WAY CARLSBAD CA 92010 2740 WATERBURY WAY CARLSBAD CA 92010 Building Permit Add I Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in L leu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot Water Con Fee Meter Size Add I Pot Water Con Fee Reel Water Con Fee $1 208 76 Meter Size $0 00 Add I Reel Water Con Fee $785 69 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $3141 PFF (3105540) $0 00 PFF (4305540) $0 00 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 Sidewalk Fee $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Housing Impact Fee $0 00 Housing InLieu Fee $318800 Housing Credit Fee D5/8 Master Drainage Fee $201 00 Sewer Fee $0 00 Additional Fees TOTAL PERMIT FEES $000 $16000 $431300 $000 $000 $000 $000 $000 $521 70 $588 30 $000 $18200 $6000 $7000 $000 $000 $000 $000 $1,04700 $17900 $1253586 Total Fees $12,535 86 Total Payments To Date $12,53586 Balance Due $000 BUILDING PLANS _J/IN STORAGE ATTACHED Inspector FIN Date Clearance NOTICE Please take NOTICE that approval of your project includes the Imposition of fees dedications reservations or other exactions hereafter collectively referred to as fees/exactions You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack review set aside void or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes nor planning zoning grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Plan Ck. Deposit Validated By n 32 Address (include Bldg/Suite #) ~r~i Business Name (at this address) Legal Descnption Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessors Pa reel #Proposed Use Name Address City State/Zip Telephone #Fax# [3_ APPUCAtJT_ Q Contractor, ___ D A9errtJPlCoritractoL ___~~~'"CAT53KQ]> D Agent for Owner~ Name!_---Address City State/Zip C/T Telephone # Name Address il~~COHTRACiW~Ca«PAHV'"NASl~~ City State/Zip Telephone # (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 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 avil penalty of not more than five hundred dollars [$500]) Name State License # Designer Name State License # [6 WORKERS COMPENSATION Address License Class Address City City State/Zip City Business License # State/Zip Telephone # Telephone # !Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued D I have and will maintain workers compensation as required by Section 3700 of the labor Code for the performance of the work for which this permit is issued My worker's compensation insurance carrier and policy number are Insurance Company Policy No Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) ^ 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! 1100 000) ln.*W|tloivlo the cost of compensation damages are provided for In Section 3708 of the Labor Code Interest and attorney s fees SIGNATURE ST/AyS)-"- DATE a- IV - OWKER-BUiLDER DECLARATION "1 I hereby affirm that I am exempt from the Contractor's License Law'fbr the following reason " " " - - - _ - D 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 Contractors 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 trie 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 Contractors License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractors) licensed pursuant to the Contractor s License Law) ~^_ I am exempt under Section "7tf T*^ Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement O YES D NO 2 I (have/have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone number / /ontractors license number) fT"} 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) \-/ f-tJE /9 fTft CU rig AST ir_n ^ DATE P-/V-<?6PROPERTY OWNER SIGNATURE . WHITE File YELLOW Applicant PINK Finance PERMOT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave , Carlsbad CA 92008 Page 2 of 2 rcC«PLE7£~tH^~SECTIbN"roRW~ '_ -—-—-—— IslhTapljTirarToV fuEire'buir^ materials registration for or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? DYES G NO Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management distnct? D YES D NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? D YES G NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICESAND^THEAIR POjiUTlONCpNTROLDISTRICT isCONSTRUCTION LENDING'AGENCY ZI I IZTTH_ IH7~~ ~ ~ i TheTeTsyaffirmlhaTtherels^ 3OT7(ffClvirc6de) LENDERSNAME > A^iO1//I/K fffl/VC Ai i?. LENDERSADDRESS. f9~" APPUCANt"CERTrFICATk>N 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 stones in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized the work is commenced for a period of 180 days (Section 106 4 4 Uniform Building Code)C^ \ 7" < - *J £• , iJ fj/ APPLICANTS SIGNATURE 0'^ Lv DATE 0 " ' 7 v & WHITE File YELLOW Applicant PINK Finance City of Carlsbad Final Building Inspection f1 i --------- _ Dept Building Engineering Planning CMWD Plan Check# Permits CB062322 Project Name FOX RES-2850 SF 805 SF GARAGE 1 88 SF COVERED PORCH Address 1330 CYNTHIA LN Contact Person ^r^c^ ^j-^Y.. Phone Co|_c\/vT7'8>~^ Sewer Dist CA Water Dist CA Inspected. ^ * Date ^ - By Lfc yfe-J(e~ Inspected /''J^ /jA Bv Inspected Bv Comments ^ Date Inspected Date Inspected • • . StLite Fire Date Permit Type ~ Sub Type Lot 0 ~» /' ' Approved \s Approved Approved * b'EP I 2 200; i 09/1 i?2pb^>p~ ^' sr~- -RESDNTL ---^!-"-^-__ SFD / Disapproved Disapproved Disapproved • • • City of Carlsbad Final Building inspection Dept Building Engineering RlSfffjTtfcp CMWD St Lite Fire Plan Check# Permits Project Name Address Contact Person Sewer Dist Inspe-pjjed By CB062322 FOX RES-2850 SF 805 SF GARAGE 1 88 SF COVERED PORCH 1330 CYNTHIA LN ,rlC_V^y> Phone Col CA Water Dist CA Lot Date Permit Type Sub Type 0 09/11/2007 RESDNTL SFD Inspected By Inspected By Date Inspected Date Inspected Date Inspected ~ I " " /Approved Approved Approved s \X Disapproved Disapproved Disapproved Comments City of Carlsbad Bldg Inspection Request For 09/20/2007 Permit* CB062322 Title FOX RES-2850 SF.805 SF GARAGE Description 188 SF COVERED PORCH Inspector Assignment PC 1330 CYNTHIA LN Lot Type RESDNTL Sub Type SFD Job Address Suite Location OWNER FOX ERIC E&BEVERLY M Owner FOX ERIC E&BEVERLY M Remarks Phone 6197780180 Inspector Total Time CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By ERIC Entered By CHRISTINE Act Comments Comments/Notices/Holds Associated PCRs/CVs Original PC# Inspection History Date 07/02/2007 07/02/2007 06/26/2007 06/26/2007 06/21/2007 06/21/2007 06/21/2007 06/21/2007 06/21/2007 06/21/2007 06/21/2007 06/05/2007 06/05/2007 Description 17 18 14 16 14 23 24 27 34 43 44 13 15 Interior Lath/Drywall Exterior Lath/Drywall Frame/Steel/Boltmg/Weldmg Insulation Frame/Steel/Boltmg/Welding Gas/Test/Repairs Rough/Topout Shower Pan/Roman Tubs Rough Electric AirCond/Furnace Set Rough/Ducts/Dampers Shear Panels/HDs Roof/Reroof Act AP AP AP AP CO PA AP AP AP we AP AP PA Insp PD PD PC PC PC PC PC PC PC PC PC PC PC Comments DRAFT STOPS ATTIC ACCESS BLDG HEIGHT CERT REQD BUCCDLA ENGINEERING, Inc. June 6, 2007 JN 193-1 City of Carlsbad 'i/y ^""" Building Department ^y!/_ 6 Attention Philip Carothers £^ 1635 Faraday Avenue Carlsbad. CA 92008 Subject Roof Height Certification 1330 Cynthia Lane Parcel 1, Parcel Map No 18757, APN 156-231-62 Building Permit No CB062322 Grading Permit No GR060070 (Precise Grading Plan Drawing No 444-8A) Owner Eric and Beverly Fox 2740 Waterbury Way Carlsbad, CA 92008 Dear Mr Carothers, Please be advised that on June 5, 2007 Buccola Engineering, Inc completed a field inspection and surve> of the two-stor> single-family residence being constructed at the subject site In my professional opinion, the highest point in the roof does not exceed the 30-foot maximum allowed under Section 2110 050 of the Carlsbad Municipal Code More specifically, the highest point in the roof ( top of roof sheathing ) is a ridge line at an elevation of 141 96 feet, that is also 25 56 feet ( 25' 6%" ) above the approved and finished pad elevation of 116 40 feet The pitch of the roof below this ridge line has a measured ratio of 4 12 Attached is a 20-scale Roof Height Certification Exhibit that illustrates the locations on the site where measurements were taken together with the associated elevations The total thickness of roofing materials ( i e felt and roofing ) yet to be installed is anticipated to be 0 P feet or 2 inches Once the roofing materials are installed, the total building height, as defined in Section 21 04 065 (a) of the Carlsbad Municipal Code, will be 25 73 feet ( 25: 83/4" ) Please do not hesitate to call on me if you have any questions Sincerely, ^-- 1 Philip D Buccola, RCE 27732 Registration expires 3-31-08 cc Eric Fox, owner F \193 Fox\01 Cynthia Lane\Docs\RoofHcightCcrt doc 3142 Vista Way Suite 301 _l Oceanside California 92056 U 760/721-2000 Q FAX 760/721-2046 ROOF HEIGHT CERTIFICATION EXHIBIT 1330 CYNTHIA LANE PARCEL 1, PARCEL MAP No 18757 BUILDING PERMIT No CB062322 THE APPROVED FINISHED PAD ELEVATION PURSUANT TO GRADING PERMIT NO GR060070 IS 11640 FEET THE FOUR ELEVATIONS SHOWN WERE MEASURED ON JUNE 5. 2007 ON THE TOP OF ROOF SHEATHING PREPARED IN THE OFFICE OF 760/721-2000BUCCOLA ENGINEERING, inc 3142 Vista Way, Suite 301, Oceanside, CA 92056 PHILIPD BUCCOLA, RCE 27732 REGISTRA TION EXPIRES 3-31-08 DATE 14193 14196 14196 12868 a. o £ CYNTHIA LANE 20 SCALE /" = 20' 20 40 R-l Zone Building Heights txt Carlsbad Municipal Code Definitions 21 04 065 Building height (a) The height of a building shall be measured as follows (1) "Building height" means the vertical distance of a structure measured from the more restrictive (lowest) of finished or existing grade The vertical distance is measured from all points at grade along and within the building coverage to the highest point of the structure directly above that point of measurement (2) "Existing grade,' for the purposes of measuring building height, means the ground level elevation which existed on or before August 1, 1991 and prior to any grading or other site preparation related to, or to be incorporated into, a proposed new development or alteration of existing developments unless a discretionary permit for such developments or alterations is approved In that case, existing grade shall mean the grade after the property is developed or improved in accordance with the grading plans which implement the approved discretionary permit For nondiscretionary permits where retaining walls, fill or other grading are utilized to create finished grade higher in elevation than existing grade as defined in this subsection and as determined by the planning director, then existing grade shall be used in the determination of building height (3) Building height measurements include basements and other subterranean areas that are above existing grade In the case of basements, cellars and underground parking, building height is measured from existing grade, excluding the area below existing grade (4) Building height is measured to the peak of the structure Per Section 21 46 020 of this title, protrusions above height limits may be allowed (Ord NS-675 § 1, 2003, Ord NS-204 § 2, 1992 Ord NS-180 § 3, 1991 Ord 9667, 1983 Ord 9498 § 1, 1978 Ord 9141 § 1 Ord 9060 § 212) R-l Zone 21 10 050 Building height A In the R-l zone no building shall exceed a height of thirty feet and two stories if a minimum roof pitch of 3 12 is provided or twenty-four feet and two stories if less than a 3 12 roof pitch is provided for lots under twenty thousand square feet Single-family residences on lots with a lot area of twenty thousand square feet or greater and within a R-l zone and specifying a -20 or greater area zoning symbol shall not exceed thirty-five feet and three stories with a minimum roof pitch of 3 12 provided (Ord NS-718 § 7 (part), 2004) Page 1 EsGil Corporation In (Partnership -with government for <Bw.Cch.ng Safety DATE September 2O, 2006 "' , a AEEUQANT uRis JURISDICTION Carlsbad a a FILE PLAN CHECK NO 06-2322 SET II PROJECT ADDRESS 1330 Cynthia Lane PROJECT NAME Fox Residence X] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to X] Esgil Corporation staff did not advise the applicant that the plan cheg'k has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Bryan Zuppiger Enclosures Esgil Corporation D GA D MB D EJ D PC O9/12/06 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 EsGii Corporation In Partnership with government for Quitting Safety DATE August 25, 2O06 a APPLICANT <-Q£/U JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 06-2322 SET I PROJECT ADDRESS 133O Cynthia Lane PROJECT NAME Fox Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI The applicant's copy of the check list has been sent to Eric Fox 740WaterburyWay Carlsbad, CA 92010 Esgil Corporation staff did not advise the applicant that the plan check has been completed XI Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Eric Fox (/*) Telephone # 760 730 3067 Date cBMSq^tfjjh (by jf ) Fax # Fax.|^XTn Person D REMARKS By Bryan Zuppiger Enclosures Esgil Corporation D GA D MB D EJ D PC 08/17/06 trnsmtl dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad 06-2322 August 25, 2006 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO O6-2322 JURISDICTION Carlsbad PROJECT ADDRESS 1330 Cynthia Lane FLOOR AREA See Below STORIES 2 Dwelling 2850 ft2 Garage 805 ft2 HEIGHT 27'-3" @ front elev. sheet A-l. Cov patio 188 ft2 DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION ESGIL CORPORATION 08/17/06 DATE INITIAL PLAN REVIEW PLAN REVIEWER Bryan Zuppiger COMPLETED August 25, 20O6 FOREWORD (PLEASE READ) This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and 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), that adopts the following model codes 1997 UBC, 2000 UPC, 2000 UMC and 2002 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 06-2322 August 25, 20O6 • PLANS 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways a) 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 b) 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 • EXITS, STAIRWAYS, AND RAILINGS 2 Provide stairway and landing details that are referenced to the floor plan UBC Sections 100333 a) Maximum rise is 7" and minimum run is 11" When the stairs serves less than 10 occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum 3 Provide handrail details that are referenced to the floor plan UBC Section 1003 336 a) Handrails are required on each side of stairways having four or more stairs Stairways less than 44" wide or stairways serving one dwelling unit may have one handrail (if not open on both sides) b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail d) Ends of handrails shall be returned or shall have rounded terminations or bends e) Openings between railings shall be less than 4" The triangular openings formed by the riser, tread and bottom element of a handrail at a stair shall be less than 6" 4 Provide guardrail details that are referenced to the floor plan UBC Section 509 1 a) Shall be installed at all unenclosed floor openings b) Shall be installed at balconies or porches more than 30" above grade or floor below c) Shall have a height of 36" d) Shall have connection details adequate to resist the horizontal force prescribed in UBC Table 16-B e) Openings between railings shall be less than 4" 5 The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one hour fire-resistive construction UBC Section 1003 339 Carlsbad O6-2322 August 25, 2OO6 • FOUNDATION & FRAMING REQUIREMENTS Q Please detail all inside footing on the foundation plan 7 The soils engineer recommended that he/she review the foundation excavations note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report" 8 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 (was required by the soil report) 9 Please incorporate the soils engineer's requirements for the slab reinforcement and subgrade thickness and moisture barrier 10 The structural consultant shall provide a letter of review for the truss plans and calculations 11 Please imprint the Simpson Strongwall® specifications/plans to construction documents 12 Please detail all steel beam to post, beam to beam connections on the plans • PLUMBING (UNIFORM PLUMBING CODE) 13 New residential units must be pre-plumbed for future solar water heating Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No 8093) 14 Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No 8093) 15 All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy) Carlsbad O6-2322 August 25, 2006 The person responsible for their preparation must sign all final sheets of plans (California Business and Professions Code) Final structural plans, specifications and calculations must be signed and sealed by the engineer or architect licensed by the State of California who is responsible for their preparation Please specify the expiration date of license (California Business and Professions Code) 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 Carlsbad O6-2322 August 25, 2006 JURISDICTION Carlsbad VALUATION AND PLAN CHECK FEE PREPARED BY Bryan Zuppiger BUILDING ADDRESS 133O Cynthia Lane BUILDING OCCUPANCY R3/U PLAN CHECK NO 06-2322 DATE August 25, 2006 TYPE OF CONSTRUCTION VN BUILDING PORTION dwelling garage cov'd patio Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) 2850, 805 188 cb Valuation Multiplier / ' 101 99 / f 2661 / / 887 By Ordinance Reg Mod VALUE ($) 290,672 21,421 1,668 313,760 Bldg Permit Fee by Ordinance ^ . . . .^.^O^^-J Plan Check Fee by Ordinance Type of Review I I Repetitive FeeRepeats Complete Review D Other •—i Hourly Structural Only Hour* Esgil Plan Review Fee $1,20568| $783 69 $675 18 Comments macvalue doc City of Carlsbad iyvpf: ksl^En g f h eteri n g, BUILDING PLANCHECK CHECKLIST DATE PLANCHECK NO CB BUILDING'/DDjRESS (13 O PROJECT DESCRIPTION ASSESSOR'S PARCEL NUMBER EST VALUE ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved The approval is based on plans information and/or specifications provided in your submittal, therefore any changes to these items after this date including field modifications must be reviewed by this office to insure continued conformance with applicable codes Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to build D A Right-of-Way permit is required prior to construction of the following improvements Please marked witl or specifi codes and specifications DENIAL attached report of deficiencies Make necessary corrections to plans s for compliance with applicable rds Submit corrected plans and/or is office for review By Date Date Date J_ By ERING AUTHORIZATION TO ISSUE BUILDING PER Date FOR OFFICIAL USE ONLY /v>/o 7 ATTACHMENTS !H Dedication Application HI Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet HI Sewer Fee Information Sheet Name ENGINEERING DEPT CONTACT PERSON JOANNE JUCHNIEWICZ City of Carlsbad Address 1635 Faraday Avenue Carlsbad, CA 92008 Phone (760) 602-2775 CFD INFORMATION Parcel Map No Lots Recordation Carlsbad Tract Carlsbad, CA 9200817314 • (760) 602-2720 • FAX (760) 602-' BUILDING PLANCHECK CHECKLIST SITE PLAN 1 Provide a fully dimensioned site plan drawn to s F Right-of-Way Width & Adjacent Streets G Driveway widths H Existing or proposed sewer lateral I Existing or proposed water service J Existing or proposed irrigation service A North Arrow B Existing & Proposed Structures C Existing Street Improvements D Property Lines E Easements D 2 Show on site plan A Drainage Patterns 1 Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course 2 ADD THE FOLLOWING NOTE "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building " B Existing & Proposed Slopes and Topography ' C Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception D Sewer and water laterals should not be located within proposed driveways, per standards 3 Include on title sheet A Site address B Assessor's Parcel Number C Legal Description For commercial/industrial buildings and tenant improvement projects, include total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc) previously approved EXISTING PERMIT NUMBER DESCRIPTION F BUILDING PUNCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST 3 D RD DISCRETIONARY APPROVAL COMPLIANCE 4a Project does not comply with the following Engineering Conditions of approval for Project No E3 [J D All conditions are in compliance Date D DEDICATION REQUIREMENTS 5 Dedication for all street Rights-of-Way adjacent to the building site and any storm dram or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 , pursuant to Carlsbad Municipal Code Section 18 40 030 Dedication required as follows Dedication required Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" 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 nan IMPROVEMENT REQUIREMENTS 6a All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 1840040 Public improvements required as follows Attached please find an application form and submittal checklist for the public improvement requirements A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process The completed application form and the requirements on the F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST •SI ,RD D D checklist must be submitted in person Applications by mail or fax are not accepted Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit Improvement Plans signed by Date 6b Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 1840 Please submit a recent property title report or current grant deed on the property and processing fee of $410 so we may prepare the necessary Neighborhood Improvement Agreement This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows nan nan 6c Enclosed please find your Neighborhood Improvement Agreement Please return agreement signed and notarized to the Engineering Department Neighborhood Improvement Agreement completed by Date 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy n n GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 15 16 010 of the Municipal Code 7a Inadequate information available on Site Plan to make a determination on