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1201 MAGNOLIA AVE; ; CB053518; Permit
08-10-2006 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: CB053518 Building Inspection Request Line (760) 602-2725 1201 MAGNOLIA AV CBAD RESDNTL 2052800800 $369,347.00 1 0 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: SFD 0 VN SFD 0 HOPKINS RES PARTIAL DEMO-1200 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: ISSUED 10/07/2005 KG 08/10/2006 08/10/2006 SF OF EXIST HOME-ADD NEW 3705 SF-276 SF DECK-282 SF Plan Check*: Applicant: HOPKINS JOHN A&LINDA A 1201 MAGNOLIA AV CARLSBAD CA 92008 Owner: HOPKINS JOHN A&LINDA A 1201 MAGNOLIA AV CARLSBAD CA 92008 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,378.16 Meter Size $0.00 Add'l Reel. Water Con. Fee $895.80 Meter Fee $130.13 SDCWAFee $0.00 CFD Payoff Fee $36.93 PFF (3105540) $0.00 PFF (4305540) $0.00 License Tax (3104193) $0.00 License Tax (4304193) $0.00 Traffic Impact Fee (3105541) $0.00 Traffic Impact Fee (4305541) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee ?? Housing InLieu Fee $0.00 Housing Credit Fee Master Drainage Fee $0.00 Sewer Fee $0.00 Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $153.00 $60.00 $77.00 $0.00 $2,925.00 $0.00 $2,574.17 $0.00 $0.00 $8,230.19 Total Fees: $8,230.19 Total Payments To Date:$8,230.19 Balance Due:$0.00 J\ 'LANS fL IN STORAGE _i_ ATTACHED Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 1. PROJECT INFORMATION 052800i-i 0015 i0/07/2005 001 15 FOR OFFICE USE ONLY P' ESI . . __ Plan Ck. Deposit Validated Date ; rf/*)* Address (include Bldg/Suite #)Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # lescription of Work 2. CONTACf PJERM%-?c: Gbniraltpf; D Agent foPSbrrtractor''"" Proposedd LfteA j #of Bedd _/_V--/ # of Bathrooms ^fg fi- Name 3. City PI Agent for Owner State/Zip Telephone #Fax. # Name / 4. PROPERTY OWNER ; Address City State/Zip Telephone # Name Address ' City State/Zip Telephone # 5. CONTRACISOR r COMPAiSIVNAME '"' •:':':.:••• •' : ."" ••; ::.... • •• • - .. •. •:;.•••.. •• , (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code! or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500)1. Name State License # Address License Class City State/Zip City Business License # Telephone # Designer Name State License # 6. WORKERS' COMPENSAT Address ION V : / ..::..:;••:" v- City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: |~1 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. [~1 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) O CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE _ DATE _ OWNER-BUILDER DECLARATION rhereby affirm that I am exempt from the Contractor's License Law for the following reason: f~l I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I. as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section _ Business and Professions Code for this reason: 1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES ONO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): X01 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): SI , , SIGNATURE DATE COMPLETE THIS SECTION FOR /VO Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d YES H* NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES l~l NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? l~l YES l~| NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ;8rve0pfRwr^ .,:;v-; •,:.•: ...... < ::: : ;" ; .;':'; . • '::. :...•••• . ;.. .-:: ;;::';,;. : . .!:.-,i:'v, ••••;.. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME _ LENDER'S ADDRESS __ '9. ^ ' ' ' ' 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 CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is comrpefiped for^beriod oj>£OjJays (Sggfi&n 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE YELLOW: Applicant PINK: Finance City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected i Bv: J# Inspected Bv: Inspected Bv: Comments: CB053518 HOPKINS RES PARTIAL DEMO-1200 SF OF EXIST HOME-ADD NEW 3705 SF-276 SF 1201 MAGNOLIA AV JOHN HOPKINS Phone: 7604340737 CA Water Dist: CA \ I °ate 4 G.M cJ«>fVW\ Inspected: /l'3'Cn ' Date Inspected: Date Inspected: Date: Permit Type: Sub Type: DECK-2 Lot: 0 Approved: \S Approved: Approved: 10/30/2009 RESDNTL SFD / Disapproved: Disapproved: Disapproved: City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMWD St Lite Fire Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Dist: Inspected By: cx/Vl^-: Inspected Bv: Inspected BY. Comments: CB053518 HOPKINS RES PARTIAL DEMO-1200 SF OF EXIST HOME-ADD NEW 3705 SF-276 SF 1201 MAGNOLIA AV JOHN HOPKINS Phone: 7604340737 CA Water Dist: CA A J- Date / /? i/J2X/VN_ Inspected: ///S/9/ / ' Date Inspected: Date Inspected: Date: Permit Type: Sub Type: DECK-2 Lot: 0 Approved: v Approved: Approved: 10/30/2009 RESDNTL SFD Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 10/30/2009 Permit* CB053518 Title: HOPKINS RES PARTIAL DEMO-1200 Inspector Assignment: PY Description: SF OF EXIST HOME-ADD NEW 3705 SF-276 SF DECK-282 SF PORCH Sub Type: SFD 1201 MAGNOLIA AV Lot: 0 Type: RESDNTL Job Address: Suite: Location: OWNER HOPKINS JOHN A&LINDA A Owner: HOPKINS JOHN A&LINDA A Remarks: Phone: 7604340737 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: JOHN HOPKINS Entered By: CHRISTINE Act Comments i Comments/Notices/Holds Associated PCRs/CVs Original PC# PCR07151 ISSUED HOPKINS RES-DEFERRED TRUSS; Inspection History Date Description Act Insp Comments 05/06/2009 23 Gas/Test/Repairs AP PY 05/06/2009 89 Final Combo WC PY 05/14/2008 17 Interior Lath/Drywall AP PY 05/02/2008 84 Rough Combo AP PY 03/10/2008 18 Exterior Lath/Drywall AP PY 03/10/2008 23 Gas/Test/Repairs AP PY 03/10/2008 27 Shower Pan/Roman Tubs AP PY 09/19/2007 13 Shear Panels/HD's AP PY 07/12/2007 14 Frame/Steel/Bolting/Welding WC PY 07/12/2007 15 Roof/Reroof PA PY 04/26/2007 92 Compliance Investigation PI PY 01/10/2007 17 Interior Lath/Drywall AP PY 12/07/2006 84 Rough Combo PA PY SHEATHING OK TO COVER NEED TRUSS CALCS. OFFICE FOOTING OBSERVATION SUMMARY Leighton and Associates, Inc. Project Name: ktm G*A$*t Date: Location: \3&\ rvyoy^li'^ ^ev^e. Project No.:- Plan File No.: Permit No.: Cb£53£/j$__ Unit/Phase/Lot(s): Referenced Geotechnical Report(s): Observation Summary Initials A representative of Leighton and Associates observed onsite soil conditions. Soil conditions at Date the site are substantially in conformance with those assumed in the geotechnical report. Initials ^ representative of Leighton and Associates observed and measured footing excavation depth/width. Footing excavations extend to proper depth and bearing strata and are in general Date conformance with recommendations of the geotechnical report. Initials A representative of Leighton and Associates measured footing setback from slope face. The Date setback was in general accordance with the recommendations of the geotechnical report. A.ono> 4i>c v».di^c.Initials Or VK 'D^ft . Notes to Superintendent/Foreman 1. Footing excavations shpuld_be cleaned of loose debris and thoroughly moistejied just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations. Note to Building inspector 1. Soil compaction test results, including depth of fill, relative compaction, bearing values, and soil expansion index test results are contained in the As-Graded Geotechnical Report provided at the completion of grading. Date 3930 R 1-05 FIELD COPY MEMORANDUM DATE: MAY 11 , 1982 TO: DANIEL S. HENTSCHKE, ASSISTANT CITY ATTORNEY FROM: Tony Mata, Sr. Building Inspector SUBJECT: 1201 MAGNOLIA AVENUE The abandoned spetic tanfr at 1201 Magnolia Avenue has now been sand filled and water jetted and is now deemed safe and nonhazardous . I inspected site at 9:30 a.m. May 10, 1982. (TONY MATA \Sr. Build/ng Ins/ector TM/gl cVELOPMENTAL D Assistant City Manager (714) 438-5596 Xj Building Department (714) 438-5525 D Engineering Department (714) 438-5541 D Housing & Redevelopment Department (714)438-5611 D Planning Department (714) 4384591 1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008 Citj> of Carlsbab NOTICE AND ORDER November 20, 1981 Mr. Tom Miller 1201 Magnolia Avenue Parcel No. 205-280-08 Carlsbad California (92008) Subject: Septic Tank, Hazardous Conditions Dear Mr. Miller: It has been brought to the attention of this department that a depression of earth in the most southerly portion of your lot* may be causing a health and physical hazard to the immediate occupants in the rear dwelling (1199 Magnolia Avenue). In addition to this hazard, there is also a septic odor coming from your yard leach lines or holding tank. You are hereby advised to correct these problems immediately, or this department will be forced to take legal action to correct these problems. If you need further information on these matters, please contact Our office. Thank you. INY Sr. Bui/ding I/s pector TM/gl cc: City Attorney San Diego County Health Inspector EsGil Corporation In (Partnership with government for (Building Safety DATE: June 15, 2006 a APPLICANT a JURIS. JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3518 SET: IV PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Hopkins Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: Sheets S-1 and S-2 must be slip sheeted into City Set II. By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 6/8/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 *• (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with government for Quitting Safety DATE: May 19, 2006 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: O5-3518 SET: HI PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Hopkins Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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: John Hopkins 1201 Magnolia Ave. Carlsbad, CA. 92008 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: John Hopkins Telephone #: 760-434-0737 Date contacted:<^2/^(0^^ Fax #: 760-434-4968 Mail Telephone /^Fax/' In Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 5/11/06 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 5'60-1468 4 Fax (858) 560-1576 Carlsbad O5-3518 May 19, 2OO6 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 05-3518 PROJECT ADDRESS: 12O1 Magnolia Ave. SET: III DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 4/4/06 May 19, 2006 REVIEWED BY: Bill Elizarraras FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: THE JURISDICTION'S BUILDING DEPARTMENT. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes aNo Carlsbad O5-3518 May 19, 2006 • The following corrections are from the original deficiency list, and were either not addressed or a result of new changes. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 3. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. Reference the quoted strapping detail from the affected shear walls on the framing plan. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation. Thank you. EsGil Corporation In (Partnership with government for <BuMing Safety DATE: April 12, 2O06 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 05-3518 SET: II PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Hopkins Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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: John Hopkins 1201 Magnolia Ave. Carlsbad, CA. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. [X] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Hopkins Telephone #: 760-434-0737 Date contacted: V/l ^-/O (d$yM&) Fax #: 760-434-4968 Mail Telephone v Fax v In Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/4/06 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 05-3518 April 12, 2OO6 iRECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: O5-3518 PROJECT ADDRESS: 1201 Magnolia Ave. SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 4/4/06 April 12, 2OO6 REVIEWED BY: Bill Elizarraras FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new complete sets of prints to: THE JURISDICTION'S BUILDING DEPARTMENT. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? QYes aNo Carlsbad O5-3518 April 12, 2OO6 • The following corrections are from the original deficiency list, and were either not addressed or a result of new changes. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. The 2-6x4-6 DH windows do not meet these requirements, please provide Mfg. specifications to insure. 5. Exterior doors may not swing out if stoop has an elevation drop exceeding 1". What about all the doors opening into the court yard? 6. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2x6 max. 10'; Non-bearing: 2x4 max. 14', 2x6 max. 20'. Table 23-IV-B. Design all studs exceeding these limitations. Show the location and spacing on the plans. 7. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. Engineer's response was that all the exterior walls are sheathed per schedule. Therefore the aspect ratio is defined by UBC 23-11-1 (b). Sorry but no. please see UBC Table 23-ll-G for aspect ratios. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation. Thank you. EsGil Corporation In <Partnerskip witK Qovernmemfor Quitting Safety DATE: October 24, 2OO5 a APPLICANT a JURIS. JURISDICTION: Carlsbad Q PLAN REVIEWER Q FILE PLAN CHECK NO.: 05-3518 SET: I PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Hopkins Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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: John Hopkins 1201 Magnolia Ave. Carlsbad, CA. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Hopkins Telephone #: 760-434-0737 Date contacted: (by: ) Fax #: Mail Telephone Fax In Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/13/05 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 800/ zoo-a i9io# """:1 — ~~ 09S 8S8 Carlsbad 05-3518 October 24, 2005 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 05-3518 JURISDICTION: Carlsbad PROJECT ADDRESS: 12O1 Magnolia Av«. FLOOR AREA: 2963 sq.ft. Dwelling Add'n STORIES: 1 640 sq.ft. 2n<* Unit 276 sq.ft. Deck HEIGHT: 18' REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 10/13/05 DATE INITIAL PLAN REVIEW PUN REVIEWER: Bill Elizarraras COMPLETED: October 24, 20O5 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department, You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC. The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed UP the recheck process, please note on this list for 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. 8SS t5:5T SOOZ'SI'AON BOO/ EOO'd Carlsbad 06-3518 October 24, 2OO5 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports djrectly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGH Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468, Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation. Specify expiration date of license. (California Business and Professions Code). 4. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 2002 NEC. 5. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including patio cover, porch, deck and balcony. Section 106.3.3. 6. Show locations of permanently wired smoke detectors with battery backup: a) Centrally located in corridor or area giving access to sleeping rooms. @ 2nel Unit. 7. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. Bedrooms @ 2nd Unit and Office. 8. Provide stairway and landing details. Sections 1003.3.3. a) Minimum headroom is G'-Q". @ Wine Cellar. 9. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 1003.3.1.6. 10. Exterior doors may not swing out if stoop has an elevation drop exceeding 1". 8SB 800/ 500-a T9TO# Carlsbad O5-3518 October 24, 20O5 11. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) Where the bottom exposed edge of the window glazing is less than 60 inches above a standing surface and drain inlet of tubs and drains. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a dosed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. c) Exposed bottom edge is less than 18 inches above the floor top edge is greater than 36 inches above the floor @ deck. 12. Provide fireplace construction details. Chapter 31. 13. 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 utility trenches have been properly backfilled and compacted, and b) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 14. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 15. Show minimum underfloor access of 18" x 24". Section 2306.3. 16. Show on the plans details for stepped footings steeper than 1:10. Section 1806.4. 17. Show stud size and spacing. Maximum allowable stud heights: Bearing wall: 2 x4 and 2x6 max. 10'; Non-bearing: 2x4 max. 14', 2 x 6 max. 20'. Table 23-IV-B. Design all studs exceeding these limitations. 18. Show on the plans all structural requirements developed in the structural calculations. Section 106.3.3. Beam B2 differs on the plan Vs. design calc's, 4x10 vs. 4x12? 19. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. 20. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. - 095 858 5S = 5T SOOZ'ST'AON 800/ SOO'd T9TO# &a Carlsbad O5-3518 October 24, 20O5 21. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70 degrees F at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC, Sec. 310.11. 22. Show source of combustion air to furnace, per Chapter 7, UMC. Specify the location and sizes of both of the combustion air openings. 23. Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. UMC Section 908.0. 24. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic or underfloor space. UMC Sections 908.0 & 909.0. 25. Specify on the plans the following information for the fineplace(s), per Section 106.3.3: a) Manufacturer's name. b) Model name/number. c) ICBO approval number, or equal. d) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. e) Note on the plans that approved spark arresters shall be installed on all chimneys. UBC, Section 3102.3.8. 0 Provide listing for exterior applications. 26. Provide plans, calculations or worksheets to show compliance with current energy standards adopted October 1,2005. 27. The version of the computer program that you have used is no longer current. Provide new calculations, using acceptable updated residential computer energy programs. As of October 1,2005, they are the following: • Micropas 7.1 or EnergyPro 4.0 28. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. 29. Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans. 30. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): JVfT^TT^^H SLaTQS^o^o800/ 900'd T9TOf <"03 1ISbi:1 Carlsbad O5 3518 October 24, 2OO5 B) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately % of the fixtures will be required to be of the high efficacy variety. b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. c) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation. Thank you. 8QO/ . Carlsbad 05-3518 October 24, 2005 VALUATION AND PLAN CHECK FEE (Revised 4/18/06 kc) JURISDICTION: Carlsbad PREPARED BY: Bill Elizarraras PLAN CHECK NO.: 05-3518 DATE: October 24, 2005 BUILDING ADDRESS: 1201 Magnolia Ave. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwpllinn Arirt'n ?nrl 1 InrK ftilfTTj Deck Porch Fir^nlflpoc Air Conditioning Fire Sprinklers TrtTAI WAI IIC1 U 1 Al_ VALUE Jurisdiction Code AREA ( Sq. Ft.) %~lrfZ - £903J lUiJ c.c»vj«j ) MQ 276 282 0 cb Valuation Multiplier 1 1 0 00 110 on 4^00 8^0 o -i on nn By Ordinance Reg. Mod. 121 94 101 QQ 14.41 8.87 9 4?fi R2 XcN^. VALUE ^- ^ ^^^7^ ($) 3°5 930 358,016 70 /1OO QC "7.-1no,i./ "4 q CQQ\J)\J\J\J 3,977 o oca^TyC.n7v7 2,501 A <?7ft^ j\J 1 \J 4,853 ^^pH^^$434,621 406 552 $1,578.36 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance ^ [ Type of Review: 0 Complete Review Repetitive Fee ^1 RePeats D Other i—I Hourly Structural Only Hour* Esgil Plan Review Fee Comments: City Valuation (Footage) misrepresented by applicant. $1.492.12 $1,025.93 $883.88 $835.50 Sheet 1 of 1 macvalue.doc City of Carlsbad Public Works Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING/DDRE'SS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seeVthe^-attached report of deficiencies marked withJEfTlvlake necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date Date: Date: I 6 By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: ^ Date: AJTACH D Dedication Application D 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 U 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 92008^7314 • (76O) 6O2-272O • FAX (760) BUILDING PLANCHECK CHECKLIST /SHE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines Easements r F. G. H. I. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Existing or proposed irrigation service D D 2. Show on/site plan:, ,( err , 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 ^jdwelling units and apartment complexes are an exception. $? Sewer and water laterals should not be located within proposed driveways, per standards. . Include on title sheet: Site address ssessor's Parcel Number Legal Description -^— O& 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 PLANCHECK CKLST FORM.HOC Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2 . 3™ DISCRETIONARY APPROVAL COMPLIANCE D 4a. Project does not comply with the following Engineering Conditions of approval for_ . , » i A I s* j^ a S^ _J / >n _ / _ / y7 _ _ r /Project No._ 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS L"3 CD 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17.000 . pursuant to Carlsbad Municipal Code Section 18,40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ 82,000 . pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:\BUILDING PLANCHECK CKLST FORM doc 3RD BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: (Zl EH O 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $360 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: 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 adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 1 5. 1 6.01 0 of the Municipal Code. Q n 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. [J O 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: D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:\BUILDIN6 PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST O 7d .No Grading Permit required. D 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS D 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: D n 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 1 1 . H Required fees are attached Q 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 BUILDING PLANCHECK CHECKLIST iST ,ND jRD D • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 3. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water 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 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. CD CH 13. Additional Comments: F:\BUILDPNC PLANCHECK CKLST FORM Ooc ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. 0 Calculation based on building plancheck plan submittal. /IP / fZk. /7V^ Bldg. Permit No. (,Q 05 3->/UAddress: — *_->' ~T /—TP Prepared bv: T5o ^ate: lUtf/()5 Checked by:/ y EDU CALCULATIONS: List types and square footages for all uses. Types of Use: @>^V^_ Sq. Ft/Units: Types of Use: Sq. Ft/Units: Date: APT CALCULATIONS: List types and square footages for all uses. Types of Use: tyP^WjU Sq. Ft./Units: Types of Use: Sq. Ft/Units: EDU's: EDU's:. ADT's:. ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 'ARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: 2\ TRAFFIC IMPA8f' FEE AB^s/UNITS:X ABRIDGE AND THOROUGHFAR ADTs/UNITS: FSE/ADT (DIST. #1 -.693 DIST. #2 . FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: 5.$EWERFEE ~, EDU's: X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: DIST. #3. =$_ =$. x F£E/EDLL> EDU's:FEE/EDU: SKEWER LATERAL ($2,500) . DRAINAGE FEES PLDA_ ACRES: =$_ =$_ .: HIGH X FEE/AC: /LOW . POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION F:\FEE CALCULATION WORKSHEET.doc 1 of 2 Rev. 7/14/00 MEMORANDUM DATE: MAY 11, 1982 TO: DANIEL S. HENTSCHKE, ASSISTANT CITY ATTORNEY FROM: Tony Mata, Sr. Building Inspector SUBJECT: 1201 MAGNOLIA AVENUE The abandoned spetic tank at 1201 Magnolia Avenue has now been sand filled and water jetted and is now deemed safe and nonhazardous . I inspected site at 9:30 a.m. May 10, 1982. /TONY MATA \Sr. Build/ng Ins/ector TM/gl a sI 312 o. SAN DEGO COUNTY ASSESSORS MAP I 205 — 28 fN 1" = IOO' t>-12-95 BfKJOFnxKZOS -26 CHANGES aur 280 PRIOR APN IO 75* 76 n ffW/PN 75476 77-79 ST <3J" S^'*16 Wf 8O 63 2& ClffA/O, ;/69 2034 47tfii MAP MAP MAP 5608-GRECOURT TERRACE 5157- GLENVIEW ESTATES 1681 - THUM LANDS cc J $$~ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. Planner Chris Sexton APN: Address -380-70* Phone (760) 602-4624 /\ "• •'• _bc!_±^^a* ^^ *~^ ^—^ Lr Type of Project & Use:5?p (\CJ d nhLinTNat Project Density: 3. 3-, DU/AC General Plan:RjLOl__ Facilities Management Zone: / CFD (in/out) #_Date of participation:Remaining net dev acres:. CirdtOnt (For non-residential development: Type of land used created by tr permit: ) Leoend: E3 Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES NO *S~ TYPE ________ DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: ' Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. TYPE noinor (Ifi Pfor OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:_ __ __ Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YE CA Coastal Commission Authority? YES _ NO _ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (61 9) 767-2370 Determine status (Coastal Permit Required or Exempt): _ Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _ NO Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES v NO (Effective date of Inclusionary Housing Ordinance - May 21,1993.) Data Entry Completed? YES / NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: Ftovfl/01 D D D 1- Provide a fully dimensional site plan orawn 10 sca»e. onuw. .-.w.m «,,,„,., K.«, easements, existing and proposed structures, streets, existing street improvements, r^.,,-^.^ width, dimensional setbacks and existing topographical lines (including all side and rear val slopes). D D D 2. Provide legal description of property and assessor's parcel number. ODD Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES NO ODD 2. Project compiles YES. DD DD cran Zoning: 1. Setbacks: Front Interior Side: Street Side: Rear Top of slope: 2. Accessory structure set! Front Interior Side: Street Side: Rear Structure separation: 3. Lot Coverage: AlMK M Required <)~U Required IQ' Required Required & O ' Required backs: Required Required Required /"" Required S Required S Required "^ 7 Q/o Shown 90' Shown fi'3 (*'<+ Shown Shown c3Lfi ' Shown y Shown / Shown / Shown / Shown / Shown / Shown 00 A 1% t : ^jAf_,CrSXZ -j&UJCUi 4. Height:Required 30 'Shown. Spaces Required Shown.5. Parking: (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required - Shown. Additional Commei fl AiAjL. IMAfL. dk OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN«:OUNTERfll(lgP«nchhR«vChkta \ Order No. 700798-05 SCHEDULE A 1. The estate or interest in the land hereinafter described or referred to covered by this report is: A FEE, as to Parcel 1 AN EASEMENT as more fully described below, as to Parcels 2 and 3 2* Title to said estate or interest at the date hereof is vested in: THOMAS W. MILLER, an unmarried man 3. The land referred to in this report is situated in the State of Cali- fornia, County of San Diego, and is described as follows: SEE DESCRIPTION ATTACHED 0 700798-05 DESCRIPTION DESCRIPTION PARCEL 1: All that portion of TRACT 241 OF THUM LANDS, in the County of San Diego, State of California, according to the Map thereof No. 1681, filed in the Office of the Recorder of said San Diego County, December 9, 1915, described as follows: Commencing at the point of intersection of the centerline of Magnolia Avenue with the centerline of Adams Street; thence along the centerline of Adams Street, South 28° 39' East, a distance of 274.95 feet; thence North 61° 21' East a distance of 271.67 feet to the TRUE POINT OF BEGINNING; thence continuing North 61 *21' East 183 feet; thence South 28° 39' East a distance of 139.42 feet thence South 61° 211 West, a distance of 183 feet; thence North 28° 39' West a distance of 139.42 feet to the Point of Beginning. PARCEL 2: An easement and right of way 18 feet wide for use as a private road connecting the above described property with Magnolia Avenue, the Northeasterly line of said right of way coinciding with the Northwesterly extension of the Northeasterly line of said property. PARCEL 3: A right of way for road purposes over and across a strip of land 18.00 feet in width situated within TRACT 241 OF THUM LANDS, in the County of San Diego, State of California, according to the Map thereof No. 1681, filed in the Office of the Recorder of said San Diego County, December 9, 1915. Said 18.00 foot strip of land lying Northwesterly of and adjoining a line described as follows: Beginning at the Northwesterly corner of land conveyed to Janie E. Robirds by Deed dated May 29, 1941 and recorded in Book 1196, page 4 of Official Records, being a point on the centerline of Adams Street distant thereon South 28° 39' East 414.40 feet from its intersection with the centerline of Magnolia Avenue; thence North 61° 21* East along the Northwesterly line of said Robird's land and along the Northeasterly prolongation thereof, a distance of 271.67 feet to the Southwesterly corner of land conveyed to Alice C. Munroe .by Deed dated September 22, 1954 and recorded in Book 5398, page 526 of Official Records. The Northwesterly line of said 18.00 foot strip of land to terminate on the Northeast in the Southwesterly line of said Munro's land and on the Southwest in said centerline of Adams Street. Order No. 700*98-05 Schedule B Page 1 SCHEDULE B At the date hereof exceptions to coverage in addition to the printed Exceptions and Exclusions in the policy form designated on the face page of this Report would be as follows: 1. Property taxes, including any assessments collected with taxes, to be levied for the fiscal year 1988-1989 which are a lien not yet payable. 2. Property taxes* including any personal property taxes and any assessments collected with taxes, for the fiscal year 1987-1988. 1st Installment: $721.69 Open (Delinquent) Penalty: 72.17 2nd Installment: 721.69 Open Homeowners Exemption: None Land: $88,101.00 Improvements: $48,552.00 Personal Property: None Code Area: 09000 Assessment No: 205-280-08 3. Said property has been declared Tax-Defaulted for non-payment of delinquent taxes for the fiscal year 1985-1986, and subsequent years, if any. An estimate has been ordered to determine the amount necessary to redeem. 4. The Lien of Supplemental Taxes, if any, assessed'pursuant to the provisions of Chapter ,3.5 (commencing with Section 75) of the Revenue and Taxation Code of the State of California. 5. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: EDDIE L. WHATLEY AND YVONNE S. WHATLEY Purpose: Road Recorded: November 18, 1948 in Book 3021, page 424, Official Records Affects: The route thereof affects a portion of said land as more fully described in said document 6. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: EDDIE L. WHATLEY AND YVONNE S. WHATLEY Purpose: Water pipe line Recorded: November 18, 1948 in Book 3021, page 424, Official Records Affects: The route thereof affects a portion of said land as more fully described in said document Order No. 700J98-05 Schedule 6 Page 2 7. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: SAN DIEGO GAS & ELECTRIC COMPANY Purpose: Public utilities, ingress and egress Recorded: April 19, 1950 in Book 3588, page 61, Official Records Affects: The route thereof affects a portion of said land as more fully described in said document 8. An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: SAN DIEGO GAS & ELECTRIC COMPANY Purpose: Public utilities, ingress and egress Recorded: April 27, 1950 in Book 3599, page 376, Official Records Affects: Adjacent to the South line of said herein described property 9* An easement for the purpose shown below and rights incidental thereto as set forth in a document Granted to: SAN DIEGO GAS & ELECTRIC COMPANY Purpose: Public utilities, ingress and egress Recorded: April. 20, 1951 in Book 4065, page 83, Official Records Affects: The Northeasterly 10 feet 10. A deed of trust to secure an indebtedness in the amount shown below, and any other obligations secured thereby Amount: $95,000.00 Dated: June 10, 1981 Trustor: THOMAS W. MILLER, an unmarried man Trustee: CAL-WEST MORTGAGE CO., a California corporation Beneficiary: VIRGINIA H. DWYER, a widow Recorded: June 15, 1981 as File No. 81-185142, Official Records 11. A deed of trust to secure an indebtedness in the amount shown below, and any other obligations secured thereby Amount: $17,510.95 Dated: January 30, 1986 Trustor: THOMAS W. MILLER SARA MILLER Trustee: TRANSAMERICA TITLE INSURANCE CO. Beneficiary: TRANSAMERICA FINANCIAL SERVICES Recorded: February 6, 1986 as File No. 86-048273, Official Records 12. A pending court action as disclosed by a recorded notice. Plaintiff: LUZ MARIA HIPPE Defendant: ROBERT H. HIPPE, JR. County: Orange County Court: Superior Case No: D 27-76-88 Nature of Action: Claims, inter alia, a community property interest in the real property MAMH D SAM 01 £.00 COUNTY / MAK-ID 'O SAK OllfcO COUNTY ACStSSOR'i MAP B* 205 (>G 205-2S M \s ' IOO' </> 1).! O5i O § i= 1 o 5 *i P M«s«N s» "V ^er\>o w* NOTi !5*\*C •o '»*>5: % »s o «•?5 ftfc 5» r • —. "While -this plat is beli»v*d be correct, the Cc ::;-?::•.• artK> urring by MA? 5508 - GRECO'JRT TERRACE UAH C in '• • - n Leslie Erbe Design/Drafting 1175 Magnolia Avenue Carlsbad, Ca, 92008 (760) 802-3560 office (760) 434-8748 fax Transmittal Letter December 15,2005 To: City of Carlsbad Community Development Planning Department 1635 Faraday Drive Carlsbad, Ca 92008 Attn: Director of Planning Project: Hopkins Residence Addition Plan Check Number: 053518 PLANNING DEPARTMENT APPROVAL x /kit ___ DATE?/ DON NED, Assistant Plummy RECOMMENDED BY: DATE: f I'nnl N.ime Owners: John and Linda Hopkins Project Address: 1201 Magnolia Avenue Carlsbad, Ca 92008 Assessor's Parcel Number: 205-28-08 Director of Planning: I am submitting a written request for a sideyard swap for the subject project. I am requesting this in behalf of the current owner's, John and Linda Hopkins. Attached please find a site plan at l/8"=l'-0"scale for your information and for your records. Also attached please find a plot plan of the adjacent lots for reference. We are providing a 15'-2" sideyard on the north side of the building, where the requirement is 10'-0" (Maximum). Since we are providing 5'-2" more than is required on the north side, we are requesting that the sideyard on the south side of the building be reduced. The reduction would be taken from the 10'-0" (Maximum) requirement a distance of 5'-0", to provide a reduced sideyard setback of 5'-0" on the south side. The closest building currently located on the adjacent lot, (i.e. APN 205-28-09) is greater than 20'-0" away from the propery line. Thank you for your consideration regarding this request. PLANNING DEPARTMENT APPROVAL Respectfully, ^AGNOUA "/T S 61- 21' W 183.00' f PARCEL 5 : ACCESS & DRAINAGE EASEMENT 241.89' TO ADAMS ST. Existing Garage Existing Garage #2 1,221 SF SIDEYARD SWAP HOPKINS RESIDENCE SITE PLAN 01' 5' 10' 20'50' E^GSSI Structural Engineers Calculations for 5102A Hopkins Residence 1201 Magnolia Avenue Carlsbad, CA 92008 L-ERBE DESIGN 1175 Magnolia Avenue Carlsbad, CA 92008 Phone: 760-802-3560 Fax: 760-434-8748 ^GSSI Structural Engineers PROJECT ENGR SHEET GSSI NO. DATE ' F <S CJ- WALL- ^GSSI Structural Engineers PROJECT Hopkins Residence ENGR. G.Mifsud SHEET GSSINO. DATE 5102A ,2005 ./rf Z. V C?1- g^GSSI Structural Engineers PROJECT Hopkins Residence SHEET ^ GSSINO. 5102A ENGR. G.Mifsud DATE ,2005 >I ! A Hi.'fir e, @L •...iu. -4:-i f h~* vw PROJECT Hopkins Residence Structural Engineers SHEET 1 GSSINO. 5102A ENGR. G.Mifsud DATE ,2005 «il %-1\ c/ikl" . el .c&fiU 4 • /e»j ei fc; g^GSSI Structural Engineers PROJECT Hopkins Residence SHEET £j> GSSINO. 5102A ENOR. G.Mifsud DATE ,2005 /l." r ; ; /*f—" \ i gs' Structural Engineers Project: Hopkins Residence Engr: G.M Sheet GSSI No. 5102A. Date 11/15/2005. Stud Grade = D.F. #1 Fc = 1400 psi Fb = 1000 psi E 1,800,000 psi c'= 0.3 KcE = le/d, max = Wind = w, wind = Ce = Cq = qs = Axial load = Moment = 0.3 50 0 17.4 psf 1.06 1.3 12.6 1.00 265 Ibs/ft 425 ft-lbs/stud Stud Wall Design 2001 CBC, section 2307.3 Stud height = Stud spacing = Stud Size = Width = Depth = le/d = Fc' = FCE = fc = 14 ft. 12 inches on center 2x6 1.5 inches 5.5 inches 31 < le/d, max OK! 483 psi 579 psi 32 psi < FcE OK! Fb'= 1300 psi fb = 675 psi ratio = (fc/Fc')A2+fb/(Fb'(1-(fc/FcE))<= 1.00 fc = P/A < FCE fb= M*12/(b*dA2/6) Fb1 = Fb*Cm*Cf FCE = KcE*E*Cm/(h/d)A2 0.00 Use 0.34 = 0.35 < 1.00 Okay 2 x 6 studs @ 12 in o/c Deflection allowable L/ = 360 = 0.47 inches Deflection = 0.40 Deflection OK Fc' = Fc*((1 +(FcE/Fc))/(2*c')-sqrt(((1 +(FcE/Fc))/(2*c'))A2-(FcE/Fc)/c')) Pall= A * F'c*Cd*Cm*Cf Load Duration Factor Duration, Cd= 1.60 Wet Use Factor for Fc Wet Use, Cm = 1.00 Wet Use Factor for E Wet Use, Cm = 1.00 Wet Use Factor forFb Wet Use, Cm = 1.00 Size Factor for Fb Size Factor, Cf = 1.30 Size Factor for Fc' Size Factor, Cf = 1.10 1.00 for normal, 1.6 for wind, 1.33 for seismic 1.00 @ normal conditions and 0.80 @ exposed conditions 1.00 @ normal conditions and 0.90 @ exposed conditions 1.00 @ normal conditions and 0.85 @ exposed conditions 1.5 @ 2x4, 3x4, 4x4, 1.3 @ 2x6, 3x6, 4x6, 4x8, 1.2 @ 2x8, 3x8, 4x10 1.1 @ 2x10,3x10,4x12, 1.0@2x12, 3x12 1.15 @ 4 inch deep members, 1.1 @ 6 inch deep members, 1.05 @ 8 inch deep members, 1.0 @ 10 and 12 inch deep members Page 1 : ^GSSI ,m Structural Engineers SHEET L\ -o- g^GSSi Structural Engineers PROJECT Hopkins Residence SHEET L- 1- OSSINO. 5102A ENGR. G.Mifsud DATE ,2005 A=>f> i(j>.:..?. H . ^fff x/ Si M ^GSSI Structural Engineers PROJECT Hopkins Residence SHEET <•- / GSSINO. 5102A ENGR. G.Mifsud DATE ,2005 V '"£ ^••• V * Y oca ^GSSI Structural Engineers PROJECT Hopkins Residence SHEET L- j GSSINO. 5102A ENGR. G.Mifsud DATE ,2005 m «l •« <?-/i(f/«4yt>.-' ' V- ' /0\ PROJECT Structural Engineers ENGR SHEET GSSI NO. DATE - I ' _ £>. ^GSSI Structural Engineers PROJECT Hopkins Residence SHEET <•- •& GSSINO. 5102A ENGR. G.Mifsud DATE ,2005 - /! >y ........... f dp. K (JL ^^ I PROJECT Hopkins Residence Structural Engineers SHEET L-l GSSINO. 5102A ENOR. G.Mifsud DATE ,2005 c-~. ,*£• >.6 T- •w-4 I?-? /<* lrJ» g^GSSI Structural Engineers PROJECT Hopkins Residence I <?>SHEET L & GSSINO. 5102A ENGR. G.Mifsud DATE ',2005 *l HI ' yH /s4<4''' 1*1,* "HO <£. I 4 ^GSSI Structural Engineers 5 102 A g^GSSI Structural Engineers Project: Hopkins Residence Engr: G. Mifsud Sheet No. Project No.: 5102A Date: 8/8/2005 Joist and Beam Capacities 2 x Joists Av = 95 psi Fb = 850 psi Nominal Width Depth 2 2 2 2 2 2 4 6 8 10 12 14 Actual Width Depth 1.5 1.5 1.5 1.5 1.5 1.5 3.5 5.5 7.25 9.25 11.25 13.25 Cf 1.5 1.3 1.2 1.1 1 0.9 Area 5.3 8.3 10.9 13.9 16.9 19.9 Section Modulus 3.1 7.6 13.1 21.4 31.6 43.9 Moment of Inertia 5.4 21 48 99 178 291 Shear Vr.floor 333 523 689 879 1,069 1,259 Moment Mr.floor 325 696 1,117 1,667 2,241 2,798 Shear Vr,roof 416 653 861 1,098 1,336 1,573 Moment Mr.roof 407 870 1,396 2,083 2,802 3,498 4 x Beams Av = 95 psi Fb= 1000 psi Nominal Width Depth 4 4 4 4 4 4 4 4 6 8 10 12 14 16 Actual Width Depth 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 5.5 7.25 9.25 11.25 13.25 15.25 Cf 1.5 1.3 1.3 1.2 1.1 1 1 Area 12.3 19.3 25.4 32.4 39.4 46.4 53.4 Section Modulus 7.1 17.6 30.7 49.9 73.8 102.4 135.7 Moment of Inertia 12.5 49 111 231 415 678 1034 Shear Vr.floor 776 1,219 1,607 2,050 2,494 2,937 3,380 Moment Mr.floor 893 1,912 3,322 4,991 6,768 8,534 11,305 Shear Vr.roof 970 1,524 2,009 2,563 3,117 3,671 4,226 Moment Mr,roof 1,117 2,390 4,152 6,239 8,459 10,668 14,131 6 x Beams Av = 85 psi Fb = 1350 psi Nominal Width Depth 6 6 6 6 6 6 6 6 8 10 12 14 16 18 Actual Width Depth 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 7.5 9.5 11.5 13.5 15.5 17.5 Cf 1 1 1 1 0.98 0.97 0.96 Area 30.3 41.3 52.3 63.3 74.3 85.3 96.3 Section Modulus 27.7 51.6 82.7 121.2 167.1 220.2 280.7 Moment of Inertia 76.3 193 393 697 1128 1707 2456 Shear Vr.floor 1,916 2,613 3,309 4,006 4,703 4,831 5,454 Moment Mr.floor 3,120 5,801 9,307 13,638 18,419 24,033 30,319 Shear Vr,roof 2,143 2,922 3,701 4,480 5,259 6,039 6,818 Moment Mr.roof 3,899 7,251 11,634 17,048 23,023 30,041 37,898 2x 4x 6x Beams.xls Structural Engineers Project: Hopkins Residence Engineer: G. Mifsud Sheet: Project No. 5102A. Date: 8/8/2005 5 1/8" Glue Laminated Beams Width = 5.125 inches Lumber wt. = 35 psf Fb = Fv = 2000 psi 165 psi E= 1.8E+06psi Cd,roof= 1.25 Depth Area Sx Cf Sx*Cf I W,beam inches inA2 inA3 inA3 inA4 plf 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5. 36.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5 48.0 49.5 51.0 52.5 54.0 61.5 69.2 76.9 84.6 92.3 99.9 107.6 115.3 123.0 130.7 138.4 146.1 153.8 161.4 169.1 176.8 184.5 192.2 199.9 207.6 215.3 222.9 230.6 238.3 246.0 253.7 261 A 269.1 276.8 123 156 192 233 277 325 377 432 492 555 623 694 769 848 930 1017 1107 1201 1299 1401 1507 1616 1730 1847 1968 2093 2222 2354 2491 1.00 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.93 0.92 0.91 0.91 0.90 0.90 0.89 0.89 0.89 0.88 0.88 0.87 0.87 0.87 0.86 0.86 0.86 0.85 0.85 0.85 0.85 123 154 187 224 265 308 354 403 456 511 569 630 694 761 831 904 980 1058 1140 1224 1311 1401 1493 1589 1687 1788 1892 1998 2107 738 1051 1441 1919 2491 3167 3955 4865 5904 7082 8406 9887 11531 13349 15348 17538 19926 22522 25334 28371 31642 35154 38918 42941 47232 51800 56653 61800 67250 15 17 19 21 22 24 26 28 30 32 34 36 37 39 41 43 45 47 49 50 52 54 56 58 60 62 64 65 67 Floor MX ft-k 21 26 31 37 44 51 59 67 76 85 95 105 116 127 139 151 163 176 190 204 218 233 249 265 281 298 315 333 351 V kips 6.8 7.6 8.5 9.3 10.1 11.0 11.8 12.7 13.5 14.4 15.2 16.1 16.9 17.8 18.6 19.4 20.3 21.1 22.0 22.8 23.7 24.5 25.4 26.2 27.1 27.9 28.8 29.6 30.4 Roof MX V ft-k kips 26 32 39 47 55 64 74 84 95 106 119 131 145 159 173 188 204 220 237 255 273 292 311 331 351 373 394 416 439 8.5 9.5 10.6 11.6 12.7 13.7 14.8 15.9 16.9 18.0 19.0 20.1 21.1 22.2 23.3 24.3 25.4 26.4 27.5 28.5 29.6 30.7 31.7 32.8 33.8 34.9 35.9 37.0 38.1 Depth inches 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 25.5 27.0 28.5 30.0 31.5 33.0 34.5 36.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5 48.0 49.5 51.0 52.5 54.0 BF 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 5 GLB.XLS 5 GLB.XLS ^GSSI Structural Engineers Project: Hopkins Residence Engineer: G. Mifsud Sheet: Project No. 5102A. Date: 8/8/2005 3 1/8" Glue Laminated Beams Width = 3.125 inches Lumber wt. = 35 psf Fb = Fv = 2000 psi 165 psi E= 1.8E+06 psi Cd,roof= 1.25 Depth Area Sx Cf Sx*Cf I W, beam inches inA2 inA3 inA3 inA4 plf 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 31.5 33.0 •:'3isi :-3l<rW 37.5 ' •;.|&.0:! 40.5 :||*tf:1 43.5 45.0 46.5 48.0 49.5 51.0 52.5 "' 54.0 18.8 23.4 28.1 32.8 37.5 42.2 46.9 51.6 56.3 60.9 65.6 70.3 75.0 98.4 103.1 1018 112.5 117.2 121.9 126.6 "•'''ills*' 135.9 140.6 145.3 150.0 154.7 159.4 164.1 168.8 19 29 42 57 75 95 117 142 169 198 230 264 300 517 567 620 675 ii?3I'> !-7Sfh "Jisi :> •IMf ' 986 1055 1126 1200 1276 1355 1436 1519 1.08 1.05 1.03 1.01 1.00 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.93 0.90 0.89 0.89 0.89 0.88 •fl.88 0.87 -0.87 0.87 0.86 0.86 0.86 0.85 0.85 0.85 0.85 20 31 44 58 75 94 114 137 161 188 216 246 278 464 507 '*551*i;' 597 :,:;«s645l 695 746 * 799 »854| ••:• 911 969 1029, 1090 1154 J1218 1285 56 110 190 301 450 641 879 1170 1519 1931 2412 2966 3600 8140 9359 10694 12150 13733 15448 17300 19294 21436 23730 26183 28800 31585 34545 37683 41006 5 6 7 8 9 10 11 13 14 15 16 17 18 24 25 26 =? 27 28 30 31 !32 '; •••-33 ' |'J j34 ;,; 35 36 38 39 * 40 41 Floor MX ft-k 3 5 7 10 13 16 19 23 27 31 '36 41 46 77 84 92 100 108 116 124 133 142 § 152 161 171 182 192 203 214 V kips 2.1 2.6 3.1 3.6 4.1 4.6 5.2 5.7 6.2 6.7 7.2 7.7 8.3 "W^( *'"'ilBF. il.lf; 12.4 12.9 13.4 13.9 •: : ::lf!4T? 15.0 t|j|l| 16-0 16.5 17.0 17.5 18.0 18.6 Roof MX V ft-k kips 4 6 9 12 16 20 24 29 34 39 45 51 58 97 106 115 124 145 155 "167 , 178 190 202 214 227 246 254 268 2.6 3.2 3.9 4.5 5.2 5.8 6.4 7.1 7.7 8.4 9.0 9.7 10.3 13.5 :;S14.21' 14.8 15.5 16.1 ! lei;/; | j -||- 18.0 18.7 19.3 20.0 20.6 21.3 21.9 22.6 * 23.2 Depth inches 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 31.5 , 33.0 34.5 ^6.0 37.5 39.0 40.5 42.0 43.5 45.0 46.5 48.0 49.5 '5"'Si.Ori;:' :-52.5, 54.0 BF 4 5 6 7 8 9 10 11 12 13 14 15 16 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3 GLB.XLS 3 GLB.XLS Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY March 30,2006 Project No. 041766-001 To: Mr. John Hopkins 1201 Magnolia Avenue Carlsbad, California 92008 Subject: Second Geotechnical Foundation Plan Review, 1201 Magnolia Avenue, Carlsbad, California References: Leighton and Associates, 2005, Geotechnical Update and Foundation Plan Review, 1201 Magnolia Avenue, Carlsbad, California, Project No. 041766-001, dated October 5,2005 L-Erbe Design, 2005, Foundation Plans, Hopkins Residence, 1201 Magnolia Avenue, Carlsbad, CA 92008, Sheets T-l, Al-0, AS-0, AS-1, A-1R, Al-Rdim, A-2R through A-9R, A-1S, A-2S, S-0, S-0.1, S-l, S-2, SD-1 SD-2, AD-1, AD-2, SP-1, and T-24, dated October 12,2005, revised December 16,2005 In accordance with your request, we have performed a review of the referenced foundation plans prepared by L-Erbe Design dated December 16, 2005 (L-Erbe, 2005) for the proposed development of 1201 Magnolia Avenue in Carlsbad, California. The purpose of our geotechnical plan review was to evaluate if the plans were prepared in general accordance with the project preliminary foundation design recommendations which have been presented in our referenced report (Leighton, 2005). Based on our geotechnical review of the foundation plans and project geotechnical report (referenced above), the foundation plans appear to have been prepared in general accordance with the project geotechnical recommendations. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Senior Project Engineer V iK. b Distribution: (6) Addressee Randall K. Wagner, CEG 1612 Senior Associate Geologist 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030 « Fax 858.292.0771 » www.leightongeo.com GEOTECHNICAL UPDATE AND FOUNDATION PLAN REVIEW, 1201 MAGNOLIA AVENUE, CARLSBAD, CALIFORNIA Prepared for: Mr. John Hopkins 1201 Magnolia Avenue Carlsbad, California 92008 Project No. 041766-001 October 5, 2005 Leighton and Associates, Inc. JL A LEIGHTON GROUP COMPANY urn Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY October 5, 2005 Project No. 041766-001 To: Mr. John Hopkins 1201 Magnolia Avenue Carlsbad, California 92008 Subject: Geotechnical Update and Foundation Plan Review, 1201 Magnolia Avenue, Carlsbad, California Introduction In accordance with your request and authorization, this report has been prepared to provide an updated summary of the geotechnical conditions and to provide foundation design recommendations relative to the proposed development located at 1201 Magnolia Avenue in Carlsbad, California. The purpose of our geotechnical update evaluation is to review the existing site conditions and the project geotechnical report (Barry, 1991) and provide additional or addendum geotechnical recommendations (including foundation design considerations) for the proposed development of the site. As part of our update evaluation, we have also geotechnically reviewed the structural foundation plans prepared by L-Erbe Design, dated August 15, 2005 (L- Erbe, 2005). Proposed Development Based on our understanding, the proposed development of the site will consist of a 1-story 2,936 square-foot residential addition and a 640 square-foot studio addition. The existing residential structure will be demolished; however, the two existing garages (totaling 1,759 square-feet) will remain. We also understand that the proposed residential addition will have a raised wood floor on a stem wall foundation while the studio addition and the wine cellar will have a conventional slab- on-grade foundation. 