grading requirements Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial) This information must be included on the plans 7b Grading Permit required A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date 7c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required ) F \BUILDING PLANCHECK CKLST FORM doc BUILDING PLANCHECK CHECKLIST ST1 D ND2 D ,RD D n n n n 7d No Grading Permit required 7e If grading is not required, write "No Grading" on plot plan MISCELLANEOUS PERMITS 8 A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way Types of work include, but are not limited to street improvements, tree trimming, driveway construction, tying into public storm dram, sewer and water utilities Right-of-Way permit required for INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Cammo Real, Carlsbad, CA 92008 District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List You may telephone (760) 438-2722, extension 7153, for assistance Industrial Waste permit accepted by Date 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 the City Engineer prior to issuance of grading or building permit, whichever occurs fu 11 [f Required fees are attached D No fees required WATER METER REVIEW 12a Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized Oversized meters are inaccurate during low-flow conditions If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used • All single family dwelling units received "standard" 1" service with 5/8" service F BUILDING PLANCHECK CKLST FORM doc ,ST -.ND ,RD 12b BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm) A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit • Maximum service and meter size is a 2" service with a 2" meter • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval The developer must provide these calculations Please follow these guidelines 1 If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets If so, at the water meter station, the demand in gpm may be listed there Irrigation services are listed with a circled "I", and potable water is typically a circled "W" The irrigation service should look like 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 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 F BUILDING PLANCHECK CKLST FORM doc ,,ST BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future D D 12c Irrigation Use (where recycled water is available) 1 Recycled water meters are sized the same as the irrigation meter above 2 If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development For subdivisions, this should have been identified, and implemented on the improvement plans Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this n l~1 13 Additional Comments F \BUILDING PLUNCHECK CKLST FORM dOC D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET imate based on unconfirmed information from applicant Calculation based on building plancheck plan submittal Address Blda Permit No Prepared by uTj Date //f@/P& Checked by Date EDU CALCULATIONS List types and square footages for all uses Types of Use O\Y~~ Sq Ft /Units EDU's ( Types of Use Sq Ft /Units EDU's ADT CALCULATIONS List types and square footages for all uses O^2 /Types of Use D/ r^ Sq Ft /Units ADT's 1 Types of Use Sq Ft /Units ADT's FEES REQUIRED WITHIN CFD D YES (no bndge & thoroughfare fee in District #1 , reduced Traffic Impact Fee) iWfjfpARK-IN-LIEU FEE PARK AREA & #Y ' ,/ FEE/UNIT X NO UNITS =$ £ Q-fio ^ 0^2 TRAFFIC IMPACT FEE ADT's/UNITS / X FEE/ADT 1 J/O =$ ///£) fllJl/gBRIDGE AND THOROUGHFARE FEE (DIST #1 DIST #2 DIST #3 ) * ADT's/UNITS X FEE/ADT =$ ^ P^FACILITIES MANAGEMENT FEE ZONE / / UNIT/SOFT X FEE/SO FT /UNIT =$ <^ ? V 5 SEWER FEE EDU's FEE/EDU FEE/EDU CT 8 F 6^,SEWER LATERAL ($2,500) 7 DRAINAGE FEES PLDA_ ACRES =$_ =$_ HIGH. FEE/AC /LOW 8 POTABLE WATER FEES UNITS CQQE- CONNECTION FEE METER FEE 3,3^9 SDCWA FEE JS¥ SDCWA FEE F \FEE CALCULATION WORKSHEET doc 1 of 2 Rev 7/14/00 MAR-22-2007 THU 06 22 AM ENGINSPECTION FAX 7604384178 P 001 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR- -J^y Jkr<Uv PROJECT ID..GRADING PERMIT NO LOTS REQUESTED FOR RELEASE —/.33o Cwa-H\> Lf\> N/A = NOT APPLICABLE ' A/-COMPLETE Q = Incomplete or unacceptable 1st^/y(/ s <s / s fO/A ^ 2nd / / X X X " , 1. 2 3 4 5 6 7 8 9. Site access to requested lots adequate and logically grouped Site erosion control measures adequate Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev requesting partial release of specific lots, pads orbldg. 8V&" x 11" sits plan (attachment) showing requested lots submitted Compaction report from soils engineer submitted. (If soils report has been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release shall accompany subsequent partial releases) EOW certification of work done with finish pad elevations of specific lots to be released Letter must state lot (s) is graded to within a tenth (1) of the approved grading plan Geologic engineer's letter if unusual geologic or subsurface conditions exist Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required Partial release of grading for the above stated lots is approved for the purpose of building I ^ permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. I I Partial release of the site is denied for the following reasons. Date CcrstfCctron Manager Daze PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CBOh ~~~ Planner Erin Endres Address Phone (760) 602' APN ^ Type of Project & Use Zoning J2-" f General Plan CFD (in/out) #_Date of participation. Net Project Density.DU/AC . Facilities Management Zone Remaining net dev acres. circle one non-residential development Type of land used created by this permit ) Legend Item Complete Environmental Review Requi DATE OF COMPLETION Compliance with conditions of*approval? Conditions of Approval Discretionary Action Required APPROVAL/RESO NO PROJECT NO G Item Incomplete - Needs your action NO. TYPE \J^ ite conditions which.fequire action, v\ DATE OTHER RELATED CASES Compliance with conditions or approval? If not, state conditions which require action Conditions of Approval D-l L~H CH Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES_ CA Coastal Commission Authority? YES_ If California Coastal Commission Authority NO: NO 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 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed CD Inclusionary Housing Fee required YES,X\ NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993) > Data Entry Completed? YES NO V (A/P/Ds; Activity Maintenance, enter CBrf, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE') H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan d LT! 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) CU [H 2 Provide legal description of property and assessor's parcel number l^D "K^D Policy 44 - Neighborhood Architectural Design Guidelines 1 Applicability YES NO *N 2 Project complies YES NO Zoning 1 Setbacks Front Interior Side Street Side v Rear Top of slope Required Required Required Required Required <3^- £2 Shown «*K (&* C?>0 S"'Shown 1 r>' Shown 12. .1 & 'Shown -5 % ' ^Accessory structure setbacks Required Interior Side Street Side Rear Structure separation Shown Reql Required Required Required. Shown. Shown. Shown Required"*! Required Shown Shown Shown £J& -V- 3 Lot Coverage 4 Height 5 Parking (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Spaces Required r~>S Shown D D D Additional Comments. OK TO ISSUE AND ENTERED APPROVAL INTO DATE H \ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ASCENT Boulder Denver San Olego Winter Park CIVIL & STRUCTURAL ENGINEERING August 30, 2006 Eric E Fox Beverly M Fox 2740 Waterbury Way Carlsbad, CA 92008 Reference Fox Residence Project No B06103 Dear Eric E Fox, We have reviewed the truss layout and calculations received by our firm from Yuma Truss, Project Number B6- 1342, dated August 7, 2006 The truss package was reviewed for general compliance with structural design requirements Our review does not relieve the contractor from conforming to the contract documents ASCENT Group, Inc is not responsible for omissions, quantities, or dimensions In our professional opinion, the truss package (dated August 7, 2006) is in general conformance with the construction documents prepared by our office Please feel free to contact our office if you have any questions or if we may be of any further assistance regarding these matters Sincerely, Kyle^wartz, E Project Engine] ASCENT GROUP, INC • 4940 Pearl East Circle, Suite 202 • Boulder, CO 80301 • 3034993022 • fax 303 499 3032 ASCENT Boulder Denver San Diego Winter Park CIVIL & STRUCTURAL ENGINEERING 8/30/06 Eric Fox 2740 Waterbury Way Carlsbad, CA 92008 Reference Fox Residence Project No B06103 Building Department Corrections Plan Check No 06-2322 CC Bryan Zuppiger Esgil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA92123 The following items have been corrected on the structural sheets 6 ) Interior Footing Detail has been added see sheet S2 and detail 6/S2 7 ) Note has been added, see sheet S2 8 ) Soils Engineer's recommendations have been added See sheet SI and S2 9 ) Soils Engineer's recommendations have been added See sheet SI and S2 10 ) Letter has been provided regarding Truss shop drawings 11 ) Simpson Strong-Wall specifications have been added, see sheet S2 12 ) Detail 5/S4 has been modified and addresses all Steel Beam to Post connections Please feel free to contact our office if you have any questions or if we may be of any further assistance regarding these matters Sincerely, ,,. — *•* KyleT^wartz, E ( Under the supervision of, Andrew Kelsey, P E ASCENT GROUP, INC • 4940 Pearl East Circle, Suite 202 • Boulder, CO 80301 • 303 499 3022 • fax 303 499 3032 ASCENT CIVIL & STRUCTURAL ENGINEERING STRUCTURAL CALCULATIONS Fox Residence 1330 Cynthia Lane Carlsbad, CA 92008 June 7, 2006 Prepared for Eric E Fox Prepared By ASCENT Group, Inc 4940 Pearl East Circle, Suite 202 Boulder, Under the supervision of Andrew C Kelsey, P E NASCENT CIVIL & STRUCTURAL ENGINEERING TABLE OF CONTENTS DESCRIPTION LATERAL LOAD CALCULATIONS ROOF LATERAL 2ND FLOOR LATERAL ROOF GRAVITY 2ND FLOOR GRAVITY FOOTING /FOUNDATION SECTION 1 2 3 4 5 6 Seismic Load Calculations 2001 California Building Code Occupancy Category = (Table 16-K) Seismic Zone = (Table 16-1) Soil Profile Type = (Table 16-J) Standard Occupancy Structures sc 6/6/2006 Seismic Importance Factor / = 1 00 Seismic Importance Factor j, = 1 00 Wind Importance Factor lw - 1 00 Seismic Zone Factor Z = 0 4 (16-Q) Seismic Coefficient Q = 0 40 (16-R) Seismic Coefficient Q = 0 63 Na = 1 00 Nv = 1 12 When the soil properties are not known in sufficient detail to determine the soil profile type Type SD shall be used Basic Resisting System = Lateral Resisting Elements = Building Height l\, (ft) = Bearing Wall System Wood Shear Walls <= 3 stories (No gypsum shear walls are allowed') 27 ft — Numerical Coefficient Q = 0 020 System Coefficient R = 5 5 Amplification Factor Omega =28 Building Height Limit (ft) = 65 Building Period T = o 24 Second(s) Formula (30-4) Formula (30-5) Formula (30-6) Formula (30-7) Formula (30-1 1 ) Section 16123 [ Cv I / R T ] W [ 2 5 Ca I / R ] W 011 Ca I W [ 0 8 Z Nv I / R ] W (3 0 Ca/R) W TOTAL DESIGN BASE SHEAR TOTAL DESIGN BASE SHEAR = 0481 = 0182 = 0044 = 0065 = 0218 = 0 182 = 0130 W W W W W W W (Eh) ( Eh / 1 4 ) The following information are used for Seismic Zone 4 structures only' Seismic Source Type f A »• B < C Seismic Source Description Faults that are capable of producing large magnitude events and that have a high rate of seismic activity All faults other than Types A and C Faults that are not capable of producing large magnitude earthquakes and that have a relatively low rate of seismic activity Seismic Source Definition Maximum Moment Magnitude M M>=70 M >=70 M < 70 M >=65 M < 65 Slip Rate SR>=5 SR < 5 SR > 2 SR < 2 SR<=2 Closest Distance to Known Seismic Source = 70 = 44 Na = 1 00 Nv = 112 km miles Prepared by Ascent Group, Inc 6/6/2006 Wind Load Calculations (2001 California Building Code, Section 1630 2 1) Based on Method 2 - Projected Area Method 6/6/2006 Building H = 27 ft Wind Speed = 70 mph Wind Exposure = C Iw = 1 00 Cq = 13 qs = 125 psf Ca ifi\ ^7 -\ o<* ., ...w p (O\ Co @ 25 1 19 •••• ^ P@ Co frft Ofl 1 n . — ^ P rt?i Ce@ 0 106 *• P@ Total Diaphragm Force (East West Direction) Roof Diaphragm Area 700 Mean Height] 22 |ft Second Floor Diaphragm Area 800 Mean Heightj 15 [ft First Floor Diaphragm Area 0 Mean Height) 15 |ft ?6 - 194 psf [ — ""tiiiiiiii III11H111IIIH..J ||. .11. .mill I u.. 1. 1| 0 =173 psf 1 1 0 5 10 15 20 sq ft qs=| 1888 |psf *• 13 22 kips sg ft qs=| 1729 |psf >• 13 83 kips sq ft qs=| 1729 jpsf >• 0 00 kips Total | 27 05 kips | Total Diaphragm Force (North South Direction) Roof Diaphragm Area 275 sg ft Mean Height) 22 [ft Second Floor Diaphragm Area 325 Mean Height] 15 |ft First Floor Diaphragm Area 0 Mean Height] 15 |ft sq ft qs=| 1729 I psf »• 5 62 kips sq ft Total [ 1081 kips | Prepared by Ascent Group, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Weight of Structure (EAST-WEST DIRECTION ONLY) 6/6/2006 Total Load Roof Diaphragm Comments Roof Dead Load 15 psf Height of Roof Diaphragrr 20 ft Roof Area 2125 sq ft Wall Weight Wall Height 9 ft Interior Wall Perimeter 120 If Bxtenor Wall Perimeter 190 If Interior Weight (PSF) 8 psf 2x 6 Wall Exterior Weight (PSF) 18 psf Stucco Second Floor Diaphragm Second Floor Dead Load 15 psf Height of 2nd Floor Diaph 10 ft Second Floor Area 2650 sq ft Wall Weight Wall Height 9 ft Interior Wall Perimeter 80 If Exterior Wall Perimeter 230 If Interior Weight (PSF) 8 psf 2x 6 Wall Exterior Weight (PSF) 18 psf Stucco First Floor Diaphragm Second Floor Dead Load 0 psf Height of 2nd Floor Diaph 0 ft Second Floor Area 0 sq ft Wall Weight Wall Height 0 ft Interior Wall Perimeter 0 If Exterior Wall Perimeter 0 If Interior Weight (PSF) 0 psf Exterior Weight (PSF) 0 psf Total Diaphragm Shear Force 0 130 Vertical Distribution (16305) Roof Diaphragm Shear Force Second Floor Diaphragm Shear Force First Floor Diaphragm Shear Force Load Combinations Roof Design Shear 9 68 kips < Wind Controls the Design for the East-West Direction' 2nd Floor Design Shear 7 77 kips < Wind Controls the Design for the East-West Direction1 Base Shear 17 45 kips < Wind Controls the Design for the East-West Direction' — ^ 31 88 kips — > 1971 kips WR = 51 59 kips — > 39 75 kips — > 43 02 kips W2 = 82 77 kips — > 0 00 kips — >• 0 00 kips w., = 0 00 kips V — *• | 1745 kips | V — > | 9 68 kips | V — ^ | 7 77 kips | V — *• | 0 00 kips | ^ote- -m. * ^ 1322 kips 1383 kips 27 05 kips Prepared by Ascent Group, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Weight of Structure Roof Diaphragm Roof Dead Load Height of Roof Diaphragm Roof Area Wall Weight (NORTH_SOUTH DIRECTION ONLY) Comments 15 psf 20ft 2125 sq ft 6/6/2006 Total Load —> 31 88 kips Wall Height Interior Wall Perimeter Exterior Wall Perimeter Interior Weight (PSF) Exterior Weight (PSF) Second Floor Diaphragm Second Floor Dead Load Height of 2nd Floor Diaph Second Floor Area Wall Weight Wall Height Interior Wall Perimeter Exterior Wall Perimeter Interior Weight (PSF) Exterior Weight (PSF) First Floor Diaphragm Second Floor Dead Load Height of 2nd Floor Diaph Second Floor Area Wall Weight Wall Height Interior Wall Perimeter Exterior Wall Perimeter Interior Weight (PSF) Exterior Weight (PSF) Total Diaphragm Shear Force Vertical Distribution (16305) Roof Diaphragm Shear Force 9 ft 120 If 190 If 8 psf 2x 6 Wall 18 psf Stucco 15 psf 10ft 2650 sq ft 9ft 80 If 230 If 8 psf 2x 6 Wall 18 psf Stucco 0 psf Oft 0 sq ft Oft 0 If 0 If 0 psf 0 psf 0130 Second Floor Diaphragm Shear Force First Floor Diaphragm Shear Force — ^ 1971 kips WR = 51 59 kips — > 39 75 kips — *• 43 02 kips W2 = 82 77 kips — >• 0 00 kips — > 0 00 kips W! = 0 00 kips V — > | 1745 kips | V — > | 9 68 kips | V — + | 7 77 kips | V — + | 0 00 kips | Load Combinations Roof Design Shear 9 68 kips > 519 kips Earthquake Controls the Design for the North-South Direction! 2nd Floor Design Shear 7 77 kips > 5 62 kips Earthquake Controls the Design for the North-South Direction' Base Shear 17 45 kips > 10 81 kips Earthquake Controls the Design for the North-South Direction' Prepared by Ascent Group, Inc 6/6/2006 A N o K j'.IA\ 11.; Seismic Load Calculations (2001 California Building Code, Section 1630 21) Flexible Diaphragm Analysis 6/6/2006 ROOF V = 9681 52 Ibs (Seismic Shear) V = 13218 62 Ibs (Wind Shear) A = 2125 sq ft (Diaphragm Area) A = 700 sq ft (Pressure Area) fp = 456 plf (Seismic) qs = 1888 psf (Wind) d = 35ft h = 12ft Seismic w, = 159 plf Wind w, = 228 plf ^ ' ,r b =58 ' Seismic Wind © 4,624 6,609 4,624 6,609 Check sum of forces Shear Force 6,609 6,609 Available shear wall length per shear line I = 210' 110' 9,249 O K (Seismic) Chord Force (Ibs) 1,916 13,219 OK (Wind) Shear Line (R)B (R)E I F (Ibs) 6,609 6,609 I 21 ' 11 ' V 315 plf 601 plf Sheathing 1 side(s) 2 side(s) Allowable Shear 460 plf 770 plf Wall Type B D Prepared by Ascent Group, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length (R) B- 1 21 ' Dead Load = Uniform 125 plf Point (1) 0 Ibs @ Point (2) 0 Ibs @ H= 91 Seismic -2832 56 2832 56 Dead 2887 50 1 (East-West DIRECTION) Self-Weight 150 plf Stucco Wall 0 ft 0 ft 1r A Ibs Ibs Ibs Total -906 60 Ibs 4758 52 Ibs Net Uplift -906 60 Ibs Holdown MSTA36 Overturning Moments Seismic 59,484 ft-lbs Resisting Moments Dead 40,445 ft-lbs l 28325 -2832 5 28875 k 6 6 0 4758 52 -906 60 ^ k, Rfin< Ihs fc Ihs 4 Ibs Iht hi Ih- ^. „ -906 60 Ibs MSTAS6 Dead Load Factor 0 667 Dead 40,445 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall (R) E- 1 Wall Length Dead Load = Uniform Point (1) Point (2) 11 ' 125 plf 0 Ibs 0 Ibs @ @ 6/6/2006 (East-West DIRECTION) Self-Weight 150 plf Stucco Wall 0 ft on H=9' 660931 Ibs Seismic Dead -5107 19 Ibs 5107 19 Ibs 1512 50 Ibs 5107 19 Ibs -5107 19 Ibs 1512 50 Ibs Total -4098 36 Ibs 611603 Ibs 611603 Ibs -4098 36 Ibs Net Uplift -4098 36 Ibs Holdown !)MSTA36 Overturning Moments Seismic 56,179 ft-lbs Resisting Moments Dead 11,097 ft-lbs Dead Load Factor -4098 36 Ibs (2)MSTA36 0667 Dead 11,097 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 21) Flexible Diaphragm Analysis 6/6/2006 ROOF (NORTH-SOUTH DIRECTION ONLY) V = 9681 52 Ibs A = 2125 sq ft fp = 456 plf (Seismic Shear) V = 519303 Ibs (Wind Shear) (Diaphragm Area) A = 275 sq ft (Pressure Area) (Seismic) qs = 1888 psf (Wind) d = 64ft 64ft 64ft h = 9ft 9ft 9ft Seismic w, = 292 plf 292 plf 292 plf Wind w, = 162 plf 162 plf 162 plf V l ' b =8 '17 '7 ' © Available shear wall length per shear line I = 53' 50' 205' © Seismic Wind 1,166 649 Check sum of forces Shear Force 1,166 3,645 2,029 9,331 3,645 3,499 1,947 OK 3,499 1,021 568 (Seismic) 1,021 120' Chord Force (Ibs) 36 165 28 5,193 O K (Wind) Shear Line (R)1 (R)3 (R)5 (R)6 I F (Ibs) 1,166 3,645 3,499 1,021 / 53' 5 ' 205' 12 ' V 219 plf 729 plf 171 plf 85 plf Sheathing 1 side(s) 2 side(s) 1 side(s) 1 side(s) Allowable Shear 532 plf 770 plf 310 plf 310 plf Wall Type SIMP D A A Prepared by Ascent Group, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 21) Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) 27' 550 plf 0 Ibs 0 Ibs 6/6/2006 (North-South DIRECTION) Self-Weight 0 ft 0 ft FALSE plf SW32X9-RF H= 9' 583 17 Ibs Seismic Dead -1967 95 Ibs 1967 95 Ibs 733 43 Ibs 1967 95 Ibs -196795 Ibs 733 43 Ibs Total -1307 87 Ibs 2628 03 Ibs 2628 03 Ibs -1307 87 Ibs Net Uplift -1307 87 Ibs Holdown CLUDED Overturning Moments Seismic 5,249 ft-lbs Resisting Moments Dead 1,760 ft-lbs Dead Load Factor Dead -1307 87 Ibs INCLUDED 0900 1,760 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 21) Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) (R) 3-1 5' 625 plf 0 Ibs 0 Ibs @ 6/6/2006 (North-South DIRECTION) Self-Weight 0 ft 0 ft 150 plf Stucco Wall H= 9' 364481 Ibs Seismic Dead -6560 66 Ibs 6560 66 Ibs 1937 50 Ibs 6560 66 Ibs -656066 Ibs 1937 50 Ibs Total -481691 Ibs 830441 Ibs 830441 Ibs -481691 Ibs Net Uplift -481691 Ibs Holdown 2)MSTI36 Overturning Moments Seismic 32,803 ft-lbs Resisting Moments Dead 8,719 ft-lbs -481691 Ibs (2)MSTI36 Dead Load Factor 0 900 Dead 8,719 ft-lbs Prepared by Latftmer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -1536 15 1536 15 Dead 356 25 (R) 5- 1 75' 25 plf 0 Ibs @ 0 Ibs @ 1 (North-South DIRECTION) Self-Weight 70 plf 2x4 Interior Wall 0 ft 0 ft 1 A Ibs Ibs Ibs Total -1215 53 Ibs 1856 78 Ibs Net Uplift -1215 53 Ibs Holdown MSTA36 Overturning Moments Seismic 11,521 ft-lbs Resisting Moments Dead 2,405 ft-lbs A 1536 15 -1536 15 35625 1856 78 -1215 53 4 . h> 12SI I ho , h. Ihir * Ibs Ihr h. Ihr rf -1215 53 Ibs MSTA36 Dead Load Factor 0 900 Dead 2,405 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 21) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -1536 15 1536 15 Dead 356 25 (R) 5- 2 75' 25 plf 0 Ibs @ 0 Ibs @ T (North-South DIRECTION) Self-Weight 70 2x4 Interior 0 ft 0 ft T A Ibs Ibs Ibs Total -1215 53 Ibs 1856 78 Ibs Net Uplift -121553 Ibs Holdown MSTA36 Overturning Moments Seismic 11,521 ft-lbs Resisting Moments Dead 2,405 ft-lbs A 1536 15 -1536 15 35625 1856 78 -1215 53 plf Wall ^ k. "ion IKc w Ih-J ^ . Ibs Ihv k Ihr .4 -121553 Ibs MSTA36 Dead Load Factor 0 900 Dead 2,405 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 21) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -1536 15 1536 15 Dead 261 25 (R) 5- 3 55' 25 plf 0 Ibs @ 0 Ibs @ T (North-South DIRECTION) Self-Weight 70 plf 2x4 Interior Wall 0 ft 0 ft 1 A Ibs Ibs Ibs Total -1301 03 Ibs 1771 28 Ibs Net Uplift -1301 03 Ibs Holdown MSTA36 Overturning Moments Seismic 8,449 ft-lbs Resisting Moments Dead 1,293 ft-lbs A 1536 15 -1536 15 261 25 1771 28 -1301 03 ^ k. <n Ihi* ht live 4 Ibs Ihf ^ Ihf ^ -1301 03 Ibs MSTA36 Dead Load Factor 0 900 Dead 1,293 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 1 | Seismic Load (2001 California Buil I Shear Wall Wall Length ™ Dead Load = Uniform 1 Point (1) Point (2) 1 1 1 • H= 9' 1 1 1 1 Seismic -765 41 76541 Dead 2400 00 Calculations 6/6/2006 ding Code, Section 1630 2 1) (R) 6- 1 12' 250 plf 0 Ibs @ 0 Ibs @ 1 (North-South DIRECTION) Self-Weight 150 plf Stucco Wall 0 ft 0 ft 1 A Ibs Ibs Ibs • Total 1394 59 Ibs 292541 Ibs Net Uplift 0 00 Ibs _ Holdown N/A A 76541 -765 41 2400 00 2925 41 1394 59 -4 fe- 1020 55 Ih- IU_ k. Ih- -rf Ibs Ihr- hIDS ^ IU. ^J 0 00 Ibs N/A Overturning Moments Seismic Resisting Moments Dead 9,185 ft-lbs 25,920 ft-lbs Dead Load Factor 0 900 Dead 25,920 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Flexible Diaphragm Analysis 6/6/2006 2ND FLOOR V = 854390 Ibs (Seismic Shear) V = 13828 51 Ibs (Wind Shear) V = 1919357 Ibs (Total Shear) V = 27047 12 Ibs (Total Shear) A = 2650 sq ft (Diaphragm Area) A = 800 sq ft (Pressure Area) fp = 322 plf (Seismic) qs = 1729 psf (Wind) d = 28ft 34ft h = 10ft 10ft Seismic w, = 90 plf 110 plf Wind w, = 173 plf 173 plf v •" i 34ft 34ft 10ft 10ft 110 plf 110 plf 173 plf 173 plf ir ' r b =23 '20 '8 '29 ' © ©© Seismic Wind Shear from level above 1,038 1,988 0 Check sum of forces Shear Force 1,988 Available shear wall length I =55' 2,134 3,716 6,609 8,325 10,325 1,535 2,420 0 OK 2,420 2,028 3,198 0 (Seismic) 3,198 1,589 2,506 6,609 9,115 per shear line 155'60'60'100' Chord Force (Ibs) 213 254 41 534 13,829 O K (Wind) Shear Line (2F)A (2F)B (2F)C (2F)D (2F)E Z F (Ibs) 1,988 10,325 2,420 3,198 9,115 / 55' 155' 6 ' 6 ' 10 ' V 361 plf 666 plf 403 plf 533 plf 912 plf Sheathing 1 side(s) 1 side(s) 1 side(s) 1 side(s) 2 side(s) Allowable Shear 460 plf 770 plf 460 plf 600 plf 920 plf Wall Type B D B C E Prepared by Ascent Group, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 21) Shear Wall Wall Length Dead Load = I(2F)A-1 Uniform Point (1) Point (2) 1 8' 225 plf 0 Ibs 0 Ibs @ 6/6/2006 (East-West DIRECTION) Self-Weight 0 ft 0 ft 150 plf Stucco Wall H= 9' 662 62 Ibs Seismic Dead -3253 43 Ibs 3253 43 Ibs 343 69 Ibs 3253 43 Ibs -3253 43 Ibs 343 69 Ibs Total -3024 19 Ibs 3482 67 Ibs 3482 67 Ibs -3024 19 Ibs Net Uplift -3024 19 Ibs Holdown CLUDED Overturning Moments Seismic 5,964 ft-lbs Resisting Moments Dead 420 ft-lbs -3024 19 Ibs INCLUDED Dead Load Factor 0 667 Dead 420 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) I(2F)A- 1 81 225 0 0 2 plf Ibs Ibs @ @ 6/6/2006 (East-West DIRECTION) Self-Weight 0 ft 0 ft 150 plf Stucco Wall H= 9' 662 62 Ibs Dead 3253 43 Ibs 343 69 Ibs -325343 Ibs 343 69 Ibs Total -3024 19 Ibs 3482 67 Ibs 3482 67 Ibs -3024 19 Ibs Net Uplift -3024 19 Ibs Holdown CLUDED Overturning Moments Seismic 5,964 ft-lbs Resisting Moments Dead 420 ft-lbs -302419 Ibs INCLUDED Dead Load Factor 0 667 Dead 420 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -3253 43 3253 43 Dead 343 69 (2F) A- 3 | (East-West DIRECTION) 1 8' Self-Weight 150 plf Stucco Wall 225 plf o ibs @ on 0 Ibs @ 0 ft T T A A Ibs 3253 43 Ibs -3253 43 Ibs 343 69 Total -3024 19 Ibs 3482 67 3482 67 Ibs -3024 19 -d ._. k fifi |h_ k Ihfi 4 Ibs Ihf b. IhT 4 Net Uplift -3024 19 Ibs -3024 19 Ibs Holdown CLUDED INCLUDED Overturning Moments Dead Load Factor 0 667 Seismic 5,964 ft-lbs Resisting Moments Dead 420 ft-lbs Dead 420 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -5995 40 5995 40 Dead 2131 25 (2F) B- 1 | (East-West DIRECTION) 15 51 Self-Weight 75 plf 2x6 Interior Wall 200 plf 0 Ibs @ 0 ft 0 Ibs @ 0 ft T T A A Ibs 5995 40 Ibs -5995 40 Ibs 2131 25 Total -4573 86 Ibs 7416 94 7416 94 Ibs -4573 86 ^ k imo lh«- fci Ih-r ^ Ibs Ihv . hi IKc- ^ Net Uplift -4573 86 Ibs -4573 86 Ibs Holdown HD6A HD6A Overturning Moments Dead Load Factor 0 667 Seismic 92,929 ft-lbs Resisting Moments Dead 22,034 ft-lbs Dead 22,034 ft-lbs 41 Ibs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall Wall Length Dead Load = I(2F)C-1 Uniform Point (1) Point (2) 6' 25 plf 0 Ibs 0 Ibs @ @ 6/6/2006 (East-West DIRECTION) Self-Weight 0 ft Oft 75 plf 2x6 Interior Wall H= 9' 2419 99 Ibs Seismic Dead -3629 98 Ibs 3629 98 Ibs 300 00 Ibs 3629 98 Ibs -362998 Ibs 300 00 Ibs Total -3429 88 Ibs 3830 08 Ibs 3830 08 Ibs -3429 88 Ibs Net Uplift -3429 88 Ibs Holdown HD6A Overturning Moments Seismic 21,780 ft-lbs Resisting Moments Dead 1,201 ft-lbs -3429 88 Ibs HD6A Dead Load Factor 0 667 Dead 1,201 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -4796 76 4796 76 Dead 300 00 (2F) D- 1 | (East-West DIRECTION) 6 ' Self-Weight 75 plf 2x6 Intenor Wall 25 plf 0 Ibs @ 0 ft 0 Ibs @ 0 ft T T t Ibs 4796 76 Ibs -4796 76 Ibs 300 00 Total -4596 66 Ibs 4996 86 4996 86 Ibs -4596 66 4 ^ HO" |hs fe Iht * Ibs Ibs k Ibs ^ Net Uplift -4596 66 Ibs -4596 66 Ibs Holdown HD6A HD6A Overturning Moments Dead Load Factor 0 667 Seismic 28,781 ft-lbs Resisting Moments Dead 1,201 ft-lbs Dead 1,201 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall Wall Length Dead Load = I (2F) E- 1 Uniform Point (1) Point (2) 10 50 plf 10000 Ibs 0 Ibs @ @ 6/6/2006 (East-West DIRECTION) Self-Weight 8 ft 0 ft 150 plf Stucco Wall H= 91 911542 Ibs Dead 8203 87 Ibs 3000 00 Ibs OtM-l Of IU9 -8203 87 Ibs 9000 00 Ibs Total -6202 87 Ibs 10204 87 Ibs 14206 87 Ibs -2200 87 Ibs Net Uplift Holdown -6202 87 Ibs HD8A Overturning Moments Seismic Resisting Moments Dead 82,039 ft-lbs 20,010 ft-lbs Dead Load Factor Dead -2200 87 Ibs HD2A 0667 60,030 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Flexible Diaphragm Analysis 6/6/2006 2ND FLOOR (NORTH-SOUTH DIRECTION ONLY) Seismic Wind V = V = A = fP - d = h = w, = w, = i 854390 Ibs 19193 57 Ibs 2650 sq 322 plf 60 ft 10ft 193 plf 176 plf ' 1 F (Seismic Shear) V = (Total Shear) V = ft (Diaphragm Area) A = (Seismic) qs = 85ft 85ft 10ft 10ft 274 plf 274 plf 176 plf 176 plf 1 5617 83 Ibs (Wind Shear) 1081086 Ibs (Total Shear) 325 sq ft (Pressure Area) 1729 psf (Wind) b = 7 ' 14 ' 11 ' A A A A ©© © Seismic Wind Shear from level above 677 614 3,688 2,595 1,843 0 Check sum of forces Shear Force 4,365 2,595 3,426 2,194 3,835 8,205 O K 7,261 1,507 966 2,740 (Seismic) 4,247 5,618 O K Available shear wall length per shear line I = 113' 130' 190'165' Chord Force (Ibs) 20 79 49 (Wind) Shear Line (2F)1 (2F)2 (2F)4 (2F)6 Z F (Ibs) 4,365 2,595 7,261 4,247 / ns- is ' 19 ' 165' V 385 plf 200 plf 382 plf 257 plf Sheathing 1 side(s) 1 side(s) 1 side(s) 1 side(s) Allowable Shear 975 plf 310 plf 460 plf 310 plf Wall Type SIMP A B A Prepared by Ascent Group, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H = 9' Seismic -3466 17 3466 17 Dead 266 70 (2F) 1- 1 | (North-South DIRECTION) 2 7' Self-Weight FALSE SW32X9 200 plf 0 Ibs @ 0 ft 0 Ibs @ 0 ft V T A A Ibs 3466 17 Ibs -3466 17 Ibs 266 70 Total -3226 14 Ibs 3706 20 3706 20 Ibs -3226 14 plf 4. , t 109" Ihr- fe 1 Up 4 Ibs |U« ^ Ihe *. Net Uplift -3226 14 Ibs -3226 14 Ibs Holdown CLUDED INCLUDED Overturning Moments Dead Load Factor 0 900 Seismic 9,244 ft-lbs Resisting Moments Dead 640 ft-lbs Dead 640 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length (2F) 1-2 | (North-South DIRECTION) 2 7' Self-Weight FALSE plf Dead Load = SW32X9 Uniform Point (1) Point (2) H= 9' Seismic -3466 17 3466 17 Dead 266 70 200 plf 0 Ibs @ 0 ft 0 Ibs @ 0 ft T T A A Ibs 3466 17 Ibs -3466 17 Ibs 266 70 Total -3226 14 Ibs 3706 20 3706 20 Ibs -3226 14 * k m?" lh_ fe Ibs -4 Ibs lhi> fc. Ihi- ^ Net Uplift -3226 14 Ibs -3226 14 Ibs Holdown CLUDED INCLUDED Overturning Moments Dead Load Factor 0 900 Seismic 9,244 ft-lbs Resisting Moments Dead 640 ft-lbs Dead 640 ft-lbs 14 Ibs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall Wall Length Dead Load = U2F)1-3 | Uniform Point (1) Point (2) 6 ' 75 plf 0 Ibs 0 Ibs 6/6/2006 (North-South DIRECTION) Self-Weight 150 plf Stucco Wall @ 0 ft 0 ft H = 9' 2310 78 Ibs Seismic Dead -3466 17 Ibs 3466 17 Ibs 675 00 Ibs 3466 17 Ibs -3466 17 Ibs 675 00 Ibs Total -2858 67 Ibs 4073 67 Ibs 4073 67 Ibs -2858 67 Ibs Net Uplift Holdown -2858 67 Ibs HD2A Overturning Moments Seismic Resisting Moments Dead 20,797 ft-lbs 3,645 ft-lbs Dead Load Factor Dead -2858 67 Ibs HD2A 0 900 3,645 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) H= 9' Seismic -1796 82 1796 82 Dead 2000 00 (2F) 2- 1 | (North-South DIRECTION) 8 ' Self-Weight 150 plf Stucco Wall 350 plf 0 Ibs @ 0 ft 0 Ibs @ 0 ft T T A A Ibs 1796 82 Ibs -1796 82 Ibs 2000 00 Total 3 18 Ibs 3596 82 3596 82 Ibs 318 4 h, -f^Q' Ibs -fc IkiT ^ Ibs lh« k Ihtr 4 Net Uplift 0 00 Ibs 0 00 Ibs Holdown N/A N/A Overturning Moments Dead Load Factor 0 900 Seismic 14,375 ft-lbs Resisting Moments Dead 14,400 ft-lbs Dead 14,400 ft-lbs 18 Ibs Prepared by Lattimer Engineering, Inc 6/6/2006 I Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) •Shear Wall \ (2F) 2- 2 1 Wall Length Dead Load = Uniform Point (1) Point (2) 5' 350 plf 0 Ibs 0 Ibs @ @ 6/6/2006 (North-South DIRECTION) Self-Weight 0 ft 0 ft 150 plf Stucco Wall H= 91 Total t -671 82 Ibs 2921 82 Ibs 2921 82 Ibs -671 82 Ibs 998 23 Ibs Seismic Dead -1796 82 Ibs 1796 82 Ibs 1250 00 Ibs 1796 82 Ibs -1796 82 Ibs 1250 00 Ibs Net Uplift Holdown -671 82 Ibs HD2A Overturning Moments Seismic Resisting Moments Dead 8,984 ft-lbs 5,625 ft-lbs Dead Load Factor Dead -671 82 Ibs HD2A 0900 5,625 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) 6/6/2006 Shear Wall Wall Lenath (2F) 4- 1 19' Dead Load = Uniform Point (1) Point (2) H= 91 Seismic -3439 24 3439 24 Dead 2375 00 175 plf 0 Ibs @ 0 Ibs @ T (North-South DIRECTION) Self-Weight 75 plf 2x6 Interior Wall 0 ft 0 ft 1 A Ibs Ibs Ibs Total -1301 74 Ibs 5576 74 Ibs Net Uplift -1301 74 Ibs Holdown HD2A Overturning Moments Seismic 65,346 ft-lbs Resisting Moments Dead 40,613 ft-lbs A 3439 24 -3439 24 2375 00 5576 74 -1301 74 4 b, 72fi( Ihc fc Ihc *•• Ibs Ihn- k |t» ^ -1301 74 Ibs HD2A Dead Load Factor 0 900 Dead 40,613 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 Seismic Load Calculations (2001 California Building Code, Section 1630 2 1) Shear Wall Wall Length Dead Load = Uniform Point (1) Point (2) (2F) 6- 1 165' 550 plf 2500 Ibs 0 Ibs @ 6/6/2006 (North-South DIRECTION) Self-Weight 01 ft 0 ft 150 plf Stucco Wall H= 9' 4247 27 Ibs Seismic Dead -2316 69 Ibs 2316 69 Ibs 8259 85 Ibs 2316 69 Ibs -2316 69 Ibs 5790 15 Ibs Total 5117 17 Ibs 9750 56 Ibs 7527 83 Ibs 2894 44 Ibs Net Uplift Holdown 0 00 Ibs N/A Overturning Moments Se/sm;c Resisting Moments Dead 38,225 ft-lbs 122,659 ft-lbs Dead Load Factor Dead 0 00 Ibs N/A 0900 85,984 ft-lbs Prepared by Lattimer Engineering, Inc 6/6/2006 ^7=0 \ L I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 Rev 580000User KW-0604145 VerSBO 1 Dec-2003(0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox.ecw Calculations Description R1 - Exterior Header | General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity , Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Code Ref 1997 NDS, 2003 IBC 2003 NFPA 5000 Base allowables are user defined | 5 500 in 7 500 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 440 00 #/ft LL #/ft LL #/ft LL 350ft Lu ft Lu ft Lu No 2 875 0 psi 1700psi 625 0 psi 1 SOOOksi 28000 #/ft #/ft #/ft 000 ft 000 ft 000ft § I Summary | Span=350ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 256 58 psi Fb 875 00 psi = 5 500m x Depth = 7 5m, 0293 1 1 1 k-ft 38 k-ft 1 10 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 376 fv 29 69 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 1 750ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 077 k 077k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 1 2 k 70 k 1 26k 1 26k 0000 in 0009m 0000 m 126k 1 26k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 006 in 1 750ft 7,1066 Defl) 0 009 in 0 000 in 0 000 in 0000ft 0000 Max Moment 1 10 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 22k 7 204 m2 17000 psi 1 26k 126k Total Load Left Cantilever -0 01 0 in Deflection 1 750 ft Length/Defl 4 342 92 Rlgnt cantilever Deflection Length/Defl Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 1 Sxx 51 563 m3 Area 41 250 m2 Cl 1259999 Sxx Reg'd 1512m3 0 00 in3 0 00 m3 @ Right Support 1 22k 7 204 m2 170 00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 875 00 psi 875 00 psi 875 00 psi 0 367 in 0 367 in Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 User KW-0604145 VerSBO 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description R2 - Exterior Header General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined || 5 500 in 7500m Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 440 00 #/ft LL #/ft LL #/ft LL 550ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft No 2 875 0 psi 1700psi 625 0 psi 1 300 0 ksi 28000 #/ft #/ft #/ft 1 1 Summary | Span=550ft Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 633 60 psi Fb 875 00 psi = 5 500m x Depth = 7 5m, 0724 1 2 7 k-ft 38 k-ft 2 72 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 376 fv 55 87 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 2750ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 1 21 k 1 21 k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 23 k 70 k 1 98k 198k 0 000 m 0054m 0000 m 1 98k 1 98k Deflections jj Center Span Dead Load Deflection -0 036 m Location 2 750 ft Length/Defl 1 831 4 Camber ( using 1 5 * D L Defl) @ Center 0 054 in @ Left 0 000 in @ Right 0 000 m Total Load -0 059 m 2750ft 1 11918 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 m 00 0 000 in 00 Total Load 0 000 in 00 0 000 m 00 Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 2 72 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 230k 13557 m2 170 00 psi 1 98 k 1 98 k Sxx 51 563 m3 Cl 1979999 Sxx Reg d 37 34 m3 0 00 in3 0 00 in3 @ Right Support 230k 13557m2 170 00 psi Bearing Length Req'd Bearing Length Req d Area 41 250 m2 Allowable fb 875 00 psi 875 00 psi 875 00 psi 0 576 in 0 576 in Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 User KW-0604145 VerSBO 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Multi-Span Timber Beam Page 1 fox.ecw Calculations Description R3 - Exterior Header General Information Douglas Fir - Larch No 2 Spans Considered Continuous Over Support Timber Member Information Description Span ft Timber Section Beam Width in Beam Depth in End FixityLe Unbraced Length ft Member Type 325 6x8 5500 7500 Pin Pin 000 Sawn Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft Yes 44000 28000 Results Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 64 121 00 -114 221 2 9000 Bending OK 088 146 367 1800 Shear OK Reactions & Deflection DL @ Left T LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 054 034 088 1 79 1 14 292 -0002 1 36 Query Values Location ft Moment m-k Shear k Deflection in 000 00 09 00000 Code Ref 2001 NDS, 2003 IBC Fb Basic Allow 900 0 psi Fv Basic Allow 1800 psi 325 6x8 5500 7500 Pin Pin 000 Sawn Yes 44000 28000 64 204 -114 00 2212 9000Bending OK 146 088 373 1800 Shear OK 1 79 1 14 292 054 034 088 -0002 1 88 000 -114 1 5 00000 2003 NFPA 5000 Base allowables are user defined | Elastic Modulus 1,6000ksi Load Duration Factor 1 000 1 I 1 I i Title Dsgnr Descnption Scope Date Job* 2 49PM 6 JUN 06 i User KW-0604145, Ver58 0 1 Dec-2003[ (c)1983-2003 ENERCALC Engineenng Software General Timber Beam Page 1 fox ecw Calculations Description R4 - Exterior Header General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity CodeRef 1997NDS 2003 I BC 2003 NFPA 5000 Base allowables are user defined | 5 500 in 7 500 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 450ft ft ft 875 0 psi 1700psi 625 0 psi 13000ksi Lu- Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 625 00 #/ft#m#m LL LL LL 40500 #/ft#m #/ft 1 Summary | Span= 4 50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 606 76 psi Fb 875 00 psi = 5 500m x Depth = 7 5m, 0693 1 26k-ft 38 k-ft 2 61 k-ft at 000 k-ft at 000 k-ft 000 k-ft 376 fv 61 35 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 2250ft 4500ft Reactions LeftDL Right DL Allowable Shear Camber 141 k 1 41 k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 25 k 70 k 232k 232k 0000 in 0034m 0000 m 232k 232k Deflections jj Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L © Center ©Left © Right Dead Load -0 023 m 2250ft 23540 Defl) 0034m 0 000 in 0 000 in Total Load Left Cantilever -0 038 in Deflection 2 250 ft Length/Defl 142838 Right Cantilever Deflection Length/Defl Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 i Stress Calcs || Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 2 61 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 253 k 14 887 m2 17000 psi 232 k 232 k Sxx 51 563 m3 Area 41 250 in2 Cl 2317499 Sxx Reo'd 35 76 m3 0 00 m3 0 00 m3 © Right Support 253k 14 887 m2 170 00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 875 00 psi 875 00 psi 875 00 psi 0 674 m 0 674 in I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Job* Date 249PM 6 JUN 06 User KW-0604145 VerSBO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description R5 - Exterior Header j General Information CodeRef 1997NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity MicroLam 525x725 5 250 in 7 250 in Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 650ft 050ft ft MicroLam 1 9 E 2 600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi Lu Lu Lu 000 ft 000 ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 625 00 #/ft #/ft #/ft LL LL LL 40500 #m #/ft#m 1 Summary | Span=650ft Left Cant= 050ft Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1419 26 psi Fb 2,600 00 psi Deflections Beam Width = 5 250m x Depth = 7 25m, 0546 1 54k-ft 100 k-ft 5 44 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 996 fv 108 14 psi Fv 285 00 psi Ends are Pin-Pin Maximum Shear * 1 3264ft 6500ft Reactions LeftDL Right DL Allowable Shear Camber 203 k 203k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 41 k 108 k 335k 335k 0027m 0119m 0000 in 335k 335k 1 Center Span Deflection Location Length/Deft Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 21 924 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load Total Load Left Cantilever -0 079 in 3236ft 9843 Defl) 0119m 0 027 in 0 000 in 0000ft 0000 Max Moment 5 44 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 412 k 14443m2 285 00 psi 335k 335k -0 131 in Deflection 3 264 ft Length/Defl 597 30 Rlght cantilever Deflection Length/Defl Sxx 45 992 m3 Area Cl 3347 499 Dead Load Total Load 0018 in 0030 in 657 9 399 2 0 000 in 0 000 in 00 00 1 38 063 in2 Sxx Rea'd Allowable fb 25 1 1 m3 0 00 m3 0 00 m3 @ Right Support 412k 14443m2 285 00 psi Bearing Length Req'd Bearing Length Req'd 2 600 00 psi 2,600 00 psi 2,600 00 psi 0 850 in 0 850 in ASCENT Title Dsgnr Description Scope Job* Date 249PM 6JUN06 Iti mRev 580000User KW-0604145 VerSSO 1 Dec-2003(c)1983-2003 ENERCALC Engineenng Software Multi-Span Timber Beam Page 1 fox ecw CalculationsJ Description R6 - Roof Beam General Information Truss Joist - MacMillan MicroLam 1 9 E Spans Considered Continuous Over Support Code Ref 2001 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Fb Basic Allow Fv Basic Allow 2 600 0 psi 285 0 psi Elastic Modulus Load Duration Factor 1 900 0 ksi 1000 Timber Member Information Description Span Timber Section Beam Width Beam Depth End FixityLe Unbraced Length Member Type ttj 1150 1150 MicroLam 5 25xMkroLam 5 25x in 5 250 5 250 in 9 250 9 250 Pin Pin Pin Pin 0 00 0 00 Sawn Sawn Loads Live Load Used This Span ? Yes Dead LoadLive Load Results Mmax @ Cntr@x = Max @ Left End Max @ Right End fb Actual Fb Allowable Shear @ Left Shear @ Right fv Actual Fv Allowable #m 440 oo #/ft 280 00 m-k 80 3 ft 429 in-k 00 m-ki -1428 psi 1 907 8psi 2 600 0 Bending OK k 310 k 517 psi 141 1 psi 285 0 Shear OK Yes 4400028000 803 721 -1428 00 1,9078 2,600 0 Bending OK 517 310 1428 2850 Shear OK Reactions & Deflection DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Query Values Location Moment Shear Deflection k 1 90 k 1 21 k 310 k 632 kl 402 k 1035 in -0 179 ft 483 ft 000 m-k 0 0 k 31 in 0 0000 632 402 1035 1 90 1 21 310 -0179 667 000 -1428 52 00000 I I I \ I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 User KW-0604145 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description R6 - Roof Beam General Information Code Ref 1997 NDS, 2003IBC 2003 NFPA 5000 Base allowables are user defined | Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity MicroLam 525x925 5 250 in 9 250 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 11 50ft ft ft MicroLam 1 9 E 2,600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi Lu Lu Lu 000ft 000 ft 000 ft Full Length Uniform Loads \ Center DL Left Cantilever DL Right Cantilever DL | Summary | Span= 11 50ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1,907 78 psi Fb 2 600 00 psi 44000#/ft LL 28000 #/ft #/ft LL #/ft #/ft LL #/ft 5 250m x Depth = 9 25m Ends are Pin-Pin 0734 1 1 1 9 k-ft Maximum Shear * 1 16 2 k-ft Allowable 1 1 90 k-ft at 5 750 ft Shear 0 00 k-ft at 0 000 ft 000 k-ft Camber 000 k-ft 1622 Reactions fv 111 51 psi LeftDL 2 53 k Fv 285 00 psi Right DL 253k 5 §Left Right @ Left @ Center @ Right Max Max Beam Design OK 54 k 138 k 414k 4 14k 0000 in 0395m 0000 m 414k 414k [Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 263 in 5750ft 5243 Defl) 0 395 in 0 000 in 0 000 in Total Load -0431 in 5750ft 32044 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0000 in 00 [Stress Gales Bending Analysis Ck 21 924 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable 0000ft 0000 Max Moment 11 90 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 542k 19000 m2 285 00 psi Sxx 74 867 m3 Cl 4139998 Sxx Rea'd 54 93 m3 0 00 m3 0 00 m3 @ Right Support 542k 19000m2 285 00 psi Area 48 563 m2 Allowable fb 2 600 00 psi 2 600 00 psi 2 600 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 414k 414 k Beanng Length Req'd 1 051 in Bearing Length Req'd 1 051 in I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job# 2 49PM 6 JUN 06 580000 User KW-0604145 VerSSO 1 Dec-2003 (C)1983-2003 ENERCAUC Engineenng Software General Timber Beam Page 1 fox ecw Calculations Description R7 - Exterior Header ! General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined j| 5 500 in 7 500 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 450ft ft ft No 2 875 0 psi 1700psi 625 0 psi 1 300 0 ksi Lu Lu Lu 000ft 000 ft 000ft Full Length Uniform Loads J Center Left Cantilever Right Cantilever DL DL DL 15000#/ft #/ft #/ft LL LL LL 10000 #/ft #/ft #/ft | Summary | Span= 4 50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 147 27 psi Fb 875 00 psi = 5 500m x Depth = 7 5m 0168 1 06 k-ft 38 k-ft 0 63 k-ft at 000 k-ft at 000 k-ft 000 k-ft 376 fv 14 89 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 2250ft 4500ft Reactions LeftDL Right DL Allowable Shear Camber 034 k 034k 5 ©Left @ Right ©Left © Center @ Right Max Max Beam Design OK 06 k 70 k 056k 056k 0 000 in 0008m 0000 m 056k 056k Deflections | Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right | Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 006 in 2250ft 9,808 2 Defl) 0 008 in 0 000 in 0 000 in 0000ft 0000 Max Moment 0 63 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 061 k 3613 m2 170 00 psi 056k 056k Total Load Left Cantilever -0 009 m Deflection 2 250 ft Length/Defl 5 884 93 R|ght cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 1 Sxx 51 563 m3 Area 41 250 m2 Cl 562 500 Sxx Rea'd 8 68 m3 0 00 in3 0 00 m3 @ Right Support 061 k 3613m2 170 00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 875 00 psi 875 00 psi 875 00 psi 0164 in 0 164 in I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 User KW-0604145 VerSSO 1 Dec-2003(0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description 2F1 - Exterior Header General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 5500m 7500m Sawn 1 000 Pin-Pin CodeRef 1997NDS Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 540 00 #/ft LL #/ft LL #/ft LL 2003 IBC 2003 NFPA 5000 Base allowables are user defined || 350ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft No 2 875 0 psi 1700psi 625 0 psi 1 300 0 ksi 62000 #/ft#m#m 1 1 Summary | Span=350ft Beam Width = Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 41 3 38 psi Fb 875 00 psi Beam Design OK = 5 500m x Depth = 7 5m Ends are Pin-Pin 0472 1 1 8 k-ft Maximum Shear * 38 k-ft 1 78 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 376 fv 47 83 psi Fv 170 00 psi 1 750ft 0000ft Reactions LeftDL Right DL Allowable Shear Camber 094 k 094k 1 5 ©Left @ Right ©Left @ Center @ Right Max Max 20 k 70 k 203k 203k 0000 in 0011m 0000m 203k 203k [Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right [ Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 007 in 1 750ft 57906 Defl) 0011 in 0 000 in 0 000 in 0000ft 0000 Max Moment 1 78 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 97 k 1 1 607 m2 17000 psi 203 k 203k Total Load Left Cantilever -0 016 in Deflection 1 750 ft Length/Defl 269561 Right Cantilever Deflection Length/Defl Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 I Sxx 51 563 m3 Area 41 250 m2 Cl 2029 999 Sxx Rea d 24 36 m3 0 00 m3 0 00 m3 @ Right Support 1 97k 1 1 607 m2 170 00 psi Bearing Length Req'd Beanng Length Req'd Allowable fb 875 00 psi 875 00 psi 875 00 psi 0591 in 0591 in User KW-0604145 VerSBO 1 Dec-2003 (0)1983-2003 ENERCAUC Engineering Software Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 General Timber Beam Page 1 fox ecw Calculations Description 2F2 - Interior Header General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined \ 3 500 in 7 250 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 350ft ft ft 875 0 psi 1700 psi 625 0 psi 1 300 0 ksi Lu Lu Lu 000 ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 250 00 #/ft #/ft#m LL LL LL 77500 #/ft #/ft #/ft 1 Summary | Span=350ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 614 27 psi Fb 875 00 psi = 3500mx Depth = 725m, 0702 1 16k-ft 22 k-ft 1 57 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 224 fv 69 56 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 1 750ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 044 k 044k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 18 k 43 k 1 79k 1 79k 0 000 in 0009m 0000 m 1 79k 1 79k Deflections Center Span Deflection Location Length/Defl Camber ( using 15* @ Center ©Left @ Right ! Stress Calcs Bending Analysis Ck 31 260 Cf 1 000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 006 in 1 750ft 71897 D L Defl ) 0 009 in 0 000 in 0 000 in Le 0 000 ft Rb 0 000 Max Moment 1 57 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 77 k 10 383 m2 17000 psi 1 79k 1 79k Total Load Left Cantilever -0 024 in Deflection 1 750 ft Length/Defl 1 753 58 Rlght cantilever Deflection Length/Defl Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 m 0 000 in 00 00 I Sxx 30 661 in3 Area 25 375 in2 Cl 1793749 Sxx Rea'd 21 52 m3 0 00 in3 0 00 m3 @ Right Support 1 77k 10383m2 170 00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 875 00 psi 875 00 psi 875 00 psi 0 820 m 0 820 in User KW-0604145 VerSSO 1 Dec-2003 (c)1963-2003 ENERCALC Engineering Software Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 Steel Beam Design Page 1 fox ecw Calculations Description 2F3 - Floor Support General Information Steel Section W10X33 Center Span Left Cant Right Cant Lu Unbraced Length Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC 2003 NFPA 5000 | 2300ft 000ft 000ft 000ft Pmned-Pmned Bm Wt Added to Loads LL&ST Act Together Fy Load Duration Factor Elastic Modulus 36 OOksi 100 29,000 Oksi Distributed Loads Note' short Term Loads Are WIND Loads DL LL ST Start Location End Location #1 #2 #3 #4 0200 0480 #5 #6 #7 k/ft kffi k/ft ft ft 1 Summary -J Beam OK Using W1 0X33 section Span = 23 00ft, Fy = 360ksi End Fixity = Pmned-Pmned, Lu = 0 00ft LDF = 1 000 Moment fb Shear fv Bending Stress fb/Fb Shear Stress fv/Fv Actual 47146 16164 0680 8199 2906 0202 k-ft ksi 1 k ksi 1 Allowable 69300 23760 40632 14400 k-ft ksi k ksi aiauc L.oaa oase uoverns oiress Max Deflection Length/DL Defl Length/(DL+LL Defl) -0905 9330 3049 in 1 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted --» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 47 15 k-ft 820k 820k -0905 m 0000 m 0 000 m 0000ft 820 820 DL Only 1541 268 268 -0296 0000 0000 0000 268 268 LL (5) Center 4715 820 820 -0905 0000 0000 0000 820 820 LL+ST @ Center -0905 0000 0000 0000 820 820 LL @ Cants 0000 0000 0000 0000 LL+ST <8>. Cants k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k Fa calc'd per Eq E2-1, K*L/r < Cc I Beam Passes Table B51, Fb per Eq F1 -1, Fb = 0 66 Fy Title Dsgnr Description Date Job# 2 49PM 6 JUN 06 580000 User KW-0604145 Ver580 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Scope Steel Beam Design Page 2 fox ecw Calculations Description 2F3 - Floor Support Section Properties W10X33 Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw 9 730 in 0 290 in 7 960 in 0 435 in 9 71 m2 2 140 in 0 580 m4 790 00 m6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K 32 98 #/ft 171 000 m4 36 600 m4 35 000 m3 9 200 m3 4190 in 1 940 in 38 800 m3 14000 m3 0 935 in I I I I I I I I I I I I I I I I I I I ASCENT Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 glim. * «T«ligTU»Ai Rev 580000 User KW-0604145 Ver580 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 1 fox ecw Calculations Description 2F4 - Floor Support (LATERAL) General Information Steel Section W10X88 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0150 LL 0 400 ST Start Location End Location 2300ft 000ft 000ft 000ft #2 0725 0400 5000 10000 Code Ref Pmned-Pmned Bm Wt Added to Loads LL&ST Act Together #3 #4 0 725 0 725 0 400 0 400 16 000 21 000 17500 23000 AISC9thASD 1997 UBC 20C Fy Load Duration Factor Elastic Modulus Note i Short Term #5 #6 0725 0400 1 000 13 IBC 2003 NFPA 5000 36 00 ksi 1 33 29,0000 ksi Loads Are WIND Loads #7 k/ft k/ft k/ft ft ft \ | Point Loads Notei Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #11400 0900 1 000 #2 1400 0900 15200 5000 #3 2300 1 100 15200 10000 #4 2300 1 100 16000 #5 1 100 0800 17500 #6 1 100 0800 21000 #7 k k k ft 1 Summary | Using W1 0X88 section Span = End Fixity = Pmned-Pmned Lu Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 2300ft Fy = 360ksi = 0 00ft LDF = 1 333 Actual 243 327 k-ft 29 644 ksi 0936 1 40 847 k 6 228 ksi 0324 1 Allowable 259 975 k-ft 31 672 ksi 125886k 19195ksi Beam OK Short Term Load Case Governs Stress Max Deflection -1 389 m Length/DL Defl 7187 1 Length/(DL+LL Defl) 1987 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Max M + Max M- Max M @ Left Max M @ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 243 33 k-ft 4085k 3011 k -1 389 m 0000 m 0 000 in 0000ft 4085 3011 DL Only 6294 -000 11 04 1092 -0384 0000 0000 0000 11 04 1092 LL &. Center 11473 -000 2036 2020 -0704 0000 0000 0000 2036 2020 LL+ST (a) Center 24333 -000 4085 3011 -1 389 0000 0000 0000 4085 3011 LL <S>. Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 m 0 000 in 0 000 in 0 000 m k k Facalc'dperEq E2-1, K*L/r<Cc I Beam Passes Table B51, Fb per Eq F1 1, Fb = 0 66 Fy ASCENT Title Dsgnr Description Scope Job* Date 249PM 6 JUN 06 Rev 580000 User KW-0604145 Ver580 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 fox ecw Calculations Description 2F4 - Floor Support (LATERAL) Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw W10X88 10840m 0 605 in 10265m 0 990 in 25 90 m2 2 830 in 7 530 m4 4 330 00 m6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K 87 97 #/ft 534 000 in4 179000m4 98 500 in3 34 800 m3 4540 in 2 630 in 113000 m3 53 100 m3 1 490 in 1 I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job# 2 49PM 6 JUN 06 Rev 580000User KW-0604145 Ver580 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Steel Beam Design fox ecw Calculations[ions j Description 2F4 - Floor Support General Information Steel Section W10X77 Center Span Left Cant Right Cant Lu Unbraced Length Distributed Loads #1 DL 0 150 LL 0 400 ST Start Location End Location Code Ref AISC 9th ASD 1997 UBC, 2003 IBC 2003 NFPA 5000 2300ft 000ft 000ft 000ft #2 0725 0400 5000 10000 Pmned-Pmned Bm Wt Added to Loads LL & ST Act Together #3 #4 0 725 0 725 0 400 0 400 16000 21000 17500 23000 Fy Load Duration Factor Elastic Modulus Note' Short Term #5 #6 0725 0400 1 000 36 00 ksi 1 00 29 0000 ksi Loads Are WIND Loads #7 k/ft k/ft k/ft ft ft 1 I Point Loads Note' Short Term Loads Are WIND Loads Dead Load Live Load Short Term Location #1 1400 0900 1000 #2 1 400 0900 5000 #3 2300 1 100 10000 #4 2300 1 100 16000 #5 1 100 0800 17500 #6 1 100 0800 21 000 #7 k k k ft i Summary | Using W1 0X77 section Span = 23 00ft Fy = 36 Oksi End Fixity = Pmned-Pmned Lu = 0 00ft LDF = 1 000 Actual Moment fb Bending Stress fb/Fb Shear fv Shear Stress fv/Fv 114006k-ft 15926ksi 0670 1 20 232 k 3601 ksi 0250 1 Allowable 170082 k-ft 23 760 ksi 80 899 k 14 400 ksi Beam OK Static Load Case Governs Stress Max Deflection -0 821 in Length/DL Defl 6197 1 Length/(DL+LL Defl) 336 1 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted — » Max M + Max M- Max M@Left Max M@ Right Shear @ Left Shear @ Right Center Defl Left Cant Defl Right Cant Defl Query Defl @ Reaction @ Left Reaction @ Rt Maximum 11401 k-ft 2023k 2007k -0 821 m 0000 m 0 000 m 0000ft 2023 2007 DL Only 6221 -000 1091 1079 -0445 0000 0000 0000 1091 1079 LL <® Center 11401 -000 2023 2007 -0821 0000 0000 0000 2023 2007 LL+ST © Center -0821 0000 0000 0000 2023 2007 LL (S>_ Cants 0000 0000 0000 0000 LL+ST @ Cants k-ft k-ft k-ft k-ft k k 0 000 m 0 000 in 0 000 in 0 000 in k k Facalc'dperEq E2-1, K*L/r<Cc I Beam Passes Table B51, Fb per Eq F1-1, Fb = 0 66 FV V ASCENT Title Dsgnr Description Scope Date Job* 249PM 6JUN06 Rev 580000 User KW-0604145 VerSBO 1 Dec-2003(c)1983 2003 ENERCALC Engineering Software Steel Beam Design Page 2 fox ecw Calculations Description 2F4 - Floor Support Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design J Cw W10X77 10600m 0 530 in 10190m 0 870 in 22 60 m2 2 800 in 5110m4 3,630 00 m6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx zy K 1 76 77 #/ft 455 000 m4 154000m4 85 900 m3 30 100 m3 4490 in 2 600 in 97 600 m3 45 900 m3 1 370 in •••J Title •^•^•^•H nenrtc Y > ASCENT ^^HH CJVit. * «MMieMt»JUL JUaiMEMrlRev 580000User KW-0604145 VerSSO 1 Dec-2003(c)19B3-2003 ENERCALC Engineering Software Job# Date 2 49PM 6 JUN 06 Multi-Span Timber Beam te«25J. I Description 2F5 - Exterior Header (LATERAL) General Information Truss Joist - MacMillan MicroLam 1 9 E Spans Considered Continuous Over Support Timber Member Information DescriptionSpan ft Timber Section Beam Width in Beam Depth in End Fixity Le Unbraced Length ft Member Type 325 6x8 5500 7500 Pin Pin 000 Sawn Code Ref 2001 NDS 2003 IBC Fb Basic Allow 2 600 0 psi Fv Basic Allow 285 0 psi 325 6x8 5500 7500 Pin Pin 000 Sawn 2003 NFPA 5000 Base allowables are user defined | Elastic Modulus 1 900 0 ksi Load Duration Factor 1 333 1 Loads Jj Live Load Used This Span ? Yes Dead Load #/ft! 125 00Live Load #/ft! 32500 Point #1 Dead Load Ibs 9 200 00 Live Load Ibs @X ft: 2250 Yes 12500 32500 Results | Mmax @ Cntr m-k @X= ft Max @ Left End m-k Max @ Right End m-k fb Actual psi Fb Allowable psi Shear @ Left k Shear @ Right k fv Actual psi Fv Allowable psi 549 225 00 -395 1 0643 34658 Bending OK 255 811 2847 3799 Shear OK 00 325 -395 00 7654 34658 Bending OK 1 74 028 535 3799 Shear OK Reactions & Deflection \ DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 215 040 255 854 1 32 986 -0018 1 71 Query Values Location ft 000 Moment in-k 0 0 Shear k 26 Deflection in 0 0000 854 1 32 986 -068 040 -028 0008 1 26 000 -395 1 7 00000 I * ^HV^HH•BBBBmjjjm Title Job # ^^H riQnnr Data ") AQPM R. II IN flfi Y ;X ASCENT ^^HI^^^^^^^^H etyti m. ««MMnriMMML tm&mmtm1 Rev 580000 User KW-0604145 Ver 5 8 0 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Description Multi-Span Timber Beam te«5gUL I 2F5 - Exterior Header General Information Douglas Fir - Larch Spans Considered Timber Member No 2 Continuous Over Support Information Description Span ft Timber Section Beam Width in Beam Depth in End Fixity Le Unbraced Length ft Member Type 325 6x8 5500 7500 Pin Pin 000 Sawn Code Ref 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Fb Basic Allow 900 0 psi Elastic Modulus 1 600 0 ksi Fv Basic Allow 1800 psi Load Duration Factor 1000 | 325 6x8 5500 7500 Pin Pin 000 Sawn Loads Live Load Used This Span ? Dead Load #/ft Live Load #/ft Yes 12500 32500 Yes 12500 32500 Results Mmax @ Cntr @X = Max @ Left End Max @ Right End ft> Actual Fb Allowable Shear @ Left Shear @ Right fv Actual Fv Allowable m-k ft m-k m-k psi psi k k psi psi 40 1 21 00 -71 1383 9000 Bending OK 055 091 230 1800 Shear OK 40 204 -7 1 00 1383 9000Bending OK 091 055 233 1800 Shear OK Reactions & Deflection DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max Deflection @X = Query Values Location Moment Shear Deflection k k k k k k in ft 015 040 055 051 1 32 183 -0002 1 36 ft m-k k in 000 00 05 00000 051 1 32 183 015 040 055 -0002 188 000 -71 09 00000 Title Dsgnr Description Scope Date Job# 2 49PM 6 JUN 06 Rev 580000 User KW-0604145 Ver 5 8 0 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Multi-Span Timber Beam Page 1 fox ecw Calculations Description 2F6 - Exterior Header General Information Truss Joist - MacMillan MicroLam 1 9 E Spans Considered Continuous Over Support Timber Member Information Code Ref 2001 Fb Basic Allow Fv Basic Allow NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | 2 600 0 psi Elastic Modulus 1 900 0 ksi 285 0 psi Load Duration Factor 1 000 I DescriptionSpan ft soo 500 soo Timber Section MicroLam S ZSxMlcroLam 5 ZSiMlcroLam 5 25x Beam Width in 5250 5250 5250 Beam Depth in 7250 7250 7250 End FlXltV Pin Pin Pin Pin Pin Pin Le Unbraced Length ft 000 000 000 Member Type Sawn Sawn Sawn Loads | Live Load Used This Span ' : Yes Dead Load #/ft 10000 Live Load #/ft 17500 Point #1 Dead Load Ibs Live Load Ibs@X ft Results Mmax @ Cntr m-k 0 0 @ X = ft 0 00 Max @ Left End in-k 00 Max @ Right End m-k -62 2 fb Actual psi 1 352 9 Fb Allowable psi 26000 Bending OK Shear @ Left k 1 32 Shear ©Right k 214 fv Actual psi 77 7 Fv Allowable psi 285 0 Shear OK Reactions & Deflection DL @ Left k -1 47 LL@Left k 016 Total @ Left k -1 32 DL@ Right k: 727 LL @ Right k 0 81 Total @ Right k 8 08 Max Deflection in 0015 @ X = ft 1 76 Query Values Location ft 0 00 Moment m-k 00 Shear k -13 Deflection in 0 0000 Yes Yes 10000 1000017500 17500 1050000 2500 1056 00 2 50 3 00 -62 2 -62 2 -62 2 00 2 295 8 1 352 9 2,600 0 2 600 0 Bending OK Bending OK 594 214 5 94 1 32 227 5 77 9 285 0 285 0 Shear OK Shear OK 7 27 7 27 081 081 8 08 8 08 7 27 -1 47 081 016 8 08 -1 32 -0073 0015 2 50 1 24 0 00 0 00 -62 2 -62 2 59 21 0 0000 0 0000 I I H ASCENT Title Dsgnr Description Date Job* 2 49PM 6 JUN 06 1 CiHL M, SMMJeTlMMyL MMMMMMMMI Rev 580000User KW-0604145 VerSBO 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Mi Scope General Timber Beam Page 1 1 fox ecw Calculations | Description 2F7 - Roof Beam General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Code Ref 1997 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | 5 500 in 7 500 in Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 1000ft Lu ft Lu ft Lu 875 0 psi 1700psi 625 0 psi 1 300 0 ksi 000ft 000 ft 000 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 10000#/ft #/ft #/ft LL LL LL 7500 #/ft #/ft #/ft | Summary | Span= 10 00ft Beam Width = Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 509 09 psi Fb 875 00 psi 5500mx Depth = 75m 0582 1 22k-ft 38k-ft 219k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 376 fv 28 00 psi Fv 170 00 psi Ends are Pin-Pin Maximum Shear * 1 5000ft 10000 ft Reactions LeftDL Right DL Allowable Shear Camber 050 k 050k 5 t Left Right ©Left @ Center @ Right Max Max Beam Design OK 1 2 k 70 k 087k 087k 0 000 in 0134m 0000 m 087k 087k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0 090 in 5000ft 1 3407 Defl) 0134m 0 000 in 0 000 in 0000ft 0000 Max Moment 2 19 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 15 k 6 794 m2 170 00 psi 087 k 087 k Total Load Left Cantilever -0 157 in Deflection 5 000 ft Length/Defl 766 09 Rlght Cantilever Deflection Length/Defl Sxx 51 563 in3 Area Cl 875 000 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 I 41 250 m2 Sxx Rea'd Allowable fb 30 00 m3 0 00 m3 0 00 in3 @ Right Support 1 15k 6 794 m2 170 00 psi Bearing Length Req d Bearing Length Req'd 875 00 psi 875 00 psi 875 00 psi 0 255 in 0 255 in ( ^^^((^••••••••••••ll p> ASCENT ^B cnyiL A jMMiMnnMrjyL K»B»I»«.».»H Rev 580000User KW-0604145 VerSSO 1 Dec 2003(c)1983 2003 ENERCALC Engineering Software Title Job # Dsgnr Date 2 49PM 6 JUN 06 Description Scope Mult,-Span Timber Beam tew pJ5J. \ Description 2F8 - Exterior Header General Information Douglas Fir - Larch No 2 Spans Considered Continuous Over Support Timber Member Information DescriptionSpan ft Timber Section Beam Width in Beam Depth in End Fixity Le Unbraced Length ft Member Type 350 5500 7500 Pin Pin 000 Sawn Code Ref 2001 Fb Basic Allow Fv Basic Allow 650 6x8 5500 7500 Pin Pin 000 Sawn NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | 900 0 psi Elastic Modulus 1 600 0 ksi 1800 psi Load Duration Factor 1000 1 Loads |f Live Load Used This Span ' Dead Load #/ft Live Load #/ft Yes 25000 10000 Results Mmax © Cntr m-k @X= ft Max @ Left End m-k Max © Right End m-k fb Actual psi Fb Allowable psi Shear © Left k Shear @ Right k fv Actual psi Fv Allowable psi 08 061 00 -167 3233 9000 Bending OK 022 1 01 287 1800 Shear OK Yes 25000 10000 146 386 -167 00 3233 9000Bending OK 1 35 092 414 1800 Shear OK \ Reactions & Deflection || DL @ Left k LL © Left k Total © Left k DL @ Right k LL @ Right k Total @ Right k Max Deflection in @X= ft 015 006 022 1 69 067 236 0003 240 169 067 236 066 026 092 -0025 355 Query Values § Location ft 0 00 Moment m-k 00 Shear k 02 Deflection m 0 0000 000 -167 14 00000 I I I I I I I I I I I I I I I I I I I ASCENT Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 eiwii. m. «TBiigTnaAt. Rev 580000 User KW-0604145 VerSSO 1 Dec-2003(c)1983 2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description 2F8 - Exterior Header General Information Code Ref 1997 NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Full Length Uniform Center Left Cantilever Right Cantilever 5 500 in 7 500 in Sawn 1000 Pin-Pin Loads DL DL DL Center Span Left Cantilever Right Cantilever Douglas Fir - Larch Fb Base Allow Fv Allow Fc Allow E 250 00 #/ft LL #/ft LL #/ft LL 650ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft No 2 875 0 psi 1700psi 625 0 psi 1 300 0 ksi 10000 #/ft #/ft #/ft 1 1 Summary | Span= 6 50ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 430 18 psi Fb 875 00 psi = 5 500m x Depth = 7 5m 0492 1 1 8k-ft 38k-ft 1 85 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 376 fv 33 42 psi Fv 17000psi Ends are Pin-Pin Maximum Shear * 1 3250ft 0000ft Reactions LeftDL Right DL Allowable Shear Camber 081 k 081 k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 14 k 70 k 1 14k 1 14k 0 000 in 0 060 in 0 000 in 1 14k 1 14k Deflections | Center Span Dead Load Deflection -0 040 in Location 3 250 ft Length/Defl 1 952 7 Camber ( using 1 5 * D L Defl) @ Center 0 060 in @ Left 0 000 in @ Right 0 000 in Total Load -0 056 in 3250ft 1 394 80 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 1 85 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 38 k 8110 m2 17000 psi 1 14 k 1 14 k Sxx 51 563 m3 Cl 1137500 Sxx Read 25 35 m3 0 00 m3 0 00 m3 @ Right Support 1 38k 8110m2 170 00 psi Bearing Length Req'd Bearing Length Req'd Area 41 250 m2 Allowable fb 875 00 psi 875 00 psi 875 00 psi 0331 in 0331 in I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Job* Date 249PM 6JUN06 Rev 560000 User KW-0604145 VerSSO 1-Dec-2003(c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecwCalculations Description 2F9 - Roof Beam General Information CodeRef 1997NDS 2003 IBC, 2003 NFPA 5000 Base allowables are user defined | Section Name 6x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity 5 500 in 7 500 in Sawn 