3934 Murphy Canyon Road, Suite B205 • San Diego, CA 92123-4425 858.292.8030" Fax 858.292.0771 •www.leightongeo.com 041766-001 Faulting/Seismicity Our discussion of faults on the site is prefaced with a discussion of California legislation and policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault that has had surface displacement within Holocene time (about the last 11.000 years). The state geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Fault Zones Act of 1972 and as most recently revised in 1997 (Hart, 1997). The intent of this act is to assure that unwise urban development and certain habitable structures do not occur across the traces of active faults. The subject site is not included within any Earthquake Fault Zones as created by the Alquist-Priolo Act. Our review of available geologic literature indicates that there are no known major active faults on or in the immediate vicinity of the site (Appendix A). The nearest known active regional fault is the Rose Canyon Fault Zone located approximately 4.3 miles (6.9 kilometers) west of the site (Blake, 2000). The site can be considered to lie within a seismically active region, as can all of Southern California. Table 1 identifies potential seismic events that could be produced by the maximum moment magnitude earthquake. A maximum moment magnitude earthquake is the maximum expectable earthquake given the known tectonic framework. Site-specific seismic parameters included in Table 1 are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations as generated by the deterministic fault modeling software EQFault. The peak ground accelerations reported in Table 1 were obtained by averaging the results from the Boore (1997) attenuation equations for rock and soil sites. The principal seismic considerations for most structures in southern California are surface rupturing of fault traces and damage caused by ground shaking or seismically induced ground settlement. Because of the lack of known active faults on the site, the potential for surface rupture at the site is considered low. The seismic hazard most likely to impact the site is ground-shaking resulting from an earthquake on one of the major regional faults. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and design parameters of the Structural Engineers Association of California. -2-Leighton 041766-001 Table 1 Deterministic Seismic Hazard Analysis Potential Causative Fault/Fault Zone Rose Canyon Newport - Inglewood Coronado Bank Elsinore-Julian Distance from Fault to Site(1) (miles) 4.3 7.8 20.1 25.2 Slip Rate(2) (mm/yr) 1.5 1.5 3.0 5.0 Maximum Moment Magnitude'" (Mvv) 7.2 7.2 7.6 7.1 Horizontal Ground Acceleration at Mean Confidence(1) (g) 0.40 0.27 0.18 0.12 Standard Deviation (g) 0.27 0.18 0.12 0.08 (1) Blake, 2000 (2)CDMG, 1996 Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction, and dynamic settlement. Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Because of the relatively dense nature of the underlying formational material and lack of a shallow permanent groundwater table, it is our opinion that the potential for liquefaction or seismically induced dynamic settlement at the site due to the design earthquake is very low. Hazards from seiches and tsunamis are not present as the site is located away from the immediate coastal area and there are no large standing bodies of water near the site. Findings and Conclusions In August 2005, a representative of Leighton and Associates performed a site visit to observe the existing geotechnical conditions of the site. Based on our site visit and review of the project geotechnical report (Barry, 1991), the subject lot has not significantly changed since the preliminary investigation was performed. The following items were noted: • The location of the proposed improvements appears to consist of a thin veneer of topsoil underlain by sandy Quaternary-aged terrace deposits. Prior grading activities do not appear to be present; however, we understand that the existing residence has only recently been hooked up to -3- 4 Leighton 041766-001 a sewer system, and therefore, a buried septic tank and leach field may be present within the limits of the proposed improvements. • The existing topography of the site is gently sloping to the west/southwest. Anticipated grade differences across the proposed improvements appear to be less than 2 to 3 feet. Minimal grading will be required to construct the proposed improvements. • Based on our professional experience on sites in the general vicinity and our review of the project preliminary geotechnical investigation report (Barry, 1991), the on-site soils possess a very low to low expansion potential and a negligible soluble sulfate content. • Groundwater was not encountered during the preliminary investigation (Barry, 1991) nor was any observed during our current update evaluation. • The closest active fault to the site is the Rose Canyon Fault Zone located 4.3 miles to the west. • Based on the previous subsurface exploration by others (Barry, 1991) and our of analysis of the existing geotechnical conditions at the site, liquefaction or seismically induced dynamic settlement potential at the site is considered very low. In conclusion, it is our opinion that the site located at 1201 Magnolia Avenue is suitable for the intended residential use provided the recommendations presented herein are incorporated into the design and construction of the proposed improvements. — Recommendations "iSS* The following recommendations should be followed during the design and construction of the """ proposed improvements: «mr 1) Earthwork tmr Earthwork at the site should be performed in accordance with the City of Carlsbad Grading Ordinances, the General Earthwork and Grading Specifications presented in Appendix B and ""* the following recommendations. The recommendations contained in Appendix B are general <*» grading specifications provided for typical projects. Some of the recommendations may not be strictly applicable to this project. The specific recommendations contained in the text of this """ report supersede the general recommendations in Appendix B. <•* • Site Preparation: Prior to the grading of areas to receive fill or engineered structures, the 4I* areas should be cleared of surface and subsurface obstructions, including any existing «* vegetation (including tree roots) or debris, and unsuitable material (such as topsoil and weathered formational material). Vegetation and debris should be properly disposed of off site. MM Leighton 041766-001 • Removals and Recompaction: The topsoil and weathered formational soils that are present on site are potentially compressible in their present state and may settle under the surcharge "** of fills or foundation loadings. In areas that will receive fill soils or that will support (-k settlement-sensitive structures or other improvements, these soils should be removed to competent material (as determined by the geotechnical consultant), moisture-conditioned, "* and recompacted to a minimum 90 percent relative compaction (based on American ,„ Standard of Testing and Materials [ASTM] Test Method D1557). IV Provided that the stem wall foundation is founded on competent formational material, .• removals of the topsoil and weathered formational material are not needed within the limits m of the stem wall foundation. «•» The removal limit should be established by a 1:1 projection from the edge of the fill soils m or improvements downward and outward to competent material identified by the geotechnical consultant. Fill soils should be free of debris and organic materials (trees, ""* shrubs, stumps, roots, leaves, and mulch derived from vegetation). As encountered during ,„ the preliminary geotechnical investigation, the on-site topsoil was generally less than 12 inches in thickness, although localized deeper areas may be encountered. Actual depths """ and limits of the removals should be evaluated by the geotechnical consultant during m grading. """ • Fill Placement and Compaction: The onsite soils are generally suitable for use as ,„ compacted fill, provided they are free of organic materials and debris. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, """ brought to above optimum moisture content, and recompacted to at least 90 percent U* relative compaction (based on ASTM Test Method D1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction "~ equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches w. in thickness. Fill soils should be placed at a minimum of 90 percent relative compaction (based on ASTM Test Method D1557) at a minimum of optimum moisture content. '"* Placement and compaction of fill should be performed in accordance with local grading •>»> ordinances under the observation and testing of the geotechnical consultant. «* 2) Conventionally-Reinforced Slab-on-Grade Foundation Design """ Assuming that the on-site soils are in the very low to low expansion potential range., the «• proposed slab-on-grade portions of the proposed development may be constructed with a conventional foundation. Please note that our recommendations are considered minimum '*** criteria for the structural integrity of the foundation. That is, in utilizing these «• recommendations, foundation deflections should be within tolerable structural limits. The structural engineer/architect should review these recommendations to ensure that the foundation is designed for the acceptable deflection of the structure. The conventionally -5- 4 Leighton 041766-001 reinforced foundation should be designed and constructed in accordance with the recommendations contained in Table 2 based on a low expansion potential. Table 2 Minimum Foundation And Slab Design Recommendations For A Conventionally Reinforced Foundation 1 -Story Footings (See Note 1) Minimum Footing Width Living Area Floor Slabs (See Notes 2, 3 and 4) Presoaking of Living Area (Sec Note 5) Allowable Bearing Capacity Expected Foundation Deflection: UBC Expansion Index Less than 50 Very Low to Low Expansion All footings 12 inches deep. Reinforcement for continuous footings: two No. 4 bar top and bottom. Continuous: 12 inches for 1 -story. Isolated column: 24 inches (18 inches deep minimum). Minimum 4 inch thick slab with No. 3 bars @ 1 8 inches on center, each way (at midheight) on 2 inches clean sand over 6-mil plastic sheeting moisture barrier over 2 inches clean sand. Optimum moisture content to a depth of 6 inches. 2.000 pounds per square foot (one-third increase for short term loading). 1/2 inch in 50 feet. Notes: ( 1 ) Depth of interior or exterior footing to be measured from lowest adjacent finish grade or drainage swale flow line elevation. (2) Living area slabs should be tied to the footings as directed by the structural engineer. (3) 6-mil plastic sheeting is acceptable. Equivalents are acceptable. All laps and penetrations should be sealed. (4) Sand base should have a Sand Equivalent of 30 or greater (e.g. washed concrete sand). (5) The recommendations presented above assume that proper maintenance irrigation and drainage are maintained around the structure. The vapor barrier recommended in Table 2 should be sealed at all penetrations and laps. Moisture vapor transmission may be additionally reduced by use of concrete additives. Moisture barriers can retard but not eliminate moisture vapor movement from the underlying soils up through the slabs. We recommend that the floor covering installer test the moisture vapor flux rate prior to attempting applications of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slip-sheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. -6- € Leighton 041766-001 Our experience indicates that use of reinforcement in slabs and foundations will generally reduce the potential for drying and shrinkage cracking. However, some cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often aggravated by a high water content, high concrete temperature at the time of placement, small nominal aggregate size, and rapid moisture loss due to hot, dry and/or windy weather conditions during placement and curing. Cracking due to temperature and moisture fluctuations can also be expected. The use of low water content concrete can reduce the potential for shrinkage cracking. 3) Lateral Earth Pressures and Stem Wall/Retaining Wall Design Considerations The recommended lateral pressures for very low to low expansive soil (expansion index less than 50 per CBC 18-I-B) and level or sloping backfill are presented on Table 3. Table 3 Lateral Earth Pressures Active At-Rest Passive Equivalent Fluid Weight (pcf) Level Backfill 35 55 350 2:1 Sloping Backfill 60 65 350 Embedded structural walls should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall can yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at-rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case of walls founded above the static ground water and backfilled with import soils of very low to low expansion potential or the onsite soils is provided in Table 3. The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects from the adjacent structures should be evaluated by the geotechnical and structural engineer. All retaining wall structures should be -7- 4 Leighton 041766-001 provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated in Appendix B. For sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. In combining the total lateral resistance, the passive pressure or the frictional resistance should be reduced by 50 percent. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic loads. The horizontal distance between foundation elements providing passive resistance should be a minimum of three times the depth of the elements to allow full development of these passive pressures. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. Wall back-cut excavations should be made in accordance with the applicable OSHA requirements. The backfill soils (having an expansion index less than 50 per CBC 18-I-B) should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The walls should be constructed and backfilled as soon as possible after back-cut excavation. Prolonged exposure of back-cut slopes may result in some localized slope instability. Footings for stem walls or retaining walls may be founded on either entirely in properly compacted fill or a minimum of 12 inches into competent formational material. The minimum embedment should be at least 18 inches below lowest adjacent grade. At this depth, an allowable bearing capacity of 2,000 psf may be assumed. 