1000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 700ft ft ft 875 0 psi 1700psi 625 0 psi 1 300 0 ksi Lu Lu Lu 000 ft 000 ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 10000#/ft#m #/ft LL LL LL 7500 #fa #ffi #/ft Trapezoidal Loads #1 DL @ Left DL @ Right Point Loads Dead Load 1 500 0 Ibs Live Load Ibs distance 4 500 ft 1 Summary | Span= 700ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 846 62 psi Fb 875 00 psi Deflections 7500 #/ft LL@Left 5000 #/ft Start Loc 7500 #/ft LL@ Right 5000 #/ft End Loc Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft = 5 500m x Depth = 7 5m Ends are Pin-Pin 0968 1 3 6 k-ft Maximum Shear * 1 5 3 8 k-ft Allowable 3 64 k-ft at 4480ft Shear @ Left -0 00 k-ft at 7 000 ft @ Right 0 00 k-ft Camber @ Left 000 k-ft @CenU 3 76 r, @ R|9ntJ '" Reactions fv 59 95 psi LeftDL 0 92 k Max Fv 170 00 psi Right DL 147k Max I 4500 ft 7000 ft I Ibs Ibs Ibs Ibs 0000ft 0000ft Beam Design OK 25 k 70 k 1 20k 1 83k 0000 in )r 0 138 in 0000 m 1 20k 1 83k 1 Center Span Dead Load Deflection -0 092 in Location 3 724 ft Length/Defl 9133 Camber ( using 1 5 * D L Defl) ©Center 0138m @ Left 0 000 m @ Right 0 000 in Total Load -0111 in 3696ft 75629 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 [ Rev 580000 I User KW-0604145 Mar580 1 Dec-20031 (c)1983 2003 ENERCALC Engineering Software General Timber Beam Page 2 fox ecw Calculations Description 2F9 - Roof Beam Stress Calcs Bending Analysis Ck 31 260 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 3 64 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 164k 9 673 m2 1 70 00 psi 1 20 k 1 83 k Sxx 51 563 m3 Cl 1204018 Sxx Rea'd 49 89 m3 0 00 m3 0 00 m3 @ Right Support 247k 14 547 m2 17000psi Bearing Length Req'd Bearing Length Req'd Area 41 250 m2 Allowable fb 875 00 psi 875 00 psi 875 00 psi 0 350 in 0 533 in Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 Rev 580000i User KW-0604145 Ver 5 6 0 1 Dec-2003| (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 fox ecw Calculations Description 2F10 - Floor Support (LATERAL) General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user definecTjj Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity MicroLam 35x11875 3 500 in 1 1 875 in Sawn 1 333 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 11 50ft ft ft MicroLam 1 9 E 2 600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi Lu Lu Lu 000ft 000ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 250 00 #/ft #/ft #/ft LL LL LL 10000 #/ft #/ft #/ft Point Loads Dead Load 4,760 0 Ibs Live Load Ibs distance 6500ft 1 Summary | Span= 1 1 50ft, Beam Width = Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 2 788 41 psi Fb 3 465 80 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 3 500m x Depth = 1 1 875m Ends are Pin-Pin 0805 1 19 1 k-ft 23 8 k-ft 19 11 k-ft at 000 k-ft at 000 k-ft 000 k-ft 2376 fv 157 53 psi Fv 379 91 psi Maximum Shear * 6486ft 1 1 500 ft Reactions LeftDL Right DL Allowable Shear Camber 351 k 413k 1 5 §Left Right ©Left Ibs Ibs Ibs Ibs 0000ft 0000ft Beam Design OK 65 k 158 k 408k 470k 0000 in @ Center 0 571 in @ Right Max Max 0000 m 408k 470k I Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load -0 380 in 5934ft 3627 Defl) 0 571 in 0 000 in 0 000 in Total Load -0 423 in 5888ft 32640 Lett Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 1 Total Load 0 000 in 00 0 000 in 00 Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 ~Re"v 580000User KW-0604145 VerSSO 1-Dec-2003 (c)1983-2003 ENERCALC Engmeenng Software General Timber Beam Page 2 fox ecw Calculations Description 2F10 - Floor Support (LATERAL) Stress Calcs Bending Analysis Ck 18 989 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 1911 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 562 k 14 783 m2 37991 psi 408 k 470 k Sxx 82 259 m3 Cl 4082 064 Sxx Reg'd 6618m3 0 00 m3 0 00 m3 @ Right Support 655k 17234m2 379 91 psi Bearing Length Req'd Beanng Length Req'd Area 41 563 m2 Allowable fb 3 465 80 psi 3 465 80 psi 3 465 80 psi 1 555 in 1 792 in Rev 580000 User KW-0604145 VerSSO 1 Dec-2003 (e)1963 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Job* Date 249PM 6 JUN 06 General Timber Beam Page fox ecw Calculations Description 2F10-Floor Support General Information CodeRef 1997NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name MicroLam 35x11 875 Beam Width 3 500 in Beam Depth 1 1 875 in Member Type Sawn Load Dur Factor 1 000 Beam End Fixity Pin-Pin Full Length Uniform Center Left Cantilever Right Cantilever Loads DL DL DL Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 250 00 #/ft LL #/ft LL #/ft LL 1150ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft MicroLam 1 9 E 2 600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi F 10000 #/ft#/ft#/ft 1 Summary | Span=11 50ft Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 844 06 psi Fb 2 600 00 psi = 3 500m x Depth = 1 1 875m Ends are 0325 1 58k-ft 178 k-ft 5 79 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 1782 fv 60 43 psi Fv 285 00 psi 5750ft 0000ft Pin-Pin Maximum Shear * 1 Allowable Shear Camber Reactions Left DL 1 44 k Right DL 1 44 k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 25k 118k 201k 201k 0000 in 0159m 0000 in 201k 201k Deflections Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right ^Stress Calcs Bending Analysis Ck 21 924 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load -0106m 5750ft 1 3017 Defl) 0159m 0 000 in 0 000 in 0000ft 0000 Max Moment 5 79 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 251 k 8813 m2 285 00 psi 201 k 201 k Total Load Left Cantilever -0 148 in Deflection 5 750 ft Length/Defl 929 80 Rlght cantilever Deflection Length/Defl Sxx 82 259 m3 Area Cl 2012499 Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 1 41 563 m2 Sxx Reg'd Allowable fb 26 70 m3 0 00 m3 0 00 m3 @ Right Support 251 k 8813m2 285 00 psi Bearing Length Req'd Bearing Length Req'd 2 600 00 psi 2 600 00 psi 2 600 00 psi 0 767 in 0 767 in Rev 580000User KW-0604145 VerSSO 1 Dec-2003 (c)1983 2003 ENERCALC Engineering Software Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 General Timber Beam Page 1 fox ecw Calculations Description 2F11 - Floor Support General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined | Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity MicroLam 525x725 5 250 in 7 250 in Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 950ft ft ft MicroLam 1 9 E 2,600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi Lu Lu Lu 000ft 000ft 000ft I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 275 00 #/ft #/ft #/ft LL LL LL 12500 #/ft #/ft #/ft 1 Summary | Span= 9 50ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 177 37 psi Fb 2 600 00 psi 5 250m x Depth = 725m 0453 1 45k-ft 100 k-ft 4 51 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 996 fv 65 89 psi Fv 285 00 psi Ends are Pin-Pin Maximum Shear * 1 4750ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 1 31 k 1 31 k 5 ©Left @ Right ©Left @ Center @ Right Max Max Beam Design OK 25 k 108 k 1 90k 1 90k 0 000 in 0239m 0000m 1 90k 1 90k Deflections ( Center Span Dead Load Deflection -0159m Location 4 750 ft Length/Defl 7166 Camber ( using 1 5 * D L Defl) @ Center 0 239 in @ Left 0 000 in @ Right 0 000 in Total Load -0 231 in 4750ft 49263 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Stress Calcs Total Load 0000 in 00 0 000 in 00 Bending Analysis Ck 21 924 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft0000 Max Moment 451 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 251 k 8 800 in2 285 00 psi 1 90 k 1 90 k Sxx 45 992 m3Cl 1899999 Sxx Rea'd 20 83 m3 0 00 m3 0 00 m3 @ Right Support 251 k 8 800 m2 285 00 psi Bearing Length Req'd Bearing Length Req'd Area 38 063 m2 Allowable fb 2 600 00 psi 2,600 00 psi 2 600 00 psi 0 483 in 0 483 in I I I I I I I I I I I I I I I I I I I ASCENT Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 etwii. Rev 580000 User KW-0604145 VerSSO 1 Dec-2003 (0)1983-2003 ENERCALC Engineering Software mm&tumtmma General Timber Beam Page 1 fox ecw Calculations Description 2F12 - Floor Support (LATERAL UPLIFT) General Information CodeRef 1997NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined^ Section Name Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity MicroLam 1 75x11 87 1 750 in 1 1 875 in Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 11 50ft ft ft MicroLam 1 9 E 2 600 0 psi 285 0 psi 750 0 psi 1 900 0 ksi Lu Lu Lu 000ft 000 ft 000ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 20 00 #/ft #/ft #/ft LL LL LL 5500 #/ft #/ft #/ft Point Loads Dead Load -1 300 0 Ibs Live Load Ibs distance 6 500 ft 1 Summary | Span= 11 50ft Beam Width = 1 Max Stress Ratio Maximum MomentAllowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 71 3 78 psi Fb 2 600 00 psi Deflections Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0000ft 0000ft 0000ft 0000ft 0000ft 0000ft 750m x Depth = 1 1 875m Ends are Pin-Pin 0275 1 -2 4 k-ft Maximum Shear 8 9 k-ft Allowable 0 00 k-ft at 1 1 500 ft Shear -2 45 k-ft at 6 486 ft 0 00 k-ft Camber 000 k-ft 8 91 Reactions fv 27 14 psi LeftDL -045 k Fv 285 00 psi Right DL -062k Beam Design OK * 1 5 06k 59 k @ Left 0 45 k @ Right 0 62 k ©Left 0000 m @ Center 0 200 m ©Right 0000 m Max -013k Max -0 30 k 1 Center Span Dead Load Deflection 0133m Location 6 026 ft Length/Defl 1,0372 Camber ( using 1 5 * D L Defl) @ Center 0 200 m @ Left 0 000 m @ Right 0 000 m Total Load 0 087 in 6118ft 1 594 28 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0 000 in 00 0 000 in 00 Title Dsgnr Description Scope Job* Date 2 49PM 6 JUN 06 580000 User KW-0604145 VerSSO 1 Dec-2003(c)1983-2003 ENERCALC Engineenng Software General Timber Beam Page 2 fox BOX Calculations Description 2F12 - Floor Support (LATERAL UPLIFT) Stress Calcs Bending Analysis Ck 21 924 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 2 45 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 031 k 1 086 m2 285 00 psi -013k -030 k Sxx 41130m3 Cl 133968 Sxx Rea'd 1 1 29 m3 0 00 m3 0 00 m3 @ Right Support 056k 1 979 m2 285 00 psi Bearing Length Req'd Bearing Length Req'd Area 20781 m2 Allowable fb 2,600 00 psi 2 600 00 psi 2 600 00 psi 0 102 in 0231 in I X 1 "'-' I I I I I I I I I I I I I I I I I I I ASCENT Title Dsgnr Description Scope Job* Date 249PM 6 JUN 06 Rev 580000User KW-0604145 Ver 580 1 Dec-2003(c)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 fox ecw Calculations Description F1 - Footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Note Load factoring supports 2003 Factoring of entered loads to Reinforcing Code Ref ACI 318-02 1997 UBC, 2003 IBC, 2003 NFPA 5000 | 3750k 3750k 0000k 4 0 000 psf 145 00 pcf 1 330 000 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 2000ft 900 in 3 4 3250 2,500 0 psi 60,000 0 psi 2,000 00 psf IBC and 2003 NFPA 5000 by virtue of their references to ACI 31 8-02 for concrete design ultimate loads within this program is according to ACI 318-02 C 2 Rebar Requirement Actual Rebar "d" depth used 5 500 in 200/Fy 0 0033 As Req'd by Analysis 0 0009 m2 Mm Remf % to Req'd 0 0014 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0 194 m2 0 389 m2 00014 I 1 Summary | 2 00ft square x 9 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 3- #4 bars 1 983 75 psf 2 000 00 psf 1 983 75 psf 2,660 00 psf 1 53 695 Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 2 #4's 2 #5'S 1 #7'S 1 #8's Footing 25 10 psi 85 00 psi OK 95 80 psi 170 00 psi 1 #6's 1 #9's 1 #10's Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 Rev 580000 User KW-0604145 VerSBO 1 Dec-2003 (0)1983-2003 ENERCALC Engineering Software Square Footing Design Page 1 fox ecw Calculations Description F2 - Footing General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Code Ref ACI 318-02, 1997 UBC 2003 IBC, 2003 NFPA 5000 j| 4750k 4750k 0000k 4 0 000 psf 145 00 pcf 1 330 000 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 2250ft 900 m 3 4 3250 2 500 0 psi 60 000 0 psi 2 000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 | Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req'd 5 500 m 00033 00012 in2 00016% As to USE per foot of Width Total As Req'd Mm Allow % Remf 0194m2 0 437 m2 00014 1 Summary | 2 25ft square x 9 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 3- #4 bars 1,985 29 psf 2 000 00 psf 1 985 29 psf 2 660 00 psf 1 94 622 Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 3 #4's 2 #5's 1 #7's 1 #8's Footing 30 92 psi 85 00 psi 122 75 psi 170 00 psi 1 #6's OK 1 #9's 1 #10's Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 Rev 580000 User KW-0604145 VerSSO 1 Dec-2003 (c)1983-2003 ENERCALC Engineering Software Square Footing Design fox ecw Calculationsions I Description F3 - Footing General Information Code Ref ACI 318-02 1997 UBC 2003 IBC, 2003 NFPA 5000 1 Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension 5750k 6000k 0000k 4 0 000 psf 14500pcf 1 330 000 in Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 2500ft 9 00 in 3 4 3250 2,500 0 psi 60 000 0 psi 2 000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 31 8-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Mm Remf % to Req d 5 500 in 00033 0001 5 m2 0 0020 % As to USE per foot of Width Total As Req'd Mm Allow % Remf 0194m2 0 486 m2 00014 I Summary | 2 50ft square x 9 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 3- #4 bars 1 988 75 psf 2 000 00 psf 1 988 75 psf 2 660 00 psf 240 563 Vu Actual One-Way Vn*Phi Allow One-Way Vu Actual Two-Way Vn*Phi Allow Two-Way Alternate Rebar Selections 3 #4s 2 #5s 1 #7's 1 #8's Footing 36 85 psi 85 00 psi 153 36 psi 17000 psi 2 #6s OK 1 #9'S 1 #10's I I I I I I I I I I I I I I I I I I I Title Dsgnr Description Scope Date Job* 2 49PM 6 JUN 06 User KW-0604145 VerSSO 1 Dec-2003(c)1983-2003 ENERCALC Engineenng Software Square Footing Design Page 1 fox ecw Calculations Description F4 - Footing ' General Information Dead Load 11500k Live Load 1 1 250 k Short Term Load 0 000 k Seismic Zone 4 Overburden Weight 0 000 psf Concrete Weight 1 45 00 pcf LL & ST Loads Combine Load Duration Factor 1 330 Column Dimension 0 00 in Code Ref ACI 318-02 1997 UBC, 2003 IBC, 2003 NFPA 5000 Footing Dimension 3 500 ft Thickness 1 1 00 in # of Bars 5 Bar Size 4 Rebar Cover 3 250 f c 2 500 0 psi Fy 60,000 0 psi Allowable Soil Bearing 2,000 00 psf Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 31 8-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 7 500 in 200/Fy 0 0033 As Req'd by Analysis 0 0016 m2 Mm Remf % to Req'd 0 0021 % As to USE per foot of Width 0 238 m2 Total As Req'd 0 832 m2 Mm Allow % Remf 00014 | ll 1 Summary 1 3 50ft square x 1 1 Om thick with Max Static Soil Pressure Allow Static Soil Pressure Max Short Term Soil Pressure Allow Short Term Soil Pressure Mu Actual Mn * Phi Capacity 5- #4 bars 1 990 06 psf 2 000 00 psf 1 990 06 psf 2 660 00 psf 469 921 Vu Actual One-Way Vn'Phi Allow One-Way Vu Actual Two-Way Vn'Phi Allow Two-Way Alternate Rebar Selections 5 #4's 3 #5's 2 #7's 2 #8s Footing 38 27 psi 85 00 psi 161 37 psi 170 00 psi OK 2 #6's 1 #9's 1 #10s : p.—^ f / ie----A>--_ V^-^_ // V-=>/,' \i> 3075 S AVENUE 4E YUMA AZ 85365 (928) 34-1-3566 (928) 341-1075 FAX YTC3YUMATRUSS COM COBS-HOMES FOX-RESIDENCE 1330-CYNTHIA-LANE-CARLSBAD,CA THESE TRUSS CALCULATIONS HAVE BEEN SEALED AND SIGNED AS PER THE STATE OF CALIFORNIA PROFESSIONAL ENGINEERS ACT (BUSINESS AND PROFESSIONS CODE SECTION 6735) TITLED PREPARATICN SIGNING AND SEALING OF CIVII ENGINEERING DOCUMENTS IF CIVIL ENGINEERING SPECIRCATIONS CALCULATIONS AND REPORTS ARE REQUIRED TO BE SIGNED AND SEALED OR STAMPED AND HAVE MULTIPLE PAGES THE SIGNATURE SEAL OR STAMP DATE OF SIGNING AND SEALING OR STAMPING AND EXPiRATON DATE OF THE CERTIFICATE OR A' ITHOKlPi '/HALL APPEAR AT A MINIMUM ON THE TITLE SHEET COVER orlEET OR SIGNATURE 3HEET DESIGN BY ENGINEERING INC 3075 S AVE 4EVUMA ARIZONA 85365 (928)344 3566 FAX (928|34I !075 EE@ EDAISENGINFERING COM DATE DESIGNER | ENGINEER FOX B6 1342 CARLSBAD CA HH A EJANDRO "1 B6-1S42 (A Yurtia Truss Co" Yum"a~~AZ 85365 Job Reference (opjionajj _ 6 300 s Feb 15 2006 MiTeklndustnes Inc Fn Aug 04 15 41 46 2006 "Page 1 44 9 449 858 40 15 15 100 224 8 26 107 31 80 748 6*138 4 5 15 499 4 GO; 12 zcofiT 858 15 50 22-48 31 8-0 858 6118 6118 93-8 PlateOffsets (X Y) [1 Edge,0-0-6l. [7 Edae.O 0-61, |8 0 5 0,0 2 15| LOADING (psf) TCLL 16 0 TCDL 140 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 046 BC 080 WB 038 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 0 18 78 >999 240 Vert(TL) 046 78 >814 180 Horz(TL) 014 7 n/a n/a PLATES MT20 GRIP 185/148 Weight 115 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No 1 TOP CHORD BOT CHORD 2 X 4 HF No 1 BOT CHORD WEBS 2X4HFStud Except W2 2 X 4 HF No 1 W4 2 X 4 HF No 1 Sheathed or 3 3 7 oc purlins Rigid ceiling directly applied or 8 5 2 oc bracing REACTIONS (Ib/size) 1=1248/0-58 7=1248/05-8 MaxHorz1=99(loadcase5) Max Uplift1 = 218(load case 3) 7= 218(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2892/534 2 3= 2771/473 3-4= 2582/402 4 5= 2458/410 5-6= 2689/450 6 7= 2911/548 BOT CHORD 1 10= 522/2654 9 10=-439/2648 8 9= 330/2558 7-8=-461/2679 WEBS 2 10=-82/107 3 10= 248/130 3 9= 362/184 4 9= 74/1112 5 9= 386/195 5 8= 181/114 6 8= 199/155 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and nght exposed Lumber DOL=1 33 plate grip DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) Tins truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 1 and 218 Ib uplift at joint 7 LOAD CASE(S) Standard IJob .Truss 'B6 1342 |A1 | Yuma~t7uIs~Co"YijmT~AZ 85365 , 80 13 Truss Type COMMON FOX RESIDENCE" :Job Reference (optional) 80 13 15 100 6 300 sFeb 15 2006 MiTek Industries Inc Fn Aug 04 15 41 46 2006 Page 1 ! ! 23 7 3 . 31 8 0 . 793 793 80 13 i I • 1- ' I I 8013 793 793 8013 Plate Offsets (X.Y) [7 0-4 0,0 3 0] LOADING (psO TCLL 160 TCDL 140 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 071 BC 075 WB 042 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 017 18 >999 240 Vert(TL) 0 38 67 >975 180 Horz(TL) 013 5 n/a n/a PLATES GRIP MT20 185/148 Weight 107 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2X4HFN01 WEBS 2X4HFStud Except W2 2 X 4 HF No 1 W2 2 X 4 HF No 1 BRACING TOP CHORD Sheathed or 2 10 1 oc purlins BOT CHORD Rigid ceiling directly applied or 8 7 5 oc bracing WEBS 1 Row at midpt 2747 REACTIONS (Ib/aze) 1=1248/0 5 8 5=1248/0 5-8 Max Horz1= 99(load case 6) Max Up«t1 = 218(load case 3) 5= 218(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2939/495 2 3= 2021/347 3-4= 2021/347 4 5= 2939/496 BOT CHORD 1 8=-465/2690 7-8= 465/2690 6 7= 393/2690 5-6= 393/2690 WEBS 2-8=0/341 2 7= 9431292 3 7= 30/836 4 7= 943/292 4-6=0/341 NOTES 1) unbalanced roof live loads have been considered for this design 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 4) This truss has been designed for a live toad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1 -0-0 wide will fil between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 218 Ib uplift at |Oinl 1 and 218 Ib uplift at |omt 5 LOAD CASE(S) Standard .B61342 "Truss :A2 Truss Type COMMON ; Y'jma Truss Co Yuma A2 85365 8 0 13 8 0 13 15 100 793 6 300 s Feb 15 2006 MlTek Industries Inc Fri Aug 04 15 41 47 2006 Page 1 2373 , 31_8_p 793 80 13 2802 1fl-12 12-4 10 21 109 31 80 280 02 12 9 5 14 9 5 14 99-7 Plate Offsets (X,Y) [102 S.Edgel. [1 0-0-0.0 0 14], [6 Edge.O 0-61. [8 0-4 0.0 3-0], [903 8,0-1 81 LOADING (psO TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 063 BC 070 WB 064 (Matrix) DEFL in (loc) I/den L/d Vert(LL) 015 6-7 >999 240 Vert(TL) -033 67 >999 180 Horz(TL) 008 6 n/a n/a PLATES GRIP MT20 185/148 Weight 115lb LUMBER BRACING TOP CHORD 2 X 4 HF No 1 TOP CHORD Sheathed or 3 1 7 oc purlins BOT CHORD 2 X 4 HF No 1 BOT CHORD Rigid ceiling directly applied or 6 0-0 oc bracing WEBS 2 X 4 HF Stud Except WEBS 1 Row at midpt 385-8 W2 2 X 4 HF No 1 W2 2 X 4 HF No 1 WEDGE Left 2X4 HF Stud REACTIONS (Ib/size) 6=1130/058 10=1385/0-58 Max Horz 10=99(load case 5) Max Uplift6= 206(load case 4) 10= 311 (load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 122/201 2 3= 1803/281 3 4= 1669/311 4 5= 1673/298 5-6= 2596/461 BOT CHORD 1 10= 147/128 9 10= 147/99 8 9= 251/1670 7 8= 360/2368 6 7= 360/2368 WEBS 3 9= 288/157 3-8= 272/145 5 8= 949/293 5 7=0/338 4-8= 2/636 2 10= 1271/312 2 9= 311/1848 NOTES1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate grip DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 206 Ib uplift at joint 6 and 311 Ib uplift at joint 10 LOAD CASE(S) Standard '86 1342 | Truss IAS Yuma Truss Co Yuma A2 85365 707 i Truss Type ! SPECIAL | ;Qty iPly FOX RESIDENCE yob Re |13 11 0 6300s~Feb i 5 2006 MiTek lndustries"lnc FnAug04 1541 472006 Page 1 31 80 707 6 10 9 1 11 0 26 00 , ' -1 10 20 580 7 2-4 13 11 0 227 11 31 80 72-4 6812 Plate Offsets (X,Y) |1 0-2 12.0-2-81, f.9 Edge.O f 21. [11 0 2 8,0 3 01, [12 0 0 0,0 3 0]. MS 0 2 8,0 2~oT 8 8 11 90-5 LOADING (psf) TCLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 093 BC 095 WB 099 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 0291314 >999 240 Vert(TL) -071 13 14 >527 180 Horz(TL) 026 9 n/a n/a PLATES GRIP MT20 185/144 MT20H 139/108 Weight 137 Ib LUMBER TOP CHORD 2X4HFN01 BOT CHORD 2 X 4 HF No 1 Except B1 2X4 SPF 1650F 1 5E WEBS 2 X 4 HF Stud Except W9 2 X 4 HF No 1 W5 2 X 6 SPF 1650F 1 5E SLIDER Left2X4HFStud378 BRACING TOP CHORD Sheathed or 1 9 2 oc purlins BOT CHORD Rigid ceiling directly applied or 9 11 14 oc bracing JOINTS 1 Brace at Jt(s) 15 REACTIONS (Ib/size) 1=1311/0 5 8 9=1336/0 5 8 Max Horz1=100(load case 5) Max Uplift1 = 155(load case 3) 9= 130(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 5098/507 2 3- 5018/523 3-4=^4917/579 4 5= 2356/186 5-6= 1129/193 6 7= 1127/181 7 8-3187/344 8 9= 3246/268 BOT CHORD 1 14= 505/4760 13 14= 304/3435 12 13=-41/2571 11 12=-40/2584 10 11= 40/2584 9 10= 197/2979 WEBS 3 14=0/208 4 13= 1469/276 5 13= 140/1228 5 15= 1478/194 8 10= 189/173 12 