4) Seismic Design Parameters The site lies within Seismic Zone 4, as defined in the CBSC, 2001 edition. The nearest known active fault is the Rose Canyon Fault Zone, which is considered a Type B seismic source and is located approximately 4.3 miles west of the site. The following data should be considered for the seismic analysis of the proposed structure: • Soil Profile Type (Table 16A-J) = SD • Seismic Zone (Figure 16A-2), Z = 0.4 • Slip Rate, SR, (Table 16A-U) = 1.5 mm per year (CDMG, 1996), based on the Rose Canyon Fault Zone • Maximum Magnitude: 7.2 • Seismic Source Type (Table 16A-U) = B • Near Source Factor Na = 1.0 (Table 16A-S) • Near Source Factor Nv = 1.1 (Table 16A-T) ~8~ Leighton 041766-001 5) Slab Subgrade Moisture Conditioning The slab subgrade soils underlying the conventional foundation system should be presoaked in accordance with the recommendations presented in Table 4 prior to placement of the moisture barrier and slab concrete. The subgrade soil moisture content should be checked by a representative of Leighton and Associates prior to slab construction. Table 4 Presoaking Recommendations Based on Finish Grade Soil Expansion Potential Expansion Potential (UBC 18-I-B)Presoaking Recommendations Very Low to Low Optimum moisture content to a depth of at least 12 inches 6) Cement Type for Construction Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as "sulfate attack". We anticipate that the on-site soils should possess a negligible potential to attack normal concrete. As a result, the onsite concrete design mix can be designed for a negligible potential of sulfate attack and follow the recommendations presented in Table 19-A-4 of the 2001 edition of the CBC. Laboratory testing of the actual finish grade soils on the lot upon completion of the grading operations should be performed to confirm the sulfate attack potential. 7) Concrete Flatwork Concrete hardscape (including the courtyard) should be designed by the project architect and should have a minimum thickness of 4 inches. The project architect should also design the expansion joints. The expansion joint layout should be as square as possible with the joints at maximum intervals of 10 feet or less. For all concrete flatwork, the upper 6 inches of subgrade soils should be moisture conditioned to at least optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. -9-Leighton 041766-001 8) Control of Surface Water and Drainage Control Surface drainage should be carefully taken into consideration during precise grading, landscaping, and construction. Positive drainage (e.g., roof gutters, downspouts, area drain, etc.) should be provided to direct surface water away from the structure and towards the street or suitable drainage devices. Ponding of water adjacent to the structure should be avoided; roof gutters, downspouts, and area drains should be aligned so as to transport surface water to a minimum distance of 5 feet away from the structure. The performance of structural foundation is dependent upon maintaining adequate surface drainage away from the structure. Water should be transported off the site in approved drainage devices or unobstructed swales. We recommend that the minimum flow gradient for the drainage be 1 percent for area drains and paved drainage swales and 2 percent for unpaved drainage swales and within 5 feet of structures (sloping away). Unpaved swales may have a minimum flow gradient of 1 percent if used in conjunction with area drains; however, swales with only 1 percent gradient should not be constructed within 5 feet of buildings. In places where the prospect of maintaining the minimum recommended gradient for the drainage swales and the construction of additional area drains is not feasible, provisions for specific recommendations to the homeowners may be necessary, outlining the importance of maintaining positive drainage to streets. The impact of heavy irrigation or inadequate runoff gradient can create perched water conditions, resulting in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a residential structure and improvements, moisture content of the soils surrounding the structure should be kept as relatively constant as possible. 9) Landscaping and Post-Construction Landscaping and post-construction practices exert significant influences on the integrity of structures. Improper landscaping and post-construction practices, which are beyond the control of the geotechnical engineer, are frequently the primary cause of distress to these structures. Recommendations for proper landscaping and post-construction practices are provided in the following paragraphs within this section. Adhering to these recommendations will help in minimizing distress due to expansive soils, and in ensuring that such effects are limited to cosmetic damages, without compromising the overall integrity of proposed structures. Initial landscaping should be done on all sides adjacent to the foundation of a structure or associated improvements, and adequate measures should be taken to ensure drainage of water away from the foundation or improvement. If larger, shade providing trees are desired, such trees should be planted away from structures or improvements (at a minimum distance equal to -10- 4 Leighton 041766-001 half the mature height of the tree) in order to prevent penetration of the tree roots beneath the foundation of the structure or improvement. Locating planters adjacent to buildings or structures should be avoided as much as possible. If planters are utilized in these locations, they should be properly designed so as to prevent fluctuations in the moisture content of the subgrade soils. Planting areas at grade should be provided with appropriate positive drainage. Wherever possible, exposed soil areas should be above paved grades. Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as catch basins and drains, are made. Adequate drainage gradients, devices, and curbing should be provided to prevent runoff from adjacent pavement or walks into planting areas. Watering should be done in a uniform, systematic manner as equally as possible on all sides of the foundation, to keep the soil moist. Irrigation methods should promote uniformity of moisture in planters and beneath adjacent concrete flatwork. Overwatering and underwatering of landscape areas must be avoided. Areas of soil that do no have ground cover may require more moisture, as they are more susceptible to evaporation. Ponding or trapping of water in localized areas adjacent to the foundations can cause differential moisture levels in subsurface soils and, therefore, should not be allowed. Trees located within a distance of 20 feet of foundations would require more water in periods of extreme drought, and in some cases, a root injection system may be required to maintain moisture equilibrium. During extreme hot and dry periods, close observations should be carried out around foundations to ensure that adequate watering is being undertaken to prevent soil from separating or pulling back from the foundation. 10) Construction Observation and Testing The geotechnical consultant should perform construction observation and testing during the grading operations, future excavations, and foundation or retaining wall construction at the site. Additionally, footing excavations should be observed and moisture determination tests of the slab subgrade soils should be performed by the geotechnical consultant prior to the pouring of concrete. -11- 4 Leighton 041766-001 Foundation Plan Review As part of our update evaluation we have reviewed the preliminary foundation plans for the project prepared by L-Erbe Design, dated August 15, 2005 (L-Erbe, 2005). Based on our review of the foundation plans and project geotechnical report (Appendix A), the foundation plans appear to have been prepared in general accordance with the project geotechnical recommendations with the following notes: • General Comment: This update report, as well as the soil bearing capacity and the appropriate 2001 CBC seismic parameters utilized in the foundation design, should be referenced on the foundation plans. • Sheet AS-1, General Note: Surface drainage away from the building/foundation should be a minimum of 2 percent for a distance of at least 5 feet. • Sheet S-0, Foundation Note 2.1; Sheet S-l Legend: Typical Perimeter or Intermediate Continuous Footing; and Sheet SD-1 Details 2, 3, 4. 6, 7. 8. 10, and 12: All footings should be reinforced with two No. 4 rebar top and bottom. • Sheet S-l, Legend: Concrete Slab: The studio and wine cellar slabs (i.e. slabs on finish grade) should be reinforced with No. 3 rebar at 18 inches on center each. • Sheet SD-1, Detail 2 Perimeter Foundation/Stem Wall at Courtyard: Foundation footings that are retaining more than 6 inches of fill (i.e. the stem wall along the courtyard) should be designed for the appropriate lateral earth pressures. • Sheet SD-1, Detail 9: The slab should be underlain by 2 inches of sand over a 6-mil moisture barrier over 2 inches of sand. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and/or tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. -12-Leighton 041766-001 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. .at William D. Olson, RCE 45283 Senior Project Engineer Randall K. Wagner, CEG 1612 Senior Associate Geologist Attachments: Appendix A - References Appendix B - General Earthwork and Grading Specifications Distribution: (6) Addressee CERTIFIED ENGINEERING GEOLOGIST -13- 4 Leighton 041766-001 APPENDIX A References ™* Barry and Associates, 1991, Preliminary Geotechnical Investigation, Proposed Single-Family :ms Residence, 1201 Magnolia Avenue, Carlsbad, California, dated May28, 1991. "* Blake, 2000, EQFAULT, Version 3.00. m California Building Standards Commission (CBSC), 2001, California Building Code, Volumes 1 "* and 2. MB California Division of Mines and Geology (CDMG), 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open File Report 96-08. W , 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special *"* Publication 117, March 13, 1997. <M , 1998, Maps of Known Active Faults Near-Surface Zones in California and Adjacent Portions of Nevada, February 1998. rt~ imi Hart, E.W., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones Act of 1972 with Index to Special Studies Zones Maps: Department of Conservation, ""* Division of Mines and Geology, Special Publication 42. 1*H» International Conference of Building Officials (ICBO), 1997, Uniform Building Code, Volume I - '** Administrative, Fire- and Life-Safety, and Field Inspection Provisions, Volume II - », Structural Engineering Design Provisions, and Volume III - Material, Testing and Installation Provision, ICBO.«•> — Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas; California Division of Mines and Geology, Geologic Data Map 6, Scale 1:750,000. *• L-Erbe Design, 2005, Foundation Plans, Hopkins Residence, 1201 Magnolia Avenue, Carlsbad, m CA 92008, Sheets T-l, Al-0, AS-1, A-1R, Al-Rdim, A-2R through A-8R, A-1S, A-2S, S- 0, S-l, S-2, and SD-1, dated August 15, 2005. w#* Ml A-l Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 1 of 6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONSFOR ROUGH GRADING 1.0 General 1.1 Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s)and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencementof the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture-conditioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.1094 Leighton arid Associates, Inc. ** GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 !$$« 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, "*** experienced, and knowledgeable in earthwork logistics, preparation and processing of «* ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these ""* Specifications prior to commencement of grading. The Contractor shall be solely m responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a **" work plan that indicates the sequence of earthwork grading, the number of "spreads" of • work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical '"* Consultant of changes in work schedules and updates to the work plan at least 24 hours in m advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware """ of all grading operations. Ml The Contractor shall have the sole responsibility to provide adequate equipment and <*• methods to accomplish the earthwork in accordance with the applicable grading codes and ,m agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical «• Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant — shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and hand ling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 3030.1094 Leightcm and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 3 of 6 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavatedas specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3030.1094 Leightonand Associates,Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction«• ** 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading *• procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.*•» •*» 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. '** Maximum density and optimum soil moisture content tests shall be performed in «m accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). m 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density *"* (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be .^ either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot •*« rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of «, maximum density per ASTM Test Method Dl 557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill ^ soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction ** test locations will not necessarily be selected on a random basis. Test locations shall be m selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 5 of 6 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1.000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. 6.0 Excavation Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 3030.1094 Leightonand Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6 of 6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 3030.1094 FILL SLOPE PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND EXISTING GROUND SURFACE BENCH HEIGHT (41 TYPICAL) REMOVE UNSUITABLE MATERIAL 2' MIN. KEY DEPTH LOWEST BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING GROUND SURFACE BENCH HEIGHT (4' TYPICAL) REMOVE UNSUITABLE MATERIAL CUT-OVER-FILL SLOPE -CUT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT TO ASSURE ADEQUATE GEOLOGIC CONDITIONS EXISTING GROUND SURFACE / OVERBUILD AND TRIM BACK PROJECTED PLANE 1 TO 1 MAXIMUM FROM TOE OF SLOPE TO APPROVED GROUND UT FACE SHALL BE CONSTRUCTED PRIOR TO FILL PLACEMENT REMOVE UNSUITABLE MATERIAL IBENCH HEIGHT (4' TYPICAL) FOR SUBDRAINS SEE STANDARD DETAIL C 2' MIN.—1 KEY DEPTH LOWEST BENCH (KEY) BENCHING SHALL BE DONE WHEN SLOPE'S ANGLE IS EQUAL TO OR GREATER THAN 5:1. MINIMUM BENCH HEIGHT SHALL BE 4 FEET AND MINIMUM FILL WIDTH SHALL BE 9 FEET. KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A LEIGHTON AND ASSOCIATES FINISH GRADE SLOPE FACE * OVERSIZE ROCK IS LARGER THAN 8 INCHES IN LARGEST DIMENSION. * EXCAVATE A TRENCH IN THE COMPACTED FILL DEEP ENOUGH TO BURY ALL THE ROCK. * BACKFILL WITH GRANULAR SOIL JETTED OR FLOODED IN PLACE TO FILL ALL THE VOIDS. * DO NOT BURY ROCK WITHIN 10 FEET OF FINISH GRADE. * WINDROW OF BURIED ROCK SHALL BE PARALLEL TO THE FINISHED SLOPE. GRANULAR MATERIAL TO BE' DENSIFIED IN PLACE BY FLOODING OR JETTING. DETAIL — — — — ^-JETTED OR FLOODED — — GRANULAR MATERIAL TYPICAL PROFILE ALONG WINDROW OVERSIZE ROCK DISPOSAL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS B LEIGHTON AND ASSOCIATES EXISTING GROUND SURFACE BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE DETAIL BELOW CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT'S3/FT) WRAPPED IN FILTER FABRIC FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT)* 4" MIN. BEDDING COLLECTOR PIPE SHALL BE MINIMUM 6" DIAMETER SCHEDULE 40 PVC PERFORATED PIPE. SEE STANDARD DETAIL. D FOR PIPE SPECIFICATIONS SUBDRAIN DETAIL DESIGN FINISH GRADE NONPERFORATED 6"0 MIN 6" 0MIN. PIPE •FILTER FABRIC (MIRAFI 140N OR APPROVED EQUIVALENT) CALTRANS CLASS 2 PERMEABLE OR #2 ROCK (9FT"3/FT) WRAPPED IN FILTER FABRIC DETAIL OF CANYON SUBDRAIN OUTLET CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C LEIGHTON AND ASSOCIATES 15' MIN. OUTLET PIPES 4" 0 NONPERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX O.C. VERTICALLY BACK CUT 1:1 OR FLATTER •SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET •m :-:-:-:-:-:-:-:-:-:-;-:-2 % M i N. -:-:-:-:-:-:-:-:-:-:-:-:-:-:vO -KEY DEPTH (2' MIN.) KEY WIDTH AS NOTED ON GRADING PLANS (15' MIN.)12" MIN. OVERLAP — FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS PERMEABLE OR #2 ROCK (3 FT~3/FT) WRAPPED IN FILTER FABRIC T-CONNECTION FOR COLLECTOR PIPE TO OUTLET PIPE -4" 0 // NON-PERFORATED OUTLET PIPE PROVIDE POSITIVE SEAL AT THE JOINT 6" MIN. COVER 4"0 g I PERFORATED _L PIPE FILTER FABRIC ENVELOPE (MIRAFI 140 OR APPROVED EQUIVALENT) 4" MIN. BEDDING SUBDRAIN TRENCH DETAIL SUBDRAIN INSTALLATION — subdroin collector pipe shall be installed with perforation down or, unless otherwise designated by the geotechnical consultant. Outlet pipes shall be non-perforated pipe. The subdrain pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall be 1/4" to 1/2" if drill holes ore used. All subdrain pipes shall have a gradient of at least 2% towards the outlet. SUBDRAIN PIPE - Subdrain pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or ASTM D3034, SDR 23.5. Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed in a trench no wide than twice the subdrain pipe. Pipe shall be in soil of SE >/=30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR REPLACEMENT FILL SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS D LEIGHTON AND ASSOCIATES SOIL BACKFILL, COMPACTED TO 90 PERCENT RELATIVE COMPACTION BASED ON ASTM D1557 RETAINING WALL-^ 3ER ARCHITECT'S ^^\ SPECIFICATIONS \ FINISH GRADE —^ NX m^m I , rnr rH6" MIN. * nvFRI AP o * °- f •° 0 1' MIN. o ' ° .' ' ° <lo . • •• U 0 • ° °y? \f° LJ°|° °LT1±*=I- -:-:-: 12" TYP .:-:-:-:-:-- :-:-:-:-:-:-;-• FILTER FABRIC :-:-:-X^-^"(MIRAFI HON c -^^ EQUIVALENT)** -•-•-•-•' ^/4" TO 1 1 // ::::::: ^^-^-4" (MIN.) DIAMS::^^"^ PVC PIPE (SCH::-:::::: EQUIVALENT) w::::::::: ORIENTED DOW--------- MINIMUM 1 PER -:-:-:-:• TO SUITABLE o =:^r — - — 3" MIN. WALL FOOTING- COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT ••mt NOTE: UPON REVIEW BY THE GEOTECHNICAL CONSULTANT. COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS 2 PERMEABLE MATERIAL. INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. RETAINING WALL DRAINAGE DETAIL GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS E IEIGHTON AND ASSOCIATES City of Carlsbad^ ^^^^_lB(W<l>(lB,(IB1^___pgj__^g1^___j(BB__i_ll_ll_l Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate School districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: Twin Number of New Dwelling Units Square Feet of Living Area in New Dwelling Second Dwelling Unit: Residential Additions: Commercial/Industrial: City Certification of Applicant Information: Square Feet of Living Area in SOU Net Square Feet New Area Square Feet Floor Area Date: scno JCTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331- Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (726-2170) San Marcos Unified School District 215MataWay San Marcos, CA 92069 (290-2649) Contact: Nancy Dolce (By Appt. Only) San Dieguito Union High School Encinitas Union School District District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, 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 1635 Faraday Avenue Building Counter Carlsbad, CA 92008-7314 • (760) 602-2700 • (76O) 6O2-2719 • FAX (76O) 6O2-8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))*************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER CARLSBAD UN1RED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 Revised 3/30/2006 03-18-2008 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR07l5l Building Inspection Request Line (760) 602-2725 Job Address: 1201 MAGNOLIA AV CBAD Permit Type: PCR Parcel No: 2052800800 Lot#: 0 Valuation: $0.00 Construction Type: NEW Reference*: CB053518 Project Title: HOPKINS RES- DEFERRED TRUSS Status: ISSUED Applied: 08/10/2007 Entered By: LSM Plan Approved: 03/18/2008 Issued: 03/18/2008 Inspect Area: Applicant: HOPKINS JOHN A&LINDA A 1201 MAGNOLIA AVE CARLSBAD CA 92008 Owner: HOPKINS JOHN A&LINDA A 1201 MAGNOLIA AVE CARLSBAD CA 92008 Plan Check Revision Fee Additional Fees $180.00 $0.00 Total Fees:$180.00 Total Payments To Date:$180.00 Balance Due:$0.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.* You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise expired. EsGil Corporation In (Partnership with government for (Building Safety DATE: February 19, 2OO8 JURISDICTION: Carlsbad OPEAFTREVIEWER a FILE PLAN CHECK NO.: PCR07-151(Orig.05-3518) SET: II PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Deferred Trusses for Hopkins Residence Addition and Remodel XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person ?,i REMARKS: By: Bill Elizarraras Enclosures: .'., Esgil Corporation D GA D MB D EJ D PC 2/11/08 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In Partnership with government for (BuiUing Safety DATE: August 21, 2007 a AP JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: PCR07-151(Orig.05-3518) SET: I PROJECT ADDRESS: 1201 Magnolia Ave. PROJECT NAME: Deferred Trusses for Hopkins Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LAJ 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: John Hopkins 1201 Magnolia Ave. Carlsbad, CA. 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Hopkins Telephone #: 619-301-9017 Date contacted:/?/V2/0'/(b^^3) Fax #: 760-434-4968 Mail Telephone y^Fax \^v\ Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporationn GA n MB n EJ n PC 8/13/07 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad PCR07-151(Orig.O5-3518) August 21, 2007 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PCR07-151(Orig.O5-3518) JURISDICTION: Carlsbad PROJECT ADDRESS: 1201 Magnolia Ave. FLOOR AREA: STORIES: REMARKS: Truss review DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 21, 2O07 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/13/07 PLAN REVIEWER: Bill Elizarraras FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC. The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad PCR07-151(Orig.O5-3518) August 21, 2007 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468, Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 2. Specify truss identification numbers on the plans. 3. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation. Thank you. Carlsbad PCRO7-151(Orig.O5-3518) August 21, 2OO7 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 151(Orig.O5-3518) PLAN CHECK NO.: PCR07- PREPARED BY: Bill Elizarraras DATE: August 21, 2007 BUILDING ADDRESS: 1201 Magnolia Ave. Truss Review BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Plan Check Fee by Ordinance Type of Review: C I I Repetitive FeeRepeats $180.00 Complete Review D Other m Hourly Structural Only 1.5 Hours* Esgil Plan Review Fee $144.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc Lumber Company A Pro-Build Company TRUSS DIVISION 2740 Tidelands Avenue National City, CA 91950 Ph. 619.263.6161 • Fax 619.477.6891 1-800 DIXIELINE (349-4354) Serving Southern California Since 1913 eve TRUS JOIST Silent Floor SOVBO (1) LU2fe INDEX KEY SHOWS AREA LIMITS TRUSS COUNT ENGR'G. SHEET REFERENCE DETAIL INDICATOR SHEET NUMBER AREA INDICATES SLOPED OR VAULTED CEILING AREA INDICATES CAL FILL AREA INDICATES HIP OVERFRAME FAU PLATFORM LOCATION ATTIC ACCESS LOCATION INDICATES 'SIMPSON1 HANGER QUANITY ( ) AND TYPE ABBREVIATIONS e ATB/C BOTTOM CHORDBEV. BEVEL(ED) Bli BEAM B.O. BY OTHERS BRG BEARING CE CONDITION H DffT DIFFERENCE EJ END JACK FILL GABLE FILL FT FILLER TRUSSGEF GABLE END FRAMEGET GABLE END TRUSSHOR HORIZONTAL HT HEIGHTINT INTERIOR MONO 1/2 TRUSS O.C. ON CENTER S/B SETBACK SCISS SCISSOR T/C TOP CHORD TR TRUSS VLTD VAULTED VT VALLEY TRUSS W/ WITH TYPICAL WALL TYPES r *•* BALLOON FRAMED WALL TO ROOF SHTG BY OTHERS. RAKEWALL TO BOTTOM OF SCISS. B/C BY OTHERS. STANDARD HEADER - FLUSH BEAM ONLY WHERE INDICATED. INDICATES DRAG TRUSS OR OR TRUSS LOCATED FOR BOUNDARY NAILING INTERIOR BEARING LAYOUT NOTES REVISIONS 6.20.00 1. THESE TRUSS LAYOUTS AND ENGINEERING SHOULD BE REVIEWED BY THE KRAMER OR BUILDER, AND ANY DISCREPANCIES BETWEEN THE DIMENSIONS AND CONDITIONS NOTED VERSUS THE APPROVED- FOR-CONSTRUCTION BLUEPRINTS SHOULD BE REPORTED TO THE TRUSS DIVISION IMMEDIATELY. ANY DEVIATION FROM THESE LAYOUTS AS TO INSTALLATION OR LOCATION OF TRUSSES MUST BE REVIEWED AND APPROVED BY OUR OFFICE. ,2. ALL AREAS NOT DESIGNATED AS HAVING TRUSSES ARE TO BE CONVENTIONALLY FRAMED BY OTHERS. 3. MATERIALS SUPPLIED ARE FOR INSTALLATION OF THE TRUSSES ONLY. ANY BLOCKING. CONNECTORS, OR FRAMING MATERIALS REQUIRED FOR BACKING. SHEAR TRANSFER OR BRACING SHALL BE PROVIDED BY OTHERS UNLESS OTHERWISE NOTED. 4. ALL 2X4 RIDGE BLOCKS ARE COLOR CODED BLACK OK ENDS. 5. REVIEW ALL TRUSS DETAILS ENCLOSED. 6. GEF = GABLE END FRAME. REQUIRES CONTINUOUS BEARING OR SUPPORT UNLESS OTHERWISE NOTED. 7. PROVIDE ADEQUATE SUPPORT AND BEARING AREA FOR ALL GIRDER TRUSSES. BRACE GIRDERS TO COMMON TRUSSES ON BOTH SIDES TO KEEP GIRDERS PLUMB. B. THE FRAMER TILL BE REQUIRED TO TRIM OVERHANGS TO LENGTH IN THE FIELD AS WELL AS REMOVING OVERHANGS WHERE NOT APPLICABLE ON SOME HIPPED ROOF AREAS AND INDIVIDUAL TRUSSES. 9. ALL F.A.U. LOADS SHALL BE UNDTORMLY DISTRIBUTED OVER FIVE (5) TRUSSES MINOIUM UNLESS OTHERWISE INDICATED. SEE INCLUDED SHEET FOR SUGGESTED PLATFORM DETAIL. 10. FOR ALL SHEAR TRANSFER CONNECTIONS AND DETAILS. REFER TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. 11. FOR ALL BRACING, TEMPORARY AND PERMANENT, REFER TO HD3-91 SUMMARY SHEET COMMENTARY AND RECOMMENDATIONS FOR HANDLING. INSTALLING It BRACING METAL PLATE CONNECTED WOOD TRUSSES (TPI) LATERAL BRACING OF TRUSS MEMBERS, WHEN REQUIRED, IS SPECIFIED ON THE INDIVIDUAL ENGINEERED TRUSS DRAWINGS AND GENERAL NOTES. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO SPECIFY ALL BRACING AND CONNECTIONS NECESSARY TO INTEGRATE THE TRUSS SYSTEM WITH THE REST OF THE BUILDING TO ENSURE STABILITY. 12. ALL WALLS AND TRUSS CONNECTIONS SHALL BE DESIGNED. TO PROVIDE FOR HORIZONTAL MOVEMENT OF VAULTED TYPE TRUSSES BY THE BUILDmG ENGINEER OR DESIGNER 13. IT IS RECOMMENDED THAT GIRDER BOTTOM CHORDS, OPPOSITE THE SIDE SUPPORTING VAULTED TRUSSES SHOULD BE DIAGONALLY BRACED TO ROOF SHEATHING • 48' O.C. 14. ALL HANGERS SHALL BE NAILED TO TRUSSES OR GIRDERS IN A FASHION THATS PREVENTS SPLITTING. A FASTENER THAT SPLITS THE WOOD WILL NOT TAKE THE DESIGN LOAD. PRE-DRILL IF NECESSARY. is. HANGER FASTENERS" SHALL BE LONG ENOUGH TO DISTRIBUTE LOADS TO ALL PLYS OF GIRDER 16. DIMELINE DOES NOT ASSUME ANY RESPONSIBILrTY FOR CORRECTING OR STRAIGHT EDGING : FD3LD-ALTERED OR UNNECESSARILY SHIMMED TRUSSES 17. BEAMS AND DESIGN OF BEAMS/HEADERS TO BE PROVIDED BY OTHERS ._ ...._ 18. TRUSS DESIGNS ASSUME THAT LATERAL BRACING IS PROVIDED AT MAXIMUM SPACING OF S'-O" ALONG TOP CHORD AND 10'-0" ALONG BOTTOM CHORD CHECKED: OB REP. DRAIN: la DATE: T/C-S1ZE:- 1CIRL: PITCH: SCAtE SHEET OF 239 15'6" ON-SITE BY OTHERS SPANS ADJUSTED FOR RiDGE ALIGNMENT EBYOTHEFS 18'Q" Dixieline Truss 2740 Tidelands Ave. National City, CA 919SO Phone: (619) 263-6161 Fax: (619) 477-6891 JH: o E>PC i INT s FLJE s lxT H O E= P<: I KT 2 O SALES REP: EL DUE DATE: 09/05/2007 DSGNR/CHKR: CTF / ABCD TC Live TC Dead BC L ± "ve BC Dead 16.00 psf 14 . OO psf 0.00 psf 5.00 psf 35.00 p>s f WO# : O~? — 1352 SCALE: X"—12' O' Date: 9/17/2O07 DurFac—Ltor : 1.25 DurFac—Pit : 1.25 O-C. Spacing: 2 Design Spec: UBC—97 #Tr/#Cfg: 82 / 22 Job Name: Hopkins Res.Truss ID: A1 Qty: 5 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1301 3.50" 1.50" 2 17-7-14 1301 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 9-10 (LIVE) LC 1 L=-0.13" D=-0.06" T=-0.20"CRITICAL MEMBER FORCES:TC COMP(DUR.y TENS(DUR ) CSI1-2 -1787(1.25y 0252-3 -U37 1.25V 0243-4 -79(1 60/ 257(1.25)0.254-5 -79(160y 257(125)0.25 5-« -1437(1 25y 0.246-7 -1787(1 25y 025 BC COMP.(DURy TENS.fDUR.) CSI8-9 / 1495(1.25)057 9-10 / 1495(1 25> 0.7010-11 / 1495(1.25)0.57 WB COMP.(DUR.y TENS (DUR ) CSI2-9 / 413(1.00)0216-10 / 413(100)0.21 TB COMP.(DUR.y TENS.(DUH ) CSI3-12 -1809(125V 73(160)0.36 12-5 -1809(12SV 73(160)036 AW COMP (DUR )/ TENS.(DUR ) CS!12-4 / 83(100)0.04 TC 2x6 DFL SS BC 2x4 OFL #1 WEB 2x4 DFL STAND/STUD TIE BEAM 2x4 DFL STAND/STUD ATTIC WB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non-concurrent BCLL. Attic collar tie requires lateral bracing shown plus bracing at the panel points of the collar tie (unless noted otherwise). or rigid sheathing is required. Plating spec : ANSI/TPI -1995 Attic room load = 45 psf, plus any added loads indicated. Room LL Defl. is L/360. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. 8-10-13 8-10-13 2 345 6 4-11-10 I 0-6-3 3-6 3-0-0 3-0-0 17-9-10 10 M connector plates are Tmswal20ga. unless preceded by "Vf tor Wave 20 ga., -HS" for HS 20 ga., "S"forSS 18 ga. from Alpine; or preceded by "MX" for TWUX 20ga.or "H" for f 6 ga. from Truswal. positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 11 UPLIFT REACTION(S): Support 1 -42 Ib Support 2 -42 Ib This truss is designed using the UBC-97 Code Btdg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf LLoc R.PIf R.Loc LL/TL TCVert 80.00-3-0-0 80.00 0-0-0 0.40 64.00 0-0-0 84.00 6-3-1 64.00 7-6-15 84.00 10-2-11 64.00 11-6-9 80.00 17-9-1016.00 0-0-0 106.00 6-3-1 1600 11-6-9 20.00 7-6-15 TCVert TCVert TCVert TCVert TCVert TCVert BCVert BC Vert BCVert3-5 V ...Type.. TCVert TCVert BCVert BCVert Ibs X.Loc LL/TL 0.0 0-1-12 1.00 00 17-7-14 1.00 58.2 6-3-1 0.00 582 11-6-9 0.00 64.00 6-3-1 0.50 84.00 7-6-15 0.38 64.00 10-2-11 0.50 84.00 11-6-9 0.38 64.00 17-9-10 0.50 80.00 20-9-10 0.40 16.00 6-3-1 0.00 106.00 11-6-9 0.75 16.00 17-9-10 0.00 20.00 10-2-11 0.00 6-5-9 SHIP 3/1/2007 DIXIELINEixvyy/vj TRUSS TRUSWAL SYSTEMS4*45 Norrhpv* Dr.. Goto Spin?!. CO BO90? TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is fof an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utileed on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance wrth the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSinpl 1'. WTCA r - wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19tb Street, NW. Ste 800. Washington. DC 20036 Cust: OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC = 32 WT: 122# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res. Truss ID: G2 BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3614 5.50" 3.85" 2 1&-0-14 4116 5.50" 4.39"BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 1 1-12 (LIVE) LC 1 L=-0,10" D=-0.14" T=-0.24"CRITICAL MEMBER FORCESTC COMP.fDUR V TENS (DUR ) CS!1-2 -6927(1. 25)1 0.302-3 -6090 1 25X 0 283-4 -50431.25V 0.144-5 -5044125V 0135-6 -6324(1 25V 0316-7 -7783(1.25y 037 BC COMP (DUR )/ TENS.fDUR ) CSI8-9 / 6214(1.25)0.539-10 / 6179(1.25)08910-11 / 5424(1.25)0.51 11-12 / 5621 1 25)0.6512-13 / 6930(1 25 076 13-14 / 6993(1.25)076 WB COMP. (DUR V TENS. (DUR.) CSI2-9 / 785(1 25) 0 31 2-10 -8260.25V 0.193-10 / 1290(1.25)0.523-11 -1309(1 25X 0404-11 / 3904(1.25)0.595-11 -1612(1 25X 0.495-12 / 1601(1.25)0.646-12 -1465(1.25)/ 0.346-13 / 1446(1.25)0.57 X&K DIXIELINE l/VyVv'XI IhdJSS TRUSWAL SYSTEMS444S Northptr* Or CtJe Springs CO 00907 TRUSPLUS 6.0 VER: T6.5.52 Qty: 2 TC 2x6 DFL SS Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : BC 2x8 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -600 Ib WEB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. Support 2 -683 Ib 2x4 DFL #1 11-4 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the Lumber shear allowables are per NDS. THEY ARE BASED ON 1 .5" HANGER NAILS FOR UBC-97 Code. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg Enclosed = Yes, Importance Factor = 1 .00 Loaded for 10 PSF non-concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C prevent rotation/toppling. See BCSI 1-03 PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 99.00 ft, Bldg Width = 50.00 ft and ANSI/TP1 1. Mean roof height = 25.49 ft, mph = 70 UBC Special Occupancy, Dead Load = 1 1 .4 psf Dir L.PIf L.Loc R.PIf R.Loc LL/TL TCVert 80.00-4-0-0 80.00 0-0-0 0.40 TCVert 64.00 0-0-0 64.00 19-3-10 0.50 TCVert 80.00 19-3-10 80.00 23-3-10 0.40 BCVert 16.00 0-0-0 16.00 19-3-10 0.00 . Type... Ibs X.Loc LL/TL TCVert 0.0 0-2-12 1.00 TCVert 0.0 19-0-14 1.00 BCVert 1730.0 5-2-12 0.40 BCVert 1864.0 10-5-6 0.40 BCVert 1952.0 15-8-1 0.40 , 9-7-13 9-7-13 , 1 2 3 4 5 6 7 ' flf54 334l R5-7 1 1 ^^^7' U 1 1 U ^^^ ' 0-6-3 ^^^^ 3"8 3~6 10"10 4"5 3~8 "^^^^ °~6'3 <Z^^ 81 B2^"\7 W:508 W:508 R:3614 I I I R:4116 U:-600 1730* \ 1864* i 1952* i U^83 , 4-0-0 | | 4-0-0 |1 19-3-10 ' 8 9 10 11 12 13 14 ' Ml connector plates are Truswal 20 ga. unless preceded by "W" lor Wave 20 ga.. "HS" forHS20 ga., "5" for SS 18 ga. from Mpme; or preceded by "MX" for TWUX 20 ga. or "H" for16ga. from Truswal, positioned par Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. c This design is for an Individual building component not truss system It has been based on specifications provided by the component manufacturer \ and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed (or dimensional accuracy Dimensions utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 1 9% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TP1 1 '. WTCA 1 ' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Instrtute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. SteBOO. Washington. DC 20036 j j-9-1 1 SHIP \\dkEx6: 06/30TO7 kfjj 3/1/2007 ;ust: OB NO. Drive_C_07-1352_L00006_J00001 )sgnr:JPM #LC = 16 WT: 202# TCLive 16.00 psf LiveDur L=1.25 P=1.25 TCSnow 0.00 psf SnowOur L=1.15 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens BCLive 0.00 psf 1.00/1.00/1.00 BC Dead 8.00 psf O.C.Spacing 2-0-0 JldgCode: UBC-97 DEFL RATIO: L/240TC: U240 Job Name: Hopkins Res.Truss ID: G2-2 Qty: 1 BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3294 5.50" 3.51" 2 19-0-14 4116 5.50" 4.39" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 1 L=-0.10" D=-0.14" T=-0.24"CRITICAL MEMBER FORCES: TC COMP.(DUR.y TENS.(DUR ) CSI1-2 -692711.25V 0.302-3 -6090 125)) 028 3-4 -5043(1 25V 0.144-5 -5044(1 25); 0.135-6 -6324(1 25y 0316-7 -7783(1,25)/ 0.37 9-10 10-1111-1212-1313-14 .; 6179(1.251089 ; 5424(1 25) 0 51/ 5621(1 25)0.65/ 6930(1 25) 0 76/ 6993(1.25)076 W8 COMP (DUR V TENS.(DUR ) CSt2-9 / 785(125)031 2-10 -625(1 25V 0.193-10 / 1290(1.25)0.523-11 -1310{1.25y 0404-11 / 3904(1 25)0595-11 -1612(1.25y 049 5-12 / 1601(125)0.646-12 -1485(1 25V 0 34 6-13 / 1446(125)057 TC 2x6 DFL SS BC 2x8 DFL SS WEB 2x4 DFL STAND/STUD 2x4 DFL #1 11-4 Lumber shear allowables are per NDS PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCS! 1-03 andANSI/TPI 1. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. 9-7-13 9-7-13 R5-7 3-6 4-7 4-11-10 5-12 I0-6-3 1730#1864* 19-3-10 1952* 4-0-0 10 11 12 13 14 Aff connector plates are Truswal 20 ga. unless preceded by "W" tor Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" forlEga. from Truswat. positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as snown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support 1 -546 Ib Support 2 -683 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.49 ft, mph = 70 UBC Special Occupancy, Dead Load =11.4 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LUTL TCVert 64.00 0-0-0 64.00 19-3-10 O.SO TCVert 80.00 19-3-10 80.00 23-3-10 0.40 BCVert 16.00 0-0-0 16.00 19-3-10 0.00 ...Type... Ibs X-Loc LUTL TCVert 0.0 19-0-14 1.00 BCVert 1730.0 5-2-12 0.40 BCVert 1864.0 10-5-6 0.40 BCVert 1952.0 15-8-1 0.40 6-9-11SHIP 3/1/2007 DIXIEUNElyWWM TRUSS TRUSWAL SYSTEMS 4445Norff>pw*Dr. Cole Springs, CO SO907 TRUSPLUS 6.0 VER: T6.5.52 WA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance wrth the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer pnor to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSirtPI V. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Tiuss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, SteSOO. Washington, DC 20036. Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 16 WT: 190# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 /1.00 /1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res.Truss ID: G3 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 2440 3.50" 2.60" 2 17-7-14 2440 3.50" 2.60" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): U999 MEM 7-8 (LIVE) LC 1 L=-005" D=-0,07" T=-0.12"CRITICAL MEMBER FORCESTC COMP{DUR }t TENS(DUR ) CSI1-2 -3866(1 2SV 219(1 60} 0 182-3 -27591.25)/ 200(160)0093-4 -2759 1 2S)/ 200(1.60)0094-5 -3866(1 25V 219(1.60)018 BC COMP(DURV TENS(DUR.) CSI6-7 -139H.60)/ 3411(125)0477-fl -140(1 60V 3384(125)0458-9 -140(1 60V 3384(125)0459-10 -139(1 60V 3411(125)047 WB COMP (DUR ]l TENS (OUR ) CSI2-7 / 861(1.25)0.35 2-8 -1138(1.25V 114(160)0443-8 -102(1.60V 2128(125)0864-8 -1138(1 25)/ 114(160)0444-9 / 861(1.25)035 TC 2x6 DFL SS BC 2x6 DFL SS WEB 2x4 DFL STAND/STUD GBL BLK 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! I+J gable bracing required @ 63" intervals, if exposed to wind load applied to face. See "General Gable Details", CO02065035 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. This 1-PLY truss designed to carry 12' 0" span framed to BC one face 2' 0" span split-framed to opposite face UPLIFT REACTION(S): Support 1 -120 Ib Support 2 -120 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load =11.4 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LUTL TCVert 64.00 0-0-0 64.00 17-9-10 0.40 BCVert 210.17 0-0-0 210.17 17-9-10 0.40 0-6-3 W308 R.2440 U-120 0*3 J_ B2 W-308 P. 2440 U-120 TYPICAL PLATE 2-3 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" forHSM ga., "S"forSS18 ga. from Alpine; or preceded by 'MX" for TWHX 20 ya. or"H" for 16ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINEi/v>vy\i TRUSS TRUSWAL SYSTEMS4446 Norffifwr* Dr., Colo Springs. CO 00907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions ol TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer pnot to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI V. WTCA T - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION1 - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison, 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_JO0001 Dsgnr: JPM #LC = 16 WT: 166# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur 1_=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res.Truss ID: G4 Qty: 1 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 3126 3.50" 3.33"2 22-7-14 3126 3.50" 3.33" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999 MEM 8-9 (LIVE) LC 1 L=-0.08" D=-0.12" T=-0.21" CRITICAL MEMBER FORCESTC COMP.tDUR.y TENS(DUR ) CSl1-2 -5121(1 251/ 271(160)0312-3 -3575(1 2S]l 245(1 60) 0 133-4 -3575 1.25 X 245(160)013 4-5 -5121(125)7 271(160)031 BC COMP(DUR)/ TENS(DUR) CSl6-7 -173(1.60)/ 4525(125)066 7-8 -174(1 60V 4496125)0668-9 -174(1 60X 4496(1 25J 0.669-10 -173(1 60y 4525(125)066 WB COMP.(DUR.X TENS(DUR ) CSl2-7 / 1162(125)0472-8 -1594(1 25)/ 147(160)063 3-8 -123(1.60y 2791(125)0424-8 -1594(1 25V 147(160)0634-9 ; 1162(125)047 TC 2x6 DFL SSBC 2x6 DFL SS WEB 2x4 DFL STAND/STUD2x4 DFL #1 8-3 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. This 1-PLY truss designed to carry 12' 0" span framed to BC one face 2' 0" span split-framed to opposite face Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S): Support 1 -145 Ib Support 2 -145 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 26.11 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf LLoc R.Ptf R.Loc LUTL TCVert 64.00 0-0-0 64.00 22-9-10 0.40 BCVert 210.17 0-0-0 210.1722-9-10 0.40 11-4-13 11-4-13 6-2 R5-7 -10 4-14 I 0-6-3 4-14 I 1 6-2-10 SHIP B1 W:308 R:3126 U:-145 8-8 22-9-10 3-6 0-6-3 B2 W:308 R:3126 U:-145 8 10 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga.t "HS" forHS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWUX 20 ga. or "H" for t6 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 PIXIELINEiyv>\v\i TRUSS TRUSWAL SYSTEMS W«NwTrip**Dr, Goto Spmgs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indwidual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the loca! building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI I1. WTCA1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (BCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19tri Street. NW, Ste 800. Washington DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Osgnr: JPM #LC = 16 WT: 174# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.00/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: HOPKINS Truss ID: G6 Qty: 1 BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3295 5.50" 3,51" 2 15-3-4 3295 5.50" 3.51' BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 8-9 (LIVE)LC 1 L=-0.05" D=-0.07" T=-0.12"CRITICAL MEMBER FORCES:TC COMP.(DUR-V TENS.(DUR.) CSIi(1.605(1.605(1.60 51.60 0 190.130.13 0.19 TC 2x6 DFL SS BC 2x6 DFL SSWEB 2x4 DFL STAND/STUD2x4 DFL *1 8-3PLATE VALUES PER ICBO RESEARCH REPORT *1607.Loaded for 10 PSF non-concurrent BCLL.PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applredevenly along the top chordto the chonj@ ea. bearing (unless noted), concurrently with dead + 0 % live loads.Horiz. reaction = 2.5 K Ibs. ea. bearing. Connectton (by others) must transfer equalh ply (or add-on Plating spec : ANSIfTPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5' HANGER NAILS FOR1-PLY AND 3' HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5- GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS).This 1-PLY truss designed to carry18' 0" span framed to BC one face2' 0" span split-framed to opposite face toad to each p r add-on) shown. BC COMP.fDUR.y TENS.IDUR.) CSI6-7 -11611.60)/ 3995(1.25)0.537-8 -1171.60V 39581.25 0.548-9 -1171.60V 39581.25)0.549-10 -116(1.60V 3995(1.25)0.53 WB COMP.(DUR.y TENS.(DUR.) CSI2-7 / 1077(1.25)0.442-8 -1206(1.25y 94(1.60)0.37 3-8 -88(1.60/2610(1.250.394-8 -1206(1.25y 941.60 0.37 4-9 / 1077(1.25)0.44 UPLIFT REACTION(S):Support 1 -168 IbSupport 2 -168 IbThis truss is designed using theUBC-97 Code.Bldg Enclosed = Yes. Importance Factor = 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No, Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ftMean roof height = 25.20 ft, mph = 70UBC Special Occupancy. Dead Load = 11.4 psfLOAD CASE *1 DESIGN LOADSDir L.PIf L.Loc R.PIf R.Loc LL/TLTCVert 80.00-3-0-0 80.00 0-0-0 0.40TCVert 64.00 0-0-0 64.00 15-6-0 0.40TCVert 80.00 15-6-0 80.00 18-6-0 040BCVert 330.17 0-0-0 330.17 15-6-0 0.40 7-9-0 7-9-0 R5-7 3-6 4-4-14 0=Sr6 3-0-0 15-6-0 10 B2 W:508 R:3295 U:-168 3-0-0 5-10-10 SHIP Truswal Systems Plates are20ga. unless shown by "18"(18 ga.), "H"(16 oa.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report.Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). • M f M •*% • i M A • ^^WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is Tor an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of (he wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance wilh the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSl/TPl 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. -BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. 2/23/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS 4445 HotthfHit* Dr., Cdo Springs. CO 8O907 TRUSPLUS 6.0 VER: T6.5.41 Cust: OB WO: Drive S 07-1352 L00006 J00001 Dsgnr: XXX #LC= 20 WT: 137# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.00/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: S3 Qty: BRG X-LOC REACT SIZE RECTO 1 0-1-12 712 3.50" 1.50" 2 17-7-14 952 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999 MEM 4-5 (LIVE) LC 1 L=-0.04" D=-0.12" T=-0.16"CRITICAL MEMBER FORCES:TC COMP(DUR.)/ TENS.(DUR ) CSI1-2 -1660(1.25)/ 246(160)0262-3 -1660(1 25V 246(160)026 BC COMP.(DUR.X TENS.{DUR ) CSI4-5 -125(1 60V 1448(125)0375-6 -125(160); 1448(125|037 WB COMP (DUR.)/ TENS(DUR ) CSI2-5 -24(1 60y 641(125)034 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 PLATING BASED ON GRFEN LUMBER VALUES Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) UPLIFT REACTION(S): Support 1 -120 Ib Support 2 -179 Ib This tnjss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.46 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 8-10-13 8-10-13 4-1 -10 3-6 3-6 -LOi-3 6-5-9 Oi-3 SHIP All connector plates are Truswal 20 ga. unless preceded by -W" lor Wave 20 ga.. "HS" tor HS 20 ga., "S" for SS 1B ga. from Alpine; or preceded by 'MX" for TV/MX 20 ga. or "H" for 16 ga. from Truswat, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overtop with structural plates {or staple).3/1/2007 IXIELINE TRUSS TRUSWAL SYSTEMS 4*45 NothfMl* Dr. Coio Spnngs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WA KNING Read all notes on Oils sheet and give a copy of it to the Erecting Contractor. Tfiis design is for an individual building component not truss system II has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standaids No responsibility is assumed tor dimensional accuracy Dimensions are to be verifred by the component manufacturer and/or building designei prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local buildmg code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI T. WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSl 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPi The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison. Wisconsin 537ig The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 600. Washington. DC 20036 Cust. OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 15 WT: 101# TCLive 16 00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: HOPKINS Truss ID: S5 Qty: 8 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 760 3.50' 1.50- 2 12-10-4 520 3.50- 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 5-6 (LIVE) LC 1 -0.02" D=-0.04" T=-0.06"CRITICAL MEMBER FORCES:TC COMP.(DUR.V TENS.(DUR.) CSI 1-2 -1131(1.25V 181(1.60)0.122-3 -1131(1.25y 181(160)0.12 BC COMP.(DUR.y TENS.(DUR.) CSI4-5 -93(1,60V 980(1.25)0.225-6 -931.60V 9801.25 0.22 TC 2x6 DFL SS BC 2x4 DFL *1WEB 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT #1607.PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSl/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING.THEY ARE BASED ON 1.5' HANGER NAILS FOR1 -PLY AND 3" HANGER NAILS FOR UUI TI-PI YGIRDERS. IF 2.5' GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S):Support 1 -154 It)Support 2 -93 IbThis truss is designed using theUBC-97CodeBldg Enclosed = Yes. Importance Factor = 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = CBldg Lenglh = 99.00 ft, Bldg Width = 50.00 ftMean roof height = 24.89 ft, mph = 70UBC Special Occupancy. Dead Load = 11.4 psf WB COMP.(OUR.y TENS.fDUR.) CSI2-5 -19(1.60y 565(1.25)0.23 6-6-0 6-6-0 3-9-6 3-0-0 6-2-8 13-0-0 Truswal Systems Plates are 201Circled plates and false frame pia. unless shown by "18'(18 ga.), "H"(16 aa.J.or "MX-(TWMX 20 ga.). positioned per Joint Details Report,ites are positioneoas shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).2/23/2007 DIXIELINETRUSS TRUSWAL SYSTEMS 1445 Nertrlparlt Dr.. Cob Springs. CO B0907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual buikjing component not truss system, tt has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design slandards. No responsibilrty is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabncate, handle, install and brace this truss in accordance with the following slandards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', WTCA 1' - Wood Truss Council of America Standard Design Responsibilittes, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington. DC 20036. Cust: OB WO: Drive S 07-1352 L00006 J00001 Dsgnr XXX #LC= 15 WT: 77# TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf BMgCode: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: U240 TC: U240 Job Name: HOPKINS Truss ID: S5F Qty: 1 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 760 3.50' 1.50- 2 12-10-4 760 3.50- 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999 MEM 4-5 (LIVE) LC 1 L=-0.02" D*-0.04" T=-0.06" CRITICAL MEMBER FORCES:TC COMP.