15=0/170 6 15= 79/566 7 10= 204/536 7 11=0/262 7 15= 1566/233 13 15= 1090/232 4 14= 280/1868 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE798 90mph h=25fl TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) 150 Olb AC unit load placed on the bottom chord 18-6-0 from left end supported at two points 5-0 0 apart 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) All plates are MT20 plates unless otherwise indicated 6) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1 -0 0 wide will fit between the bottom chord and any other members 7) Beanng at joint(s) 1 considers parallel to gram value using ANSI/TP11 angle to gram formula Building designer should verify capacity of bearing surface 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 155 Ib uplift at joint 1 and 130 Ib uplift at joint 9 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down at 1600 and 75 Ib down at 21 0 0 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard B6 1342 • Truss AG DRAG [Truss Type .GABLE Yuma'fruss Co Yuma AZ 85365 '"jOty ....... ]Ply" ....... TFOX RE'SiDENCE i __ : Job Reference (optional) _________ _ _ ___" 6"30us Feb 152006 MiTeYindustnes Inc Fn Aug'oi i"54i 48 2006" Page 1 _1S 10 0 15 100 15 10 0 31 80 31 80 Plate Offsets (X.Y) |1 Edge,0-0 141, [1202 O.Edael. [23 Edge.O 0 141,134 0-2 6,0 3 0| LOADING (psf) TCLL 160 TCDL 140 BCLL 0 0 i BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 057 BC 056 WB 010 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 004 34 n/a n/a PLATES MT20 GRIP 185/148 Weight 150lb ! LUMBER i TOP CHORD 2X4HFN01 | BOT CHORD 2 X 4 HF No 1 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud WEDGE Left 2 X 4 HF Stud Right 2 X 4 HF Stud BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 3 2 1 oc purlins Rigid ceiling directly applied or 3 4 7 oc bracing 1 Brace at Jt(s) 45 REACTIONS (Ib/size) 1=85/31 8-0 23=85/31-80 35=171/31 8-0 33=62/31 80 36=179/31-8-0 37=129/31 8-0 38=104/31 80 39=107/31 80 40=107/31 8-0 41=105/31 80 42=115/31 80 43=68/31-8 44=202/31 80 32=173/31 80 31=131/31 80 30=104/31-80 29=107/31 8-0 28=107/31 80 27=105/31 80 26=115/31 8-0 25=68/31 8-0 24=202/31-80 46=117/31 8-034=11/31 80 Max Horz1 = 99(load case 15) Max Uplif(1= 1376(load case 15) 23= 1360(load case 10) 35= fl(!oad case 13) 36= 32{load case 14) 37= 30(load case 10) 38= 30(load case 14) 39= 30(load case 13) 40= 30(load case 9) 41= 30(load case 14) 42= 34(load case 9) 43= 25(load case 14) 44= 284(load case 14) 32= 32(load case 15) 31= 30(load case 12) 30= 29(load case 15) 29= 30(load case 16) 28= 30(load case 12) 27= 30(load case 15) 26= 34(load case 12) 25= 25(load case 15) 24= 280(load case 15) 46= 10(load case 12) MaxGrav1=1448(loadcase8) 23=1448(loadcase 7) 35=172(load case 8) 33=62(load case 19) 36=180(load case 19) 37=129(load case 7) 38=104(loadcase7) 39=107(load case 21) 40=107(loadcase8) 41=105(load case 19) 42=118(load case 8) 43=74(load case 19) 44=419(load case 19) 32=175(load case 22) 31=131(load case 7) 30=104(load case 8) 29=107(loadcase20) 28=l07(load case 7) 27=105(load case 22) 26=118(load case 7) 25=74(load case 22) 24=419(load case 22) 46=118(load case 7) 34=42(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 3680/3551 2 3= 3002/2986 3-4= 2690/2671 4 5= 2378/2419 5-6= 2071/2137 6 7= 1779/1855 7 8= 1486/1574 8 9= 1193/1292 9 10=-899/1010 10 11=-608/729 11 12=325/300 12 13=326/298 13 14=-607/720 14 15=900/993 15 16= 1193/1266 16 17= 1486/1540 17 18= 1779/1813 18 19= 2071/2092 19 20= 2365/2373 20 21= 2655/2624 21 22= 2958/2940 22 23= 3632/3550 BOT CHORD 1 44= 3279/3375 43 44= 2773/2854 42-43= 2480/2576 41 42= 2218/2298 40-41= 1940/2020 39 40= 1662/1743 38 39= 1384/1465 37 38= 1106/1187 36 37= 828/909 35 36= 550/631 34 35= 233/314 33 34= 233/314 32 33= 550/631 31 32=-828/909 30-31= 1106/1187 29 30= 1384/1465 28 29= 1662/1742 27 28= 1940/2020 26 27= 2218/2298 25 26= 2470/2576 24 25= 2773/2826 23 24= 3269/3375 WEBS 35-45= 110/24 11 45= 112/25 33 46=0/0 13-46= 120/10 10 36= 87/50 9 37= 79/46 8 38= 80/46 7 39= 80/46 6-40= 80/46 5-41= 80/46 442=-88/51 3-43=-67/44 2-44=349/294 1432=81/49 1531=81/46 1630=80/46 17 29=-80/46 18 28=-80/46 1927=80/46 2026=88/51 21 25=-67/44 22 24= 349/290 11 13=0/102 45 47=0/0 46-47=0/0 34 47= 4/1 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7 98 90mph h=25rt TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) 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 4) This truss Has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) All plates are 1 5x4 MT20 unless otherwise indicated 6) Gable requires continuous bottom chord beanng 7) Gable studs spaced at 1-4-0 oc 8) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 lall by 1 0-0 wide will fit between the bottom chord and any other members 9) Beanng at jomt(s) 46 considers parallel to grain value using ANSl/TP11 angle to grain formula Building designer should verify capacity of beanng surface 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1376 Ib uplift at joint 1 1360 Ib uplift at joint 23 8 Ib uplift at joint 35 32 Ib uplift at joint 36 30 Ib uplift at joint 37 30 Ib uplift at joint 38 30 Ib uplift at joint 39 30 Ib uplift at joint 40 30 Ib uplift at joint 41 34 Ib uplift al joint 42 25 Ib uplift at joint 43 284 Ib uplift at joint 44 32 Ib uplift at joint 32 30 Ib uplift at joint 31 29 Ib uplift at joint 30 30 Ib uplift at joint 29 30 Ib uplift at joint 28 30 Ib uplift at joint 27 34 Ib uplift at joint 26 25 Ib uplift at joint 25 280 Ib uplift at joint 24 and 10 Ib uplift at joint 46 11) This truss has been designed for a total drag load of 6600 Ib Connect truss to resist drag loads along bottom chord from 0 0 0 to 31 -8-0 for 208 4 plf LOAD CASE(S) Standard Job Truss B6 1342 AG1 DRAG YumaTnjssCo Yuma AZ 85365 Truss Type GABLE 15 10 0 15 100 , FOX" RESIDENCE" " " " ' ] J I _ i Job Reference (optional) | 6 300 s Feb 15 2006 MiTek Industries Inc" Fri Aug 04 15 41 50~2006 Page 1 j ;Ply 31 8 0 15 100 31 80 31 8-0 Plate Offsets (X,Y) [1 Edge,0-0 141. [12 0 2 O.Edge], |23 Edae.O 0 141, [34 0 2 8.0 3 0| LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 057 BC 056 WB 010 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a n(a 999 Vert(TL) n/a n/a 999 Horz(TL) 004 34 n/a n/a PLATES MT20 GRIP 185/148 Weight 150lb LUMBER TOP CHORD 2 X 4 HF No 1 80T CHORD 2 X 4 HF NO 1 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud WEDGE Left 2 X 4 HF Stud Right 2 X 4 HF Stud BRACING TOP CHORD BOT CHORD JOINTS Sheathed or 3 2 1 oc purlins Rigid ceiling directly applied or 3-4 7 oc bracing 1 Brace at Jt(s) 45 REACTIONS (IWsize) 1=85(31 8-0 23=85(31-80 35=171(31 80 33=62(31 80 36=179(31 8-0 37=129(31 B-0 38=104(31-8-0 39=107f31 80 40=107(31-80 41=105(31 80 42=115/31 80 43=68/31 8- 44=202/31 80 32=173/31 80 31 = 131/31 80 30=104/31 8-0 29=107/31 8-0 28=107/31 80 27=105/31 80 26=115/31 8-0 25=68/31 8-0 24=202/31-8-0 46=117/31-8-0 34=11/31 80 Max Horz1= 99(load case 15) Max Uplift1= 1376(load case 15) 23= 1360(load case 10) 35= 8(load case 13) 36= 32(load case 14) 37= 30(load case 10) 38= 30(load case 14) 39= 30(load case 13) 40= 30(load case 9) 41= 30(load case 14) 42= 34(load case 9) 43= 25(load case 14) 44= 284(load case 14) 32= 32(load case 15) 31= 30(load case 12) 30= 29(load case 15) 29= 30(load case 16) 28= 30(load case 12) 27= 30(load case 15) 26= 34(load case 12) 25= 25(load case 15) 24= 280(load case 15) 46= 10(load case 12) MaxGrav1=144B(loadcase8) 23=1448(load case 7) 35=172(load case 8) 33=62(load case 19) 36=180(load case 19) 37=129(load case 7) 38=104(load case 7) 39=107(load case 21) 40=107(load case 8) 41 = 105(load case 19) 42=118(load case 8) 43=74(load case 19) 44=419(load case 19) 32=175(load case 22) 31=131(load case 7) 30=104(load case 8) 29=107(load case 20) 28=107(load case 7) 27=105(load case 22) 26=118(load case 7) 25=74(load case 22) 24=419(loadcase 22) 46=118(loadcase 7) 34=42(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 3680/3551 2 3= 3002/2986 3-4= 2690/2671 4 5= 2378/2419 5-6= 2071/2137 6 7= 1779/1855 7 8= 1486/1574 8 9= 1193/1292 9 10=-899/1010 10 11=-608/729 11 12= 325/300 12 13= 326/298 13 14=-607/720 14 15= 900/993 15 16= 1193/1266 16 17= 1486/1540 17 18= 1779/1813 18 19= 2071/2092 19 20= 2365/2373 20 21= 265572624 21 22= 2958/2940 22 23= 3632/3550 SOT CHORD 1 44= 3279/3375 43 44= 2773/2854 42-43= 2480/2576 41 42= 2218/2298 40-41= 1940/2020 39 40= 1662/1743 38 39= 1384/1465 37 38= 1106/1187 36 37= 828/909 35 36= 550/631 34 35= 233/314 33 34= 233/314 32 33= 550/631 31 32= 828/909 30 31= 1106/1187 29 30= 1384/1465 28 29= 1662/1742 27 28= 1940/2020 26 27= 2218/2298 25 26= 2470/2576 24 25= 2773/2826 23 24= 3269/3375 WEBS 35-45= 110/24 11 45= 112/25 33-46=0/0 13-46= 120/10 10 36= 87/50 9 37= 79/46 8 38= 80/46 7 39= 80/46 6 40= 80/46 5-41= 80/46 442=88/51 3-43=-67/44 2-44=349/294 14 32=-81/49 1531=-81/46 1630=80/46 1729=80/46 1828=80/46 1927=80/462026=88/51 2125=67/44 2224=349/290 11 13=0/102 45-47=0/0 46-47=0/0 3447=4/1 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) 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 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) All plates are 1 5x4 MT20 unless otherwise indicated 6) Gable requires continuous bottom chord bearing 7) Gable studs spaced at 1-4 0 oc 8) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 9) Bearing atjomt(s) 46 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface 10) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1376 Ib uplift at joint 1 1360 Ib uplift at joint 23 8 Ib uplift at joint 35 32 Ib uplift at joint 36 30 Ib uplift at joint 37 30 Ib uplift at joint 38 30 Ib uplift at joint 39 30 Ib uplift at joint 40 30 Ib uplift at joint 41 34 ID uplift at joint 42 25 Ib uplift at joint 43 284 Ib uplift at joint 44 32 Ib uplift at joint 32 30 Ib uplift at joint 31 29 Ib uplift at joint 30 30 Ib uplift at joint 29 30 Ib uplift at joint 28 30 Ib uplift at joint 27 34 Ib uplift at joint 26 25 Ib uplift at joint 25 280 Ib uplift at joint 24 and 10 Ib uplift at joint 46 11) This truss has been designed for a total drag load of 6600 Ib Connect truss to resist drag loads along bottom chord from 0 0 0 to 31 8-0 for 208 4 plf LOAD CASE(S) Standard [Job """ TTrus JB61342 |B I : [~Yuma Truss Co Yum a AZ 85365 64 13 Truss Type COMMON Qty™ "[Piy " iFOX'RESIDENCE Job Reference (optional) _ 6 300 s Feb 15 2006 Mi'tek industries"Tnc Fn Aug 04~15~4~1 50 2006 Page 1 ; 6-4 13 126 0 6 1 3 _187_3_ 6 1 3 25 0 0 64 13 900 16 00 2500 900 Plate Offsets (X.Y) [1 Edge.O 0-61. [5 Edge.O 0-61, [6 0-4~b,0 3-4] 700 900 LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 csi TC 046 BC 061 WB 019 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) 0 17 17 >999 240 Vert(TL) -0 41 17 >725 180 Horz(TL) 007 5 n/a n/a PLATES MT20 GRIP185/148 Weight 81 Ib LUMBER TOP CHORD 2X4HFN01 BOT CHORD 2X4HFN01 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 9 2 oc purlins BOT CHORD Rigid ceiling directly applied or 9 7 15 oc bracing REACTIONS (Ib/size) 1=988/0 3 8 5=988/0 3-8 Max Horz 1= 79(load case 6) Max Uplift1 = 172(load case 3) 5= 172(load case 4) FORCES (I*5) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2220/416 2 3= 1919/323 3-4= 1919/323 4 5= 2220/416 BOT CHORD 1 7= 388/2042 6 7= 168/1438 5-6= 331/2042 WEBS 2 7= 392/233 3 7= 76/561 3-6= 76/561 4-6= 392/233 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7 98 90mph h=25ft TCOL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 172 Ib uplift at joint 1 and 172 Ib uplift at joint 5 LOAD CASE(S) Standard I 'Job ifruss B6 1342 |BI Yuma Truss Co Yuma AZ 85365 5_8-4 5 8-4 [Truss Type JCAL HIP 1150 5 8 12 Qly 1 Ply ' "iFOXRESibENCE" • Job Reference (optional) 6 300 s Feb 15 2006 MiTek Industries inc Fn Aug 04 15 41 51 2006 Page 1 13 0 5 14VM _13_Z4°_ 0611 0611 1 0 10 19 3 12 25-00 5 8 12 5 8-4 I I 58-4 5812 • — r 220 5812 58-4 Plate Offsets (X,Y) [1 EdgejO-0-61 13 0-4-0,0-1 12], 16 Edge.O 0-6] LOADING (psO TCLL 160 TCDU 140 BCLL 00 BCDL 100 SPACING 2-0 0Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 027 BC 051 WB 044 (Matrix) DEFL in (loc) I/den L/d Vert(LL) 0 10 10 >999 240 Vert(TL) -0231011 >999 180 Horz(TL) 008 6 n/a n/a PLATES GRIP MT20 185/148 Weight 92 ID LUMBER BRACING TOP CHORD 2 X 4 HF No 1 TOP CHORD Sheathed or 3 9 1 1 oc purlins BOT CHORD 2 X 4 HF No 1 BOT CHORD Rigid ceiling directly applied or 9 8 9 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=988/0 3 8 6=988/0 3-8 Max Horz1 = 70(load case 6) Max Uplift1= 179(load case 3) 6= 179(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2326/411 2 3= 1733/311 3-4= 1597/325 4 5= 1735/311 5-6= 2325/412 BOT CHORD 1 11=384/2127 1011=384/2127 910=212/1595 89=333/2126 78=333/2126 67=333/2126 WEBS 2 11=0/248 2 10= 582/193 3 10= 20/312 3 9= 135/143 4 9= 36/311 5 9= 580/194 5 7=0/247 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7 98 90mph h=25f! TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed endvertical left and right exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1 0-0 wide will fit between the bottomchord and any other members 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 179 Ib uplift at joint 1 and 179 Ib uplift at joint 6 LOAD CASE(S) Standard Job B6 1342 Truss"' B2 Tfruss Type "Yuma Truss Co "Yuma AZ 85365 411-4 4 11-4 _9 5_0_ 4 5 12 9,11 31 1260 Gty 1505 .Ply TFOX RESIDENCE" I Job Reference (optional) 6 300 s Feb 15 2006 MiTek Industries Inc Fri Aug 04 15 41 51 2006 Page 1 0611 265 265 0611 7-jO _____ 2Q_p_112 2500 4 5 12 4 11-4 1 Scato 1403 4 11-4 950 1260 1570 200 12 2500 4 11-4 4 5 12 3 1 0 3 1 0 4 5 12 Plate Offsets (X.Y1 |1 Edge.O-O 61, (3 0-4-0,0-1 121. (5 0-4-0.0 1 121.17 Edae 0 0-61, [903 0,0 3 01 LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 025 BC 050 W8 017 (Matrix) OEFL in (loc) l/defl L/d Vert(LL) 011 10 >999 240 Vert(TL) -023 10 >999 180 Horz(TL) 008 7 n/a n/a PLATES GRIP MT20 185/148 Weight 95 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 4 HF No 1 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 9 15 oc purtms BOT CHORD Rigid ceiling directly applied or 9 4 12 oc bracing REACTIONS (Ib/size) 1=988/0 3-8 7=988/0 3-8 Max Horz 1=58(load case 5) Max Uplift1= 192(load case 3) 7= 192(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 2328/448 2 3= 1943/389 3-4= 1889/383 4 5= 1889/383 5 6= 1943/389 6 7= 2328/448 BOT CHORD 1 12=-414/2128 11 12=-414/2128 1011=301/1813 910=258/1813 89=371/2128 78=371/2128 WEBS 2 12=0/196 2 11= 354/149 3 11= 10/268 3 10=-63/211 4 10= 142/69 5 10=-63/211 5-9= 10/268 6 9= 354/149 6 8=0/196 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) This truss has Been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1 -0 0 wide will fit between me bottom chord and any other members 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 192 Ib uplift at joint 1 and 192 Ib uplift at joint 7 LOAD CASE(S) Standard JB6-1342 ] Truss i ;BGRDR [truss Type " Yuma Truss Co "Yuma AZ 85365 3114 3 11-4 ICAL HIP jCfty " 11 Ply TFOX RESIDENCE ^ I Job Reference (optional) "6 300 s Feb 15"2b06 MiTek Industries Inc Fri'Aug 04 "15 41 53 2006 Page 1' 750 3 5 12 ..12.6.0 465 _17Q_5_ 465 0611 21 0 12 35 12 2500 3 11-4 400H2 3 11-4 3 11-4 LOADING (psO TCLL 160 TCDL 14 0 BCLL 00 BCDL 10 0 ,0 1 I •• 3512 " 1 8], [3 0-4 3.0 1 121. [6 0-4 3.0 1 121. [8 0 5 3,0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 CSI TC BC — 1 ' " ' 510 510 18] 059 068 DEFL in (loc) Vert(LL) 036 12 13 Vert(TL) -0561213 I/deft >825 >532 3512 311-4 L/d 240 180 PLATES GRIP MT20 185/144 Rep Stress Incr NO Code UBC97/ANSI95 WB 039 (Matrix)Weight 220 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 3 7 oc purlins BOT CHORD Rigid ceiling directly applied or 8 8 9 oc bracing REACTIONS (Ib/size) 1=3570/0 3 8 8=3563/0 3 8 Max Horz 1 =-45(load case 6) Max Uplift1= 1475(load case 3) 8= 1471 (load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 12=9248/3882 23=10321/4460 316=11569/5058 1617=11569/5058 417=11569/5058 418=11569/5058 1819=11569/5058 519=11569/5058 520=11640/5093 20 21= 11640/5093 6 21= 11640/5093 6 7= 10293/4446 7 8= 9228/3873 BOT CHORD 1 15=3621/8601 1415=3621/8601 14 22=-4244/9888 22 23=-4244/9888 1323=4244/9888 1324=5003/11640 2425=5003/11640 1225=5003/11640 1226=4199/9864 11 26= 4199/9864 11 27=-4199/9864 10 27= 4199/9864 9 10= 3580/8582 8 9= 3580/8582 WEBS 2 15= 250/172 2 14= 765/1547 3 14=0/572 3 13= 979/2150 6 12= 1035/2265 6 10=0/535 7 10= 763/1539 7 9= 242/167 4 13= 1041/607 5 12= 1073/624 5 13= 144/78 NOTES1) 2 ply truss to be connected together with 10d (0 131 x3 ) nails as follows Top chords connected as follows 2X4 1 row at 0 4 0 oc Bottom chords connected as follows 2X6 2 rows at 0 9 0 oc Webs connected as follows 2X4 1 row at 0 9 0 oc 2) All loads are considered equally applied to all plies except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (8) unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 5) Provide adequate drainage to prevent water ponding j 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 7-00 wide will fit between the bottom chord and any other members I 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 1475 Ib uplift at joint 1 and 1471 Ib uplift at joint 8 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 575 Ib down and 375 Ib up at 800 407 Ib down and 253 Ib ! up at 800 432 Ib down and 277 Ib up at 100 12 415 Ib down and 267 Ib up at 12 0 12 415 Ib down and 267 Ib up at 12 11-4 432 Ib down and 277 Ib up at 14114 and 575 Ib down and 375 Ib up at 16114 and 407 Ib down and 253 Ib up at 17 0 0 on top chord and 642 Ib down and 189 Ib up at 800 123 Ib down at 10012 123lbdownat 12012 123 Ib down at 12114 and 123 Ib down at 1411-4 and 642 Ib down and 189 Ib up at 16 11-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Regular Lumber Increased 25 Plate Increased 25 Uniform Loads (pH) Vert 1 3= 60 3-6= 60 6 8=-60 1 8= 20 Concentrated Loads (Ib) Vert 16= 982(F= 575 B= 407) 17= 432(F) 18= 415(F) 19= 415(F) 20= 432(F) 21= 982(F= 575 B= 407) 22= 626(F) 23=-61(F) 24=-61(F) 25=-61(F) 26=-61(F)27=-626(F) [Job JBS 1342 Truss Type COMMON Qty 'Ply :FOX RESIDENCE . Yuma Truss Co Yuma AZ 85365 530 I] [Job Reference (optional) __ 6 300 s Feb 152006 MiTek Industries "iric Fn"Augb4T54l"53"20u6 Page 1 1060 530 530 530 1060 5 3-0 530 LOADING (psl) TCLL 160 TCDL 140 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC BC WB 022 023 008 (Malnx) DEFL in (loc) l/defl L/d Vert(LL) -002 34 >999 240 Vert(TL) -004 3-4 >999 180 Horz(TL) 001 3 n/a n/a PLATES GRIP MT20 185/148 Weight 27 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2X4HFN01 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6 0 0 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (ID/Size) 1=402/058 3=402/058 Max Horz 1=35(load case 5) Max Uplift1 = 70(load case 3) 3= 70(load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 724/118 2 3= 724/118 BOT CHORD 1-4= 75/631 3-4= 75/631 WEBS 2-4=0/239 NOTES 1) Unbalanced roof live loads have been considered (or this design 2) Wind ASCE 7 98 90mph h=25fi TCDL=6 Opsf BCOL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and right exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at pint 1 and 70 Ib uplift at joint 3 LOAD CASE(S) Standard I Job 'Truss i Truss Typ B6 1342 CGRDP JQUEENPC Yuma Truss Co Yuma AZ 85365 . 305 ! 305 a Qty (Ply (FOX RESIDENCE 3ST 1 j 1 I I ; Uob Reference (optional) 6 300 s Feb 15 2006 MiTek Industries Inc Fn Aug 04 15 41 53 2006 Page 1 530 , 7511 , 1060 22 11 2211 30 5 530 1060 I 530 530 LOADING (psO TOLL 160 TCDL 14 0 BCLL 0 0 BCDL 100 SPACING 2 0-0 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 012 BC 020 WB 018 (Matrix) OEFL in (loc) I/del) L/d Vert(LL) 003 6 >999 240 Vert(TL) -005 6 >999 180 Horz(TL) 001 5 n/a n/a PLATES GRIP MT20 185/144 Weight 39 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 4 11 13 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 1=669/038 5=669/038 Max Horz 1 = 34(load case 6) Max Uplift1= 204(load case 3) 5= 191 (load case 4) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 1468/500 2 3= 1360/461 3-4= 1360/465 4 5= 1468/467 j BOT CHORD 1 6=464/1334 5-6—408/1334 WEBS 2-6= 72/69 3 6=0/523 4-6= 82/75 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and right exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) This truss has been designed for a live load of 20 Opsf on trte bottom chord in all areas where a rectangle 3 6-0 tall by 1 -0 0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 204 Ib uplift at joint 1 and 191 Ib uplift at joint 5 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 424 Ib down and 276 Ib up at 530 on lop chord and 322 Ib down at 5 3 0 on bottom chord The design/selection of such connection device(s) is the responsibility of others 7) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber lncrease=1 25 Plate Increased 25 Uniform Loads (plf) Vert 1 5= 20 1 3=-60 3 5=-60 Concentrated Loads (Ib) Vert 3=360(F)6= 161(F) ,B6 1342 CJ12 Yunia Truss Co Yuma A2 85365" 3 10 15 Truss Type MONO TRUSS 7 5-4 TOty Ply ' ; FOX RESIDENCE i Job Reference (optional) i 6 300 s Feb 15 2006 MiTek Industries "inc FnAug OTl5 41"54 2006" Page 1~1 i ! 31015 ! 7 31015 3 LOADING (psf) TCLL 160 TCDL 140 BCLL 0 0 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 5-4 65 CSI TC 027 BC 022 WB 039 (Matrix) 1130 11-J35 3 9 12 005 DEFL in (loc) l/defl Ud Vert(LL) 0041011 >999 240 Vert(TL) -0061011 >999 180 Horz(TL) 001 9 n/a n/a PLATES GRIP MT20 185/144 Weight 55 Ib LUMBER BRACING TOP CHORD 2 X 4 HF No 1 TOP CHORD Sheathed or 4 1 1 10 oc purlins BOT CHORD 2X6 SPF 1650F 1 5E BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 1=553/0-4 15 9=585/Mechanical 4=467/0 3 8 5=1057/0 3-8 6=128/Mechamcal Max Horz 1 =1 77(load case 3) MaxUplifl1= 142(loadcase3) 9= 177(loadcase 3) 4= 265(load case 3) 5= 232(load case 3) 6= 66(load case 3) FORCES (tb) Maximum Compression/Maximum Tension TOP CHORD 1 12= 1478/376 2 12= 1439/379 2 13= 1059/272 3 13= 1010/251 3 14=-63/0 4 14= 94/39 4 5= 50/6 5 6= 25/21 6 7= 10/0 BOT CHORD 1 15= 517/1395 11 15= 517/1395 11 16= 517/1395 10 16= 517/1395 10 17= 368/1000 9 17= 368/1000 8-9=0/0 WEBS 2 11=0/120 2 10=-412/155 3 10= 3/451 3 9= 1132/416 4 9=0/0 NOTES 1) Wind ASCE 7 98 90mpn h=25ft TCDL=6 Opsf BCDL=6 Opsl Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and right exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at pint 1 177 Ib uplift at joint 9 265 Ib uplift at |Oint 4 232 Ib uplift at joint 5 and 66 Ib uplift at joint 6 6) Beveled plate or shim required to provide full beanng surface with truss chord at jomt(s) 4 5 7) Gap between mstde of top chord beanng and first diagonal or vertical web shall not exceed 0 500m 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 Ib up at 298 24 Ib up at 298 55 Ib down and 58 Ib up at 57 7 55 Ib down and 58 Ib up at 577 115 Ib down and 92 Ib up at 8 5-6 115 Ib down and 92 Ib up at 856 168 Ib down and 122 Ib up at 11 35 and 928 Ib down and 180 Ib up at 14 1-4 and 2 Ib down and 16 Ib up at 16 11 3 on top chord and 3 Ib up at 298 3 Ib up at 298 37 Ib down at 5 7 7 37 Ib down at 5 7 7 and 77 Ib down at 8 5-6 and 77 Ib down at 8 5 6 on bottom chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular Lumber Increased 25 Plate lncrease=1 25 Uniform Loads (plf) Vert 1 7= 60 1 8= 20 Concentrated Loads (Ib) Vert 4= 168(F)5= 928(F)6=9(F) 12=10(F=5 B=5) 13= 110(F= 55 B= 55) 14= 230(F= 115 B= 115) 15=3(F=2 B=2) 16= 37(F= 18 B= 18) 17= 77(F= 38 B= 38) [Job' "! Truss 'CJ7 Yjma Truss Co Yuma AZ 85365 ~fQ!y~" | Ply i FOX RESIDENCE |2 j i! ! [ I Uob Reference (optional) | 6 300 sFeb 15 2006 M'lfeK Industries Inc " FnAug 0415 41 54 2006" Page 1 I 3 8 12 3 8 12 _7_46 37 10 Scato 1 11.5 3 8 12 7-46 3 8 12 37 10 LOADING (psO TCLL 160 TCDL 140 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 029 BC 014 WB 0 18 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -001 6 >999 240 Vert(TL) 002 6 >999 180 Horz(TL) 000 5 n/a n/a PLATES MT20 GRIP 185/144 Weight 28 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2X6 SPF 1650F 1 5E WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing REACTIONS (Ib/size) 1-294/0 7 12 5=251/Mechanical 3=135/Mechamcal Max Horz 1=75(load case 3) Max Upliftl- 75(load case 3) 5= 54(load case 3) 3= 79(load case 3) Max Grav 1=294(load case 1) 5=269(load case 2) 3=135(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 7= 628/160 2 7= 584/164 2 8=-41/7 3 8= 22/26 BOT CHORD 1 9= 214/588 6-9= 214/588 6 10= 214/588 5 10= 214/588 4 5=0/0 WEBS 3 5=0/0 2-6=0/160 2 5=-614/223 NOTES 1)Wind ASCE798 90mph h=25fl TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33I 2} This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads I 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1-0-0 wide will Tit between the bottom| chord and any other members ! 4) Refer to girder(s) for truss to truss connectionsI 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 75 Ib uplift at joint 1 54 Ib uplift at joint 5 and 79 Ib uplift at joint 3 ' 6) Gap between inside of top chord beanng and first diagonal or vertical web shall not exceed 0 500m 7) Hanger(s) or other connection devtce(s) shall be provided sufficient to support concentrated load(s) 24 Ib up at 298 24 Ib up at 298 and 55 Ib down and 58 Ib up at 577 and 55 Ib down and 58 Ib up at 577 on top chord and 3 Ib up at 298 3 Ib up at 298 and 37 Ib down at 5 7 7 and 37 Ib down at 5 7 7 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard ; 1) Regular Lumber Increased 25 Plate Increased 25 i Uniform Loads (plf)Vert 1 3=-60 1-4= 20 Concentrated Loads (Ib) Vert 7=10(F=5 B=5)8= 110(F=55 B= 55) 9=3(F=2 8=2) 10= 37(F= 18 B= 18) 66 1342 'Truss i J1 ; Truss Type 'JACK I City TFOX RESIDENCE Yuma Truss Co Yuma A2 85365 J J | Job Reference {ppJtonaTj J "" "" " " 6300sFeb 152006 MiTek Industnesi'inc ~FnAug04 1541 542006"Page 1 ,' 2 1 11 11 , 1 11 11 1 11 11 1 11 11 LOADING (psO TCLL 16 0 TCDL 140 BCLL 0 0 BCOL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 005 BC 003 W8 000 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -000 1 >999 240 Vert(TL) 000 13 >999 180 Horz(TL) -000 2 n/a n/a PLATES GRIP MT20 185/148 Weight 5lb LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 4 HF No 1 BRACING TOP CHORD Sheathed or 1 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 1=77/038 3=19/Mechamcal 2=58/Mechamcal Max Horz 1=36(load case 3) Max Uplirt1= 9(load case 3) 2- 37(load case 3) Max Grav1=77(load case 1) 3=39(load case 2) 2=58(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2=23/19 BOT CHORD 1 3=0/0 NOTES 1)Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1 0-0 wide will fit between the bottomchord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 9 Ib uplift at pint 1 and 37 Ib uplift at joint 2 LOAD CASE(S) Standard |B6 1342 " |Truss :J2 Yuma Truss Co Yuma AZ 85365 h :J2 JACK ; Truss Type " JACK TFOX~RESIDENCE "~ : Job Reference (optional) 6 300 s'Feb 15 2006 MiTek Industries Inc Fri Aug 04 15 41~ 55 2006 Page 1 31111 3 11 11 JLILIL 3 11 11 LOADING (psf) TCLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 020 BC 013 WB 000 (Matnx) OEFL in (loc) Wefl L/d Vert(LL) -001 13 >999 240 Vert(TL) -002 13 >999 180 Horz(TL) -000 2 n/a n/a PLATES MT20 CRIP 185/148 Weight 10 ID LUMBER TOP CHORD 2X4HFN01 BOT CHORD 2X4HF No 1 BRACING TOP CHORD Sheathed or 3 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 1=151/038 2=113/Mechanical 3=38/Mechamcal Max Horz 1=63(load case 3) Max Uplift1= 21 (load case 3) 2=-68(load case 3) Max Grav1=151(load easel) 2=113(load case 1) 3=75(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 40/34 BOT CHORD 1 3=0/0 NOTES 1)Wmd ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 1 0 0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 21 Ib uplift at joint 1 and 68 Ib uplift at joint 2 LOAD CASE(S) Standard Job [Truss 'B61342 JJ3 rYurria~Truss"Co Yuma"~AZ 65365 iTruss Type I JACK iQty" TPly "FOX RESIDENCE" I 6 300 s Feb 15 2006 MiTek Industnes Inc Fn Aug 04 15 41 55 2006 Page 1 5 11 11 5 11 11 LOADING (psO TCLL 16 0 TCDL 14 0 SCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 046 BC 031 WB 000 (Matrix) DEFL in (loc) l/detl L/d Verl(LL) -0 06 13 >999 240 Vert(TL) -0 12 13 >559 180 Horz(TL) 000 2 n/a n/a PLATES MT20 GRIP 185/148 Weight 14lb LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 4 HF No 1 BRACING TOP CHORD Sheathed or 5 11 11 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing REACTIONS (Ib/size) 1=231/03-8 2=173/Mechamcal 3=58iMechanical Max Horz1=90(load case 3) Max Uplrft1 = 34(load case 3) 2= 103(load case 3) Max Grav 1=231 (load easel) 2=173(loadcase 1) 3=115(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 58/49 BOT CHORD 1 3=0/0 NOTES 1)Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2} This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide wilt fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to beanng plate capable or withstanding 34 Ib uplift at joint 1 and 103 Ib uplift at joint 2 LOAD CASE(S) Standard 166 1342 II Yuma Truss Co Yuma AZ 85365 Truss J4 • Truss Type .Qty i MONO TRUSS 2 i - - -, Ply FOX RESIDENCE 1 Job Reference (optional) 800 800 6 300 s Feb 15 2006 MiTek Industries Inc Fn Aug 04 15 41 55 2006 Page 1 Lfl 7 007 I 800 800 i LOADING (psf) TCLL 16 0 TCDL 140 BCLL 00 BCDL 100 SPACING 200 Plates Increase 1 25 Lumber Increase 1 25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 080 BC 053 WB 000 (Matnx) DEFL in (loc) l/defl L/d Vert(LL) -018 14 >493 240 Vert(TL) -037 14 >247 180 Horz(TL) -000 2 n/a n/a PLATES MT20 GRIP 185/148 Weight 22 Ib LUMBER TOP CHORD 2X4HFN01 BOT CHORD 2X4HFN01 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed Of 8 0 0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing REACTIONS (Ib/size) 1=303/038 4=81/Mechamcal 2=227/Mechanical Max Horz 1 =116(load case 3) Max Uplift1= 46(load case 3) 2- 134(load case 3) Max Grav1=303(load easel) 4=163(load case 2) 2=227(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 74/63 BOT CHORD 1 4=0/0 3-4=0/0 WEBS 2-4=0/0 NOTES 1)Wind ASCE798 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2) This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live foads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 46 Ib uplift at joint 1 and 134 Ib uplift at joint 2 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500m LOAD CASE(S) Standard IB6 1342 .' Truss J5 I Truss Type .' MONO TRUSS Yuma Truss Co Yuma AZ 85365 "Oty"' ' I'Ply FOX RESIDENCE \_ [_ _ .Job Reference (optional) 6300sFeb 152006 MiTek Industnes me Fn Aug 04 15 41 55 2006 Page 1 1 1007 800 100 7 I 800 207 LOADING (psf) TOLL 16 0 TCDL 14 0 BCLL 0 0 BCDL 10 0 LUMBER TOP CHORD 2X4HFN01 BOT CHORD 2X4HFN01 WEBS 2 X 4 HF Stud SPACING 200 plates Increase 1 25 Lumber Increase 1 25 pep Stress Incr YES Code UBC97/ANSI95 csi TC 065 BC 053 WB 000 (Matnx) DEFL in (loc) l/defl Ud Vert(LL) -0 18 15 >493 240 Vert(TL) 0 37 15 >247 180 Horz(TL) 000 2 n/a n/a PLATES MT20 GRIP 185/148 Weight 25 Ib BRACING TOP CHORD Sheathed or 6 0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 1=258/0 3-8 3= 85/Mechanical 5=81/Mechamcal 2=492/0 1 8 Max Horz 1=147(load case 3) Max Uplift1 = 8(!oad case 3) 3=-85(load case 1) 2= 289(load case 3) Max Grav 1=258(load easel) 3=51 (load case 3) 5=163(load case 2) 2=492(load case 1) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 116/94 2 3=-69/15 BOT CHORD 1 5=0/0 4 5=0/0 WEBS 2 5=0/0 NOTES 1)Wind ASCE 7 98 90mph h=25ft TCDL=6 Opsf BCDL=6 Opsf Category II Exp C enclosed MWFRS gable end zone cantilever left and right exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2} This truss has been designed for a 100 psf bottom chord live load nonconcurrent with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1 0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate at |omt(s) 2 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1 85 Ib uplift at joint 3 and 289 Ib uplift at joint 2 7) Beveled plate or shim required to provide full beanng surface with truss chord at jomt(s) 2 8) Gap between inside of top chord beanng and first diagonal or vertical web shall not exceed 0 500m LOAD CASE(S) Standard ! Truss Type MONO TRUSS iQty " "Tppy " "FOX RESIDENCE" I •2 \ 1. Yuma truss Co Yuma AZ 85365 I Job Reference (opiionall I 6 300~s Feb 15 2006 MiT'ek Industries'Inc '~FTrAug04~15~4T5F2006~ PageTj 12 07 . 800 12 07 800 407 LOADING (pst) TCLL 160 TCDL 14 0 BCLL 00 BCDL 100 SPACING 200 Plates Increase 125 Lumber Increase 125 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 062 BC 053 WB 0 00 (Matnx) DEFL in (IOC) l/defl L/d Vert(LL) -018 15 >493 240 Vert(TL) 037 15 >247 180 Horz(TL) 0 00 3 n/a n/a PLATES MT20 GRIP 185/148 Weight 27 Ib LUMBER TOP CHORD 2 X 4 HF No 1 BOT CHORD 2 X 4 HF No 1 WEBS 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10 0 0 oc bracing REACTIONS (Ib/size) 1=260/0 3-8 3=51/Mechanical 5=81/Mechamcal 2=475/0 1 8 Max Horz 1=175(load case 3) Max Uplift3= 28(load case 3) 2= 278(load case 3) Max Grav1=260(load case 1) 3=51(load case 1) 5=163(load case 2) 2=475(load case 1) FORCES {Ib) Maximum Compression/Maximum Tension TOP CHORD 1 2= 146/93 2 3=-65/8 BOT CHORD 1 5=0/0 4 5=0/0 WEBS 2 5=0/0 NOTES 1)Wind ASCE798 90mph h=25ft TCDL=60psf BCDL=60psf Category II Exp C enclosed MWFRS gable end zone cantilever left and nght exposed end vertical left and nght exposed Lumber DOL=1 33 plate gnp DOL=1 33 Plate metal DOL=1 33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1 0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to beanng plate at jomt(s) 2 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 28 Ib uplift at joint 3 and 278 Ib uplift at joint 2 7) Beveled plate or shim required to provide full beanng surface with truss chord at jomt(s) 2 8) Gap between inside of top chord beanng and first diagonal or vertical web shall not exceed 0 500m LOAD CASE(S) Standard \ HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY September 8,2006 Project No 5483 1 Log No 13075 Mr Eric Fox 2740 Waterbury Way Carlsbad, California 92010 Subject FOUNDATION PLAN REVIEW Proposed Single Family Residence 1330 Cynthia Lane Carlsbad, California References Attached Dear Mr Fox In accordance with your request, we have reviewed the referenced reports and plans Based on our review, it appears that the plans (Reference 4) generally conform to the recommendations contained in the geotechnical reports (References 1 through 3) with the following clarification Sheet S-l - Concrete Due to the presence of severe water-soluble sulfates in the on-site soils, all concrete in contact with soils should be placed in accordance with the 2001 California Building Code, Table 19-A-4 Requirements for Concrete Exposed to Sulfate- Contaimng Solutions This opportunity to be of service is appreciated contact the Carlsbad office Sincerely, HETHERINGTON ENGINEERING Civil Engineer 4193 7 Geotechnical Engineer 234<| (Expires 03/31/08) Distribution 3- Addressee If you have any questions, please 5205 Avenida Enemas Suite A • Carlsbad CA 92008 4369 • (760) 931 1917 • Fax (760) 931 0545 32242 Paseo Adelanto Suite C • San Juan Capistrano CA 92675 3610 • (949) 487 9060 • Fax (949) 487 9116 www hetheringtonengineenng com REFERENCES 1 "Geotechmcal Investigation, Proposed Single-Family Residence, Vacant Lot between 1324 and 1334 Cynthia Lane, California, California," by Hethermgton Engineering, Inc, dated May 1, 2000 (Project No 3414 1) 2 "Geotechmcal Update, Proposed Single-Family Residence, Vacant Lot between 1324 and 1334 Cynthia Lane, California, California," by Hethermgton Engineering, Inc , dated March 25,2005 (Project No 3414 1) 3 "Geotechmcal Update, Proposed Single Family Residence, 1330 Cynthia Lane, Carlsbad, California," by Hethenngton Engineering, Inc, dated May 23,2006 4 "Fox Residence, 1330 Cynthia Lane, Carlsbad, CA 92008, (Sheets S-l, S-2, S-3 and S-4)" by Ascent Group, dated June 6 and August 30,2006 5 "Carlsbad Plan Check No 06-2322,1330 Cynthia Lane," dated August 25,2006 Project No 5483 1 HETHERINGTON ENGINEERING, INC. L°gN° 13°75 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY Mr Rick Gilbert 2810 Elmwood Street Carlsbad, California 92008 March 25, 2005 Project No 3414 1 Log No 8941 Subject GEOTECHNICAL UPDATE Proposed Single Family Residence Vacant Lot between 1324 and 1334 Cynthia Lane Carlsbad, California Reference Hethenngton Engineering, Inc , '"Geotechmcal Investigation, Proposed Single Family Residence, Vacant Lot between 1324 and 1334 Cynthia Lane, Carlsbad, California", dated May 1, 2000 Dear Mr Gilbert In accordance with your request, we have performed a geotechmcal update for the subject site Our services have included review of the referenced report and a site reconnaissance by a geologist from this office on March 23, 2005 Our recent site reconnaissance indicates that the property is in a generally similar condition as at the time of our geotechmcal investigation (see Reference) The geotechmcal conclusions and recommendations presented in our geotechmcal investigation report (see Reference) remain applicable All vegetation and debris should be removed from the site prior to development This opportunity to be of service is appreciated If you have any questions, please contact the Carlsbad office I I I Sincerely, HETHERINGTC JGINEERING, INC Danny Cohen Civil Engineer 4193' Geotechmcal Engineer^ (expires 3/31/06) Michel Vascon- Project Geolo 5205 Avenida Enemas, Suite A • Carlsbad, CA 92008 4369 • (760) 931 1917 • Fax (760) 931 0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano CA 92675 3610 • (949) 487 9060 • Fax (949J 487.9116 www hetheringtonengmeenng com (^ £?£ 3* J HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY May 23, 2006 Project No 5483 1 Log No 10073 Mr Eric Fox 2740 Waterbury Way Carlsbad, California 92010 Subject References 1 GFOTECHN1CAL UPDATE Proposed Single Family Residence 1330 Cynthia Lane Carlsbad, California "Geotechmcal Investigation, Proposed Single-Family Residence, Vacant Lot between 1324 and 1334 Cynthia Lane, California, California," by Hethenngton Engineering, Inc , dated May 1, 2000 (Project No 34141) Dear Mr Fox 2 "Geotechmcal Update, Proposed Single-Family Residence, Vacant Lot between 1324 and 1334 Cynthia Lane, California, California," by Hethenngton Engineering, Inc , dated March 25, 2005 (Project No 3414 1) In accordance with your request, we have performed a geotechmcal update for the subject site Our services have included review of the referenced reports and a site reconnaissance by a geologist from this office on May 23, 2006 Our recent site reconnaissance indicates that the property is in a generally similar condition as at the time of our geotechmcal investigation (see Reference 1) The geotechmcal conclusions and recommendations presented in our previous geotechmcal investigation report and update (see References 1 and 2) remain applicable All vegetation and debris should be removed from the site prior to development This opportunity to be of service is appreciated If you have any questions, please contact the Carlsbad office Sincerely, HETHERINGTON ENG ' Cohen Civil Engineer 41937 Geotechmcal Engineer (Expires 03/31/08) Distribution 3 Addressed ichelVasconcellos frofessional Geologist :xpires 01/31/07) 5205 Avenida Enemas, Suite A • Carlsbad CA 92008 4369 • (760) 931 1917 • Fax (760) 931 0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675 3610 • (949) 487-9060 • Fax (949) 487 9116 www hethenngtonengineering com GEOTECHNICAL INVESTIGATION Proposed Single-Family Residence Vacant Lot between 1324 and 1334 Cynthia Lane Carlsbad, California I I I I I HETHERINGTON ENGINEERING, INC. HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY May 1,2000 Project No 3414 1 Log No 6092 Mr Rick Gilbert 2090 Costa Vista Way Oceanside, California 92054 Subject GEOTECHN1CAL INVESTIGATION Proposed Single-Family Residence Vacant Lot between 1324 and 1334 Cynthia Lane Carlsbad, California References Attached Dear Mr Gilbert In accordance with your request, we have performed a geotechmcal investigation at the subject site Our work was performed in March and April 2000 The purpose of our investigation was to evaluate soil and geologic conditions, and provide grading and foundation recommendations for the proposed single-family residence With the above in mind, our scope of work included the following • Research and review of available pertinent geologic literature, maps, and plans for the site and immediate vicinity (see References) • Subsurface exploration consisting of three manually excavated test pits to obtain soil/bedrock samples and evaluate subsurface conditions • Laboratory testing • Engineering and geologic analyses • Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations SITE DESCRIPTION The subject site consists of a rectangular, approximately 1A -acre vacant property, located between 1324 and 1334 Cynthia Lane, Carlsbad, California (see Location Map, Figure 1) The site is also identified as Assessor's Parcel No 156-230-37 5205 Avenida Enemas, Suite A • Carlsbad, CA 92008-4369 • (760) 931 1917 • Fax (760) 931 0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano CA 92675 3610 • (949) 487 9060 • Fax (949) 487 9116 www hethenngtonengineering com ALIA s*&VX& ,**-Vxi^«>>r*A w. <*•*/ SS US&tS—•*V*'1Jp- ;</ ;w&\\tt^ .FT \V\^ K >\\"-3fd9®afaa«/E/^%'-M^\ik^i.L ADAPTED FROM The Thomas Guide Riverside and San Diego County 2000 Edition SCALE 1"-2000 (1 Grid Equals 05x05 miles 2640 x 2640 Feet) LOCATION MAP HETHERINGTON ENGINEERING, INC GEOTECHNICAL CONSULTANTS Gilbert Residence PROJECT NO 3414 1 FIGURE NO 1 GEOTECHNICAL INVESTIGATION Project 3414 1 May 1,2000 Page 2 Topographically, the site includes a relatively level area and adjacent slopes ranging from approximately 4 to 6 feet in height descending to Cynthia Lane on the south side and to the adjacent lot on the west side The adjacent lots to the north and east are at approximately the same elevation as the subject property Elevations across the site range from approximately 114 to 120 feet above mean sea level The site is presently vacant and covered by a moderate growth of grass and weeds and minor debris PROPOSED CONSTRUCTION We understand that the proposed construction consists of a two-story single family residence with detached garage, an asphalt concrete driveway and concrete walkways We anticipate relatively light wood frame construction founded on conventional continuous/spread footings with slab-on-grade ground floors Grading will consist of cuts and fills of less than 5 feet Retaining walls and new slopes to a maximum height of about 5 feet are planned SUBSURFACE EXPLORATION Subsurface conditions were explored by manually excavating three test pits to depths of approximately 4 5 to 6 feet below existing site grades The approximate locations of the test pits are indicated on the Plot Plan, Figure 2 The subsurface exploration was supervised by an engineer from this office, who visually classified the soils and obtained bulk and relatively undisturbed samples for laboratory testing The soils were visually classified according to the Unified Soil Classification System Classifications are shown on the Test Pit Logs, Figures 3 and 4 LABORATORY TESTING Laboratory testing was performed on samples obtained during the subsurface exploration Tests performed consisted of the following • Density and Moisture Content (ASTM D2216) • Expansion Index (ASTM D4829) • Direct Shear (ASTM D 3080) • Maximum Dry Density/Optimum Moisture Content (ASTM D 1557-91 A) • Soluble Sulfate (EPA 9038) HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1,2000 Page 3 Results of the m-place density and moisture content determinations are presented on the Test Pit Logs, Figures 3 and 4 The remaining laboratory test results are presented on Figures 5 and 6 SOIL AND GEOLOGIC CONDITIONS 1 Geologic Setting The subject site lies within a stretch of coastal hills that are contained within the coastal plain region of northern San Diego County, California These coastal hills are characterized by numerous regressive marine terraces of Pleistocene age that have been established and deposited above wave-cut platforms of the underlying Eocene bedrock during glacio-eustatic changes m sea-level The terraces typically extend from areas of higher elevation east of the site and descend generally west- southwest in a "stairstep" fashion down to the present day coastline The subject property is situated on a portion of marine terrace referred to as Terrace 2 (Tan & Kennedy, 1996) This area is contained within the west-central portion of the USGS San Luis Rey 7-1/2 minute quadrangle The proposed construction site is underlain by undocumented fill/colluvium and continental and marine terrace deposits No evidence of bedding, faulting, or groundwater was observed in the test pits Active or potentially active fault zones within the general site region include the offshore extension of the Rose Canyon, offshore Coronado Bank and Elsmore, which are located approximately 5 5 miles/9 kilometers southwest, 21 miles/34 kilometers southwest, and 22 miles/35 kilometers northeast from the site respectively A brief description of the geologic units observed within the site follows 2 Geologic Units a Fill/Colluvium - Undocumented fill/colluvium exists across the entire site The fill/colluvium generally consists of damp to moist, loose, fine to medium sand on the order of 3 5 to 5 feet thick b Terrace Deposits - Pleistocene terrace deposits were encountered beneath the fill/colluvium in all of the test pits The terrace deposits consist generally of moist, medium dense to dense, brown to red brown, silty fine to medium sand 3 Groundwater No groundwater was observed in the test pits during our investigation It should be noted, however, that fluctuations in the amount and level of groundwater may occur HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 34141 May 1,2000 Page 4 due to variations in rainfall, irrigation, and other factors, which may not have been evident at the time of our field investigation SEISMICITY The site is within the seismically active southern California region There are, however, no known active or potentially active faults located within or adjacent to the site Active and potentially active fault zones within the general site region include the offshore extension of the Rose Canyon, offshore Coronado Bank, and the Elsmore, which are located approximately 5 5 miles/9 kilometers southwest, 21 miles/34 kilometers southwest, and 22 miles/35 kilometers northeast from the site, respectively Strong ground motion could also be expected from earthquakes occurring along the San Diego Trough, San Jacmto and San Andreas fault zones, which he approximately 30 miles/48 kilometers southwest, 48 miles/77 kilometers northeast, and 60 miles/97 kilometers southwest of the site, respectively Seismic risks on-site are limited to ground shaking during seismic events on active faults in the region The following table lists the known active or potentially active faults, which would have the greatest impact on the site Fault Rose Canyon (9 kilometers SW) Coronado Bank (34 kilometers SW) Elsmore-Julian Segment (35 kilometers NE) Maximum Probable Earthquake (Moment Magnitude) 69 74 71 Fault Tvpe B B A Slip Rate mm/yr 15 3 5 SEISMIC EFFECTS 1 Ground Motion The most significant probable earthquake to effect the site would be a 69 magnitude earthquake along the Rose Canyon fault zone Strong ground motion exceeding 25 seconds is possible I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1, 2000 Page 5 2 Liquefaction Liquefaction is not considered a potential site hazard due to the dense underlying terrace deposits and lack of shallow ground water 3 Landshdmg Seismically induced landshding is not considered a site hazard due to the relatively level nature of the site vicinity 4 Tsunamis Due to the relatively high elevation of the site seismically generated ocean waves are not considered a site hazard CONCLUSIONS AND RECOMMENDATIONS 1 General The proposed development is feasible from a geotechmcal standpoint Grading and foundation plans should take into account the appropriate geotechmcal features of the site 2 Slope Stability New slopes should be designed and constructed at a slope ratio of 2 1 (horizontal to vertical) or flatter 3 Site Grading a. Clearing and Grubbing - Existing vegetation and miscellaneous debris should be cleared and removed from the site Holes resulting from the removal of buned obstructions, which extend below finished site grades, should be replaced with compacted fill In the event that abandoned cesspools, septic tanks or storage tanks are discovered during the excavation of the site, they should be removed and backfilled in accordance with local regulations Existing utility lines to be abandoned should be removed and capped in accordance with the local requirements b Removal of Unsuitable Soils - All undocumented fill/colluvium and other unsuitable material that may be encountered during grading should be HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1,2000 Page 6 removed to dense terrace deposits over the entire site Removals are anticipated to extend approximately 4 to 5-feet below existing site grades Final removal depths should be determined by the Geotechmcal Engineer during site grading c Scarification - After the required removals have been made, all areas to receive fill should be scarified to a minimum depth of 6 to 8-mches, brought to near optimum moisture content, and compacted to at least 90 percent relative compaction (ASTM D 1557-91) d Compacted Fill - Fill soils should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-mches in thickness All fill should be compacted to a minimum relative compaction of 90 percent based upon ASTM D 1557-91 The on-site matenals are suitable for use as compacted fill Rock fragments over 6-mches in dimension and other perishable or unsuitable materials should be excluded from the fill All grading and compaction should be observed and tested by the Geotechmcal Engineer e Cut/Fill Transitions - In order to reduce the potential for differential settlement between cut and fill, should a cut/fill transition exist upon completion of grading, the cut portion of the building pad should be overexcavated to a depth of 3 feet below finished grade and replaced with compacted fill 4 Foundation and Slab Recommendations The proposed structures may be supported on conventional continuous/spread footings bearing entirely in terrace deposits or compacted fill Footings for one- and two-story structures should extend to a minimum depth of 12 and 18-mches respectively into terrace deposits or compacted fill Footings located adjacent to utility trenches should extend below a 1 1 plane projected upward from the inside bottom corner of the trench Footings located adjacent to slopes should extend to sufficient depth to provide at least 5 feet of horizontal distance between the footing and the face of the slope Continuous footings should be reinforced with a minimum of two #4 bars, one top and one bottom Footings bearing as recommended may be designed for a dead plus live load bearing value of 2000 pounds per square foot This value may be increased by one-third for loads including wind or seismic forces A lateral bearing value of 250 pounds per square foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0 4 may be assumed These values assume that footings will be poured neat against the foundation soils Footing excavations should be observed by the HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1,2000 Page? Geotechnical Engineer prior to the placement of steel to ensure that they are founded in suitable bearing materials Floor slabs should have a minimum thickness of 4-mches and should be reinforced with at least #3 bars spaced at 18-mches, center to center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab Floor slabs should be underlain by 4 inches of clean sand and a 6-mil visqueen moisture barrier The moisture barrier should be placed in the middle of the sand layer Pnor to placing concrete, the slab subgrade soils should be thoroughly moistened 5 Retaining Walls Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 30 pounds per cubic foot, equivalent fluid pressure, assuming level backfill consisting of the granular on-site soils Walls restrained from movement at the top should be designed for an additional uniform soils pressure of 8xH pounds per square foot where H is the height of the wall in feet Any additional surcharge pressure behind the wall should be added to these values Retaining wall footings should be designed in accordance with the previous building foundation recommendations Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed 6 Trench and Retaining Wall Backfill All trench and retaining wall backfill should be compacted to at least 90 percent relative compaction and tested by the Geotechnical Engineer 7 Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances a Consideration should be given to providing structures with roof gutters and downspouts b All site drainage should be directed away from structures On-site soils are sandy in nature and are credible if exposed to concentrated drainage c No landscaping should be allowed against structures Moisture accumulation or watering adjacent to foundations can result m deterioration of wood/stucco and may effect foundation performance HETHERIIMGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1, 2000 Page 8 d Irrigated areas should not be over-watered Irrigation should be limited to that required to maintain the vegetation Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season f All yard and roof drains should be periodically checked to verify they are not blocked and flow properly This may be accomplished either visually or, in the case of subsurface drains, placing a hose at the inlet and checking the outlet for flow 8 Seismic Parameters The following seismic parameters for use in the design of structural elements are provided for the project a) Ground Motions - The proposed structure should be designed and constructed to resist the effects of seismic ground motions as provided in Chapter 16, Division IV- Earthquake Design of the 1997 Uniform Building Code The basis for the design is dependent on and considers seismic zoning, site characteristics, occupancy, configuration, structural system and building height b) Soil Profile Type - In accordance with Section 16293 1, Table 16-J and the underlying geologic conditions, a site Soil Profile of Type Sc is considered appropriate for the subject property c) Seismic Zone - In accordance with Section 1629 4 1 and Figure 16-2, the subject site is situated within Seismic Zone 4 d) Seismic Zone Factor (z) - A Seismic Zone Factor of 0 40 is assigned based on Table 16-1 Since the site is within Seismic Zone 4, Section 1629 4 2 requires a Seismic Source Type and Near Source Factor e) Near-Source Factor (Na and Ny) - Based on the known active faults in the region and distance of the faults from the site, a Seismic Source Type of B per Table 16-U, and Near Source Factors of Na = 1 0 per Table 16-S and Nv = 1 0 per Table 16-T are provided f) Seismic Coefficients (Ca and Cy) - Using the Soil Profile Type and Seismic Zone Factor along with Tables 16-Q and 16-R, the Seismic Coefficients Ca = 0 40 (Na) and Cv = 0 56 (Nv) are provided, or Ca = 0 40 and Cv = 0 56 HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 3414 1 May 1,2000 Page 9 9 Concrete Flatwork Concrete flatwork should be at least 4-inches thick and reinforced with No 3 bars placed at 18-inches on center (two directions) and placed on chairs so that the reinforcement is in the center of the slab Slab subgrade should be thoroughly moistened prior to placement of concrete Contraction joints should be provided at 10 feet spacmgs (maximum) 10 Type Cement for Construction Due to the presence of severe water-soluble sulfates in the soils, reference is made to the 1997 Uniform Building Code, Table 19-A-4 Requirements for Concrete Exposed to Sulfate-Containmg Solutions 11 Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechmcal Engineer to confirm conformance with the recommendations presented herein and to modify the recommendations as necessary LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechmcal Engineer should be promptly notified for review and reconsideration of recommendations HETHERIIMGTOIM ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project 34141 May 1, 2000 Page 10 This opportunity to be of service is sincerely appreciated If you have any questions, please call our Carlsbad office Very truly yours, HETHERINGTON ENGINEERING, INC Danny Cohen Civil Engineer 41937 Geotechnical Engineer (expires 3/31/04) Civil Engineer 30- Geotechnical En; (expires 3/31/04) Attachments Location Map Plot Plan Test Pits Logs feudA Paul A Bogseth Registered Geologist 3772 Certified Engineering Geologist-i; (expires 3/31/02) j LG 1153 Figure 1 I Figure 2 Figures 3 and 4 Laboratory Test Data Figures 5 and 6 Distribution Addressee (4) HETHERINGTON ENGINEERING, INC. REFERENCES Jennings, Charles W, 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Map No 6 "'Probabilistic Seismic Hazard Assessment for the State of California," DMG Open-File Report 96-08 and USGS Open-File Report 96-706, dated 1996 "1997 Uniform building Code, Volume II, Structural Engineering Design Provisions," by International Conference of Building Officials, dated April 1997 "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada" by ICBO, dated February 1998 Eisenberg, Leonard 1, 1983, Pleistocene Faults and Marine Terraces, Northern San Diego County, In "On the Manner of Deposition of the Eocene Strata in Northern San Diego County," San Diego Association of Geologists, Edited by Patrick L Abbott, 1985 Tan, Siang S , and Giffen, Desmond G , "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California", Landslide Hazard Identification Map No 35, Plate 35D, DMG Open-File Report 95-04, 1995 Tan, Siang S , and Kennedy, Michael P , "Geologic Maps of the Northwestern Part of San Diego County, California", Plate 2, DMG Open-File Report 96-02,1996 Tenman, Jerome A, "The Rose Canyon Fault Zone, Southern California", California Division of Mines and Geology, Open-File Report 93-02 Weber, F H Sr, "Recent Slope Failures, Ancient Landslides and Related Geology at the North-Central Coastal Area, San Diego County, California," California Division of Mines and Geology Open File Report 82-12 LA, 1982 County of San Diego Topographic Survey Map, Sheets 362-1665 and 366-1665, dated September 17, 1995 City of Carlsbad Orthophoto Map, Drawing No 296-5, Sheet 18, dated September-October, 1988 Tentative Parcel Map, (MS990014), by Joseph K Lukoski, dated November 26, 1999 Log No 5063 HETHERINGTON ENGINEERING, INC. (ADJACENT LOT) p 1324 CYNTHIA LANE (ADJACENT LOT) 3'-4" RETAINING WALL ' __. I i i1i i ~lTP-3-^ ^===:L~ 1 | 1334 I , CYNTHIA ! I LANE -^5- | • (ADJACENT LOT) TP-2 i I i I 'l | />^_^T_J / ll !i 6^ U i CYNTHIA LANE L \\ N - 1 H" IT 0 1 2I I 0 15 30 45 60 LEGEND TP-3 -B- APPROXIMATE LOCATION OF TEST PIT PLOT PLAN HETHERINGTON ENGINEERING, INC Gilbert Res,dence GEOTECHNICAL CONSULTANTS PROJECT NO 34141 FIGURE NO 2 BACKHOE COMPANY Mansolf BUCKET SIZE Hand Pit DATE 03/31/00 3C EH W CuQ — 0 0U - 50— - - 100— A c r\ u ^ rii m en EH h- 1 CO EH Z CO IJJ IJJ Q EH >H EH CO ^W >H 2 Ocd w aQ Q — ^rn 78 H ^X^ - 91 ua; EHo z EH WCO EH H 2 —O 0 dfS 0 — 51 38 CO ~ CO<; co O CJ iJ CO Mo oto — SP SOIL DESCRIPTION TEST PIT NO TP-1 ELEVATION t FILL Brown and orange brown fine to medium sand, moist, medium dense to dense, occasional rootlets in upper 2 feet, minor debris in upper 1 foot -, FILL/COLLUVIUM Orange brown fine to medium silty sand, damp r \ to moist, dense / TERRACE DEPOSITS Orange brown fine to medium sand, damp A, to moist, very dense j- Total depth 5 25 feet No water No caving — — — — — ID I) TEST PIT NO TP-2 ELEVATION + O r\u — 50— - 100— •IK n k^*>^*B1 104^n^^f1"^ 8s X 70 54 SP FILL Brown and orange brown fine to medium sand, damp, dense, rootlets, minor debris @ 1 5' Brown fine sand, moist, medium dense, minor debris (AC, PCC, black tape) FILL/COLUJVIUM Orange brown fine to medium sand, damp to K moist, medium dense to dense /- TERRACE DEPOSITS Orange brown fine to medium sand, moist, A_ dense f Total depth 6 feet No water No caving — — — —• — 10 U LOG OF TEST PITS * Gilbert • HETHERINGTON ENGINEERING, INC Residence GEOTECHNICAL CONSULTANTS PROJECT NO 34141 FIGURE NO 3 BACKHOE COMPANY Mansolf BUCKET SIZE Hand Pit 3 DEPTH3 (FEET)u u 50— 100— •) ^ O BULKSAMPLE-DENSITYTESTDRYDENSITY(pcf)•1 108 •1 109 MOISTURECONTENT(%)56 71 CO — CO<C co O u iJ CO M O 0CO — SP DATE 03/31/00 SOIL DESCRIPTION TEST PIT NO TP-3 ELEVATION t FILL Dark brown fine to medium sand, moist, medium dense to dense, occasional rootlets, minor debris FILUCOLLUVIUM Orange brown fine sand, moist, medium dense to dense, occasional root hairs -, TERRACE DEP \ very dense OSITS Orange brown fine to medium sand, moist, <• Total depth 4 5 feet No water No caving 10 U — LOG OF TEST PITS HETHERINGTON ENGINEERING, INC GEOTECHNICAL CONSULTANTS Gilbert Residence PROJECT NO 34141 FIGURE NO 4 EXPANSION (ASTM. D 4829) Sample Location TP-1 @ 1 5' TP-2 @1 5' Initial Moisture (%) 90 68 Compacted Dry Density (pcf) 115 1175 Final Moisture (%) 125 11 8 Volu- metric Swell 0 0 Expansion Index 0 0 Expansion Potential Very low Very low DIRECT SHEAR (ASTM D3080) SampleijQcatioin Cohesion (psf) Angle of Internal Faction (°)Remarks I I 1 I I I I I TP-2 (oil 5'150 33 Remolded to 90% R C , consolidated, saturated, drained Figure 5 Log No 5063 SUMMARY OF MAXIMUM DRY DENSITY/ OPTIMUM MOISTURE CONTENT DETERMINATIONS (ASTM D1557-91A) Sample Location TP-1 @1 5' TP-1 @ 1 5' TP-2 @ 3' Descnption Brown fine to medium sand Brown fine to medium sand Orange brown fine to medium sand Maximum Dry Density (pcf) 1255 1295 1295 Optimum Moisture Content (%) 95 75 85 SULFATE TEST RESULTS (EPA 9038) v; '•'//'. ' Satfjple Location TP-1 @ 1 5' TP-2 @ 1 5' TP-3 @ 1 0' ,,• .'.'• •'^.•^ 'I :' :Splufcle.Mi|i^l|ii;i^l,:: • 0368 0875 0582 I I I I I I I I Figure 6 Log No 5063 CERTIFICATE OF COMPLIANCE RESIDENTIAL COMPUTER METHOD CF-1R Page 1 Project Title FOX RESIDENCE Date 06/01/06 16 02 10 Project Address 1330 CYNTHIA LANE ******* CARLSBAD, CA 92008 *v7 10* Documentation Author FASHANDI & ASSOCIATES INC******* Building Permit # Fashandi & Associates 9320 Chesapeake Dr , Suite 102 Plan Check / Date San Diego, CA 92123 (858) 277-0505 Field Check/ Date Climate Zone 07 Compliance Method MICROPAS7 v7 10 for 2005 Standards by Enercomp, Inc MICROPAS7 v7 10 File-FOX Wth-CTZ07S05 Program-FORM CF-1R User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = (kTDV/sf-yr) Design Design Margin = Space Heating 6 25 4 48 1 77 Space Cooling 2 72 1 38 1 34 = Water Heating 9 58 9 18 0 40 Total 18 55 15 04 3 51 *** Building complies with Computer Performance *** = ================================================================= GENERAL INFORMATION HERS Verification Not Required Conditioned Floor Area 2847 sf Building Type Single Family Detached Construction Type New Fuel Type NaturalGas Building Front Orientation Front Facing 270 deg (W) Number of Dwelling Units 1 Number of Building Stories 2 Weather Data Type FullYear Floor Construction Type Number of Building Zones Conditioned Volume Slab-On-Grade Area Glazing Percentage Average Glazing U-factor Average Glazing SHGC Average Ceiling Height Slab On Grade 1 23085 cf 500 sf 18 4 % of floor area 0 44 Btu/hr-sf-F 0 36 8 1 ft City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit The City will not issue any building permit without a completed school fee form Project Name Building Permit Plan Check Number Project Address APN Project Applicant (Owner Name) Project Description Building Type Residential Second Dwelling Unit Residential Additions Commercial/Industrial City Certification of Applicant Information Fox Residence CB062322 1330 Cynthia Lane 156-231-62-00 Fox New single family dwelling VN 1 New Dwelling Unit(s) 2850 Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area Carlsbad Unified School Distn 6225 El Cammo Real Carlsbad CA 92009 (331-500 Date 04, PL DISTRICTS WITHIN THE CITY OF CARLSBAD Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (7262170) San Marcos Unified School District 215MataWay San Marcos CA 92069 (290-2649) Contact Nancy Dolce (By Appt Only) Encimtas Union School District 101 South Rancho Santa Fe Rd Encimtas CA 92024 (944 4300 ext 166) San Dieguito Union High School District 710 Encimtas Blvd Encimtas CA 92024 (753-6491) Certification of Applicant/Owners The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner Signature Date Revised 3/30/2006 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school distnct(s))***************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District The City may issue building permits for this project SIGNATURE OF AUTHORIZED SCHOOL D,STRICTOFF,C,AL yw\ <\ NAME OF SCHOOL DiSTRICT *^S^^ CARLSBAD, CA 92009 DATE PHONENUMBER Revised 3/30/2006 [ I CARLSBAD UNIFIED SCHOOL DISTRICT | | JEf PERSON ELEMENTARY \_ \ AVIARA OAKS ELEMENTARY ( | CARLSBAD HIGH SCHOOL \ \ MAGNOLIA ELEMENTARY [ _ j AVIARA OAKS MIDDLE SCHOOL ^JCARLSBAD VILLAGE ACADEMY [^] CALAVERA HILLS SCHOOL ^ \RACIFICRIM | | VALLEY MIDDLE SCHOOL [ \ KELLEY SCHOOL [ | BUENA VISTA SCHOOL Q HOPE SCHOOL [ | CALAVERA HILLS MIDDLE SCHOOL [BOTHER _ Receipt No 21021 RECEIVED FROM (11 Applicable) PARENT OF <5kl/Ui/-frrW DATE •yifrr&ff PAYMENT FOR. /5^-^Jj, (^,2.. Q 0 ACCOUNT NUMBER AMOUNT $ CASH CHECK #TOTAL