(DUR.y TENS.fDUR.) CSI 1-2 -1131(1.25y 181(1.60)0.122-3 -1131(1.25y 181(1.60)0.12 BC COMP.(DUR.y TENS.(DUR) CSI4-5 -93(1.60y 980(1.25 0.225-6 -93(1.60y 980(1.25)0.22 WB COMP.fDUR.y T£NS.(DUR ) CSI2-5 -19(1.60y 565(1.25)0.23 TC 2x6 DFL SSBC 2x4 DFL *1WEB 2x4 DFL STAND/STUDGBL BLK 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT K1607.May use adequate staples [or gable blocks.BUILDING DESIGNER MUSI VERIFY GABLE LOADS![+] gable bracing required @ 63' intervals.if exposed to wind load applied to face.See "General Gable Details', CC02065035. Plating spec : ANSIfTPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3' HANGER NAILS FOR MULTI-PI YGIRDERS IF 2.5" GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS)PLATING BASED ON GREEN LUMBER VALUES UPLIFT REACTION(S):Support 1 -154 IbSupport 2 -154lbThis truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor - 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No. Exp Category = CBldg Length = 99 X ft Bldg Wklth = 50.00 ftMean roof height =24.89 ft, mph = 70 UBC Special Occupancy. Dead Load = 11.4 psf 6-6-0 6-6-0 3-9-6 3-6 5-3-2 SHIP TYPICAL PLATE : 2-3 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 oa.), orCircled plates and false frame petes are positioned as shown above. Shin gable•MX"(TWMX 20 ga.), positioned per Joint Details Report.stud plates to av&d overlap with structural plates (or staple).2/23/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS 4*45 Nortopartr Dr., Goto Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Cust: OB WO: Drive S 07-1352 L00006 J00001 Dsgnr. XXX #LC= 15 WT: 95# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1 Qty: 19 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1013 3.50" 1.50" 2 17-7-14 1013 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 4-5 (LIVE) LC 15 L=-0.13" D=-0.08" T=-0.22"CRITICAL MEMBER FORCESTC COMP(DUR V TENS (DUR ) CS1 1-2 -1299(1.33V 286(133)027 2-3 -1299(1 33X 286(1.33)027 BC COMP (DUR V TENS {DUR ) CSI 4-5 -818(1 33J/ 1734(133)0515-6 -818(1.33J/ 1734(133)051 WB COMP (DUR V TENS (DUR ) CS] 2-5 / 275(125)011 TC 2x6 DFL SSBC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S): Support 1 -179 Ib Support 2 -179 Ib This truss is designed using the UBC 97 Code. Bldg Enclosed = Yes. Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 8-10-13 8-10-13 4-11-10 I 0-6-3 6-5 3-6 3-0-0 82 W:308 R:1013 U>179 3-0-0 i-9 SHIP 17-9-10 AH connector plates are Truswal 20 ga. unless preceded by "W" forWave 20 ga., "HS" for HS 20 ga., "S" for SS IB ga. from Alpine; or preceded by "MX" for 7WUX 20ga.or"H"foriega. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame pfates are positioned *s shown above. Sniftgaote stud plates ta avoid overlap with stractural plates (or sUpfe).3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS4445Motiv»rftDr Goto Sponps, CO 60907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component nol truss system It has been based on specifications provided by the component manufacture! and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer pnor to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particulai application The design assumes that the top chord is laterally braced by the roof 01 floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components membeis only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'joint and Cutting Detail Reports' available as output from Truswal software, •ANSI/TPI V. WTCA V - Wood Truss Council of Amenca Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036 Cust OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC = 20 WT: 112# TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240TC: L/240 Job Name: Hopkins Res.Truss ID: T1-2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 773 3.50" 1.50" 2 17-7-14 1013 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 15 L= -0.13" D= -0.08" T= -0.22"CRITICAL MEMBER FORCES: TC COMPfDURV TENS (DUR ) CSI1-2 -1299{1 33U 286(133)027 2-3 -1299(1.33); 286(133)0.27 BC COMP.(DUR )/ TENS (DUR J CSI4-5 -818(1 33)/ 1734(1 33) 0.51 5-6 -818(1.33)/ 1734(133)051 W8 COMP.fDUR V TENS.(DUR ) CSI2-5 / 275(125)011 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 25" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) UPLIFT REACTION(S): Support 1 -120 Ib Support 2 -179 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 8-10-13 8-10-13 4-11-10 _.0=fi=3 6-; 0=6=3 17-9-10 B2 W:308 R:1013 U:-179 3-0-0 5-9 ' SHIP Ml connector plates are Truswal 20 ga. unless preceded by -W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWUX 20ga.or "H" forte ga. from Tnjswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINE ZS TRUSS TRUSWAL SYSTEMS 4*45 MortnMl* Dr. Goto Strings. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read aU notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibly is assumed foi dimensional accuracy Dimensions are 10 be verified by the component manufacturer and/ot building designer prior to fabrication The building designer must ascettam that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof 01 floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is foi lateral suppoil of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSI/TPI T. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Instrtute (TPI) is located at 583 D'Onotno Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 8DO, Washington. DC 20036 Cust: OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC= 20 WT: 103# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 UveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L7240 TC: U240 Job Name: Hopkins Res BRG X-LOC REACT SIZE REQ'D TC1 0- 1-12 1099 3.50" 1.50" 8C 2 12-10-9 859 3.50" 1.50" WE BRG REQUIREMENTS shown are based ONLY PL on the truss material at each bearing i o MAX DEFLECTION (span) : PL, L/999MEM 4-5 (LIVE) LC 15 fn L=-0.12" D=-0.11" T=-0.23" onCRITICAL MEMBER FORCES' c^ TC COMP (OUR K TENS IDUR ) CSI ™1-2 -1388(1 33y 905(1.33)036 (" 2-3 -574(1 33V 97(1.33) 0 14 ind 8C COMP (DUR II TENS (DUR ) CSI 5?4-5 -1594(1. 33y 2037(133)054 ^5-6 -2500(1.33)7 2500(133)044 OthdinWB COMP (DUR X TENS (DUR ) CSI cor2-5 -430(1 33y 405(133)0163-5 -563(1 33)/ 1096(1.33)0423-6 -870(1 33V 257(133)016 All caorpn frame Wj ^Xtx. ™s''"xi<X>i^ utilizedDIXIELINE r-IXVyV/VJ IHUSS TRUSWAL SYSTEMS 'ANSIT 444SNoHhpari<Dr.. Goto Springs. CO 8090 7 (BCSi 1 TRUSPLUS 6.0 VER: T6.5.52 w,scon Truss ID: T1A Qty: 4 2x6 DFL SS Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -147 Ib EB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. Support 2 -233 Ib ME VALUES PER ICBO RESEARCH REPORT #1607 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the Jded for 10 PSF non-concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC-97 Code TING BASED ON GREEN LUMBER VALUES. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg Enclosed = Yes, Importance Factor = 1 .00 i verticals are designed for axial loads GIRDERS IF 2.5" GUN NAILS ARE USED. THE Truss Location = Not End Zone y unless noted otherwise. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C any) have been designed for loads Designed for 2 5 K Ibs drag load applied cated only. Horizontal loads applied at evenly along the top chord to the chord end of the extensions have not been @ ea. bearing (unless noted), concurrently sidered unless shown. A drop-leg to an with dead + 0 % live loads. D.F. = 1.60 erwise unsupported wall may create a Horiz. reaction = 2.5 K Ibs. ea. bearing, ge effect that requires additional design Connection (by others) must transfer equal sideration (by others). load to each ply (or add-on) shown. I 8-10-13 1 4-1-8 _|1 1 '2 31 fe!oo -6.00 1 5-7 4-1-10 ^^^^^ /^ .^\^^ .//^ 2-10-14 6" 0-6-3 ^ L-pl 1— 1 B 1 ^^/n 3-4 fl <^^ 61 B2^ W:308 W:308 u R:1099 R:859 U:-147 U:-233 | 3-0-0 iI 13-0-5 4-8-5 4 56 STUB finoctor plates an Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" forSS 18 ga. from Alpine; tceded by "MX" for TWUX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4/\Ar/lvG Read all notes on this sheet and give a copy of it to the Erecting Contractor. ign is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer e in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions e verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads an this des gn meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord ty braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 3racmg shown is for lateral support of components members only to reduce buckling length This component shall not be placed n any nent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install :e this truss in accordance wctti the following standards 'Joint and Cutting Detail Reports' available as output from Tiusvrai software, PI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - -03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Mad son. in 53719 The American Forest and Paper Association (AFPA) is located at 1 1 1 1 19tH Street, NW, Ste BOO, Washington, DC 20036. Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 1 1 .4 psf -9 SHIP Y$k ExP: 06/30*7 Jk/l 3/1/2007 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 92# TCLive 16.00 psf LiveDur L=1.25 P=1.25 TCSnow 0.00 psf SnowDur 1=1.15 P=1.15 TC Dead 1 6.00 psf Rep Mbr Bnd / Comp / Tens BCLive O.OOpsf 1.15/1.00/1.00 BCDead 8.00 psf O.C.Spacing 2-0-0 Bldg Code: UBC-97 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1A-2 Qty: BRG X-LOC REACT SIZE REQ'D1 0-1-12 859 3.50" 1.50" 2 12-10-9 859 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) :17999 MEM 4-5 (LIVE) LC 15 L=-0.12" D=-0.11" T=-0.23"CRITICAL MEMBER FORCESTC COMP (DUR y TENS (DUR ) CSI1-2 -1388(1 33)/ 905(133)0362-3 -574(1 33V 97(133)014 BC COMP (DUR V TENS (DUR ) CSI4-5 -1594(1 33)/ 2037(1.33)054 5-6 -2500(1 33V 2500(1.33)044 WB COMP.(DUR.y TENS.(DUR ) CSI2-5 -429(1.33V 405(133)0163-5 -563(1.33V 1096(1.33)042 3-6 -870(1 33)/ 257(1 33) 0 16 TC 2x6 DFL SS BC 2x4 OFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL.PLATING BASED ON GREEN LUMBER VALUES End verticals are designed for axial loadsonly unless noted otherwise. Extensions above or below the truss profile(if any) have been designed for loads indicated only. Horizontal loads applied atthe end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create ahinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load appliedevenly along the top chord to the chord @ ea. bearing (unless noted), concurrentlywith dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION(S): Support 1 -233 IbSupport 2 -233 Ib This truss is designed using theUBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ftMean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 8-10-13 4-1-8 4-1 -10 5-7 0-6-3 6' STUB All connector plates are Truswal20ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S'forSS IS ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal. positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINETRUSS TRUSWAL SYSTEMS4445 Nortfipn* Dr. Cole Springs CO 8090? TRUSPLUS 6.0 VER: T6.5.52 WA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPi and AFPA design standards No responsibilrty is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSI/TPI V. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 Cust OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 83# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.1S Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res.Truss ID: T1B Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1166 3.50" 1.67"28-1-5 926 3.50" 1.50"BRG REQUIREMENTS shown are based ONLY on the truss material at each bearingMAX DEFLECTION (span) : L/624MEM 3-4 (LIVE) LC 15L=-0.15" D=-012" T=-0.27"CRITICAL MEMBER FORCESTC COMP.(DUR X TENS{DUR ) CSI1-2 -1481(1 33y 1491(133)046 BC COMP (DUR )/TENS (DUR ) CSI3-4 -2500(1 33y 2500(1 33) 0 65 WB COMP (DUR )/ TENS.(DUR.) CSI2-4 -839(1 33V 563(133)0.27 TC 2x6 DFL SS BC 2x4 SPF 2100F-1.8E WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607.Loaded for 10 PSF non-concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES.End verticals are designed for axial toads only unless noted otherwise. Extensions above or below the truss profile(if any) have been designed for loads indicated only. Horizontal loads applied atthe end of the extensions have not been considered unless shown. A drop-leg to anotherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWINGTHEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea. bearing (unless noted), concurrently with dead •"• 0 % live loads. D.F, = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION(S):Support 1 -289 Ib Support 2 -529 IbThis truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = C Bldg Length= 99.00 ft, Bldg Width = 50.00ftMean roof height = 25.07 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4psf 4-7-12 0-6-3 •11SHIP 3-0-0 8-3-1 I 9-6-9 4 STUB All connector pates are Truswal 20 ga. unions preceded by "W" tor Wave 20 ga., "HS" for HS 20 ga., "S" lor SS IB ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal. positioned per Joint Detail Reports. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS«*<5Northp«rtiDr. Coto Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WA KNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system it has been based on specifications provided by the component manufacturer and done m accordance with the current versions or TPI and AFPA design standards No responsibility is assumed tor dimensional accuracy Dimensions are to be verifred by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads 1,-lileed on this design mesi or exceed tne ^D3Oing imposed by the local bijileing ccoe and the particular application The desjon assumes that the top chord is laterally braced by the roof or floor sheathing and trie bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support or components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSI/TPI V, WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800. Washington. DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 20 WT: 54# TC Live 16.00 psf TC Snow 0.00 psf TC Dead BC Live BC Dead 16.00 psf 0.00 psf 8.00 psf Bldg Code: UBC-97 LiveDur L=1.2S P=1.2S SnowDur l_=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1B-2 Qty: BRG X-LOC REACT SIZE REQ'D1 0-1-12 926 3.50" 1.50" 28-1-5 926 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearingMAX DEFLECTION (span) . L/624MEM 3-4 (LIVE) LC 15L=-015" D=-0.12" T=-0.27"CRITICAL MEMBER FORCES:TC COMP.(DUR )/ TENS(DUR ) CSl1-2 -1481(1 33X 1491(133)046 BC COMP.(DUR V TENS(DUR.) CSl 3-4 -2500(1 33V 2500(133)065 WB COMP.puRy TENS.(OUR) CSl2-4 -639(1.33)7 563(1.33)027 TC 2x6 DFL SS BC 2x4 SPF 2100F-1.8EWEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607Loaded for 10 PSF non-concurrent BCLL.PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loadsonly unless noted otherwise.Extensions above or below the truss profile (if any) have been designed for loadsindicated only. Horizontal toads applied at the end of the extensions have not beenconsidered unless shown. A drop-leg to an otherwise unsupported wall may create ahinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1 5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load appliedevenly along the top chord to the chord @ ea. bearing (unless noted), concurrentlywith dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs ea. bearing. Connection (by others) must transfer equalload to each ply (or add-on) shown. 41 STUB AH connector plates are Truswal 20 ga. unless preceded by "W tor Wave 20 ga., "HS" for HS 20 ga., "S"forSS1Sga. from Alpine; orprecededby "MX" tor TV/MX 20ga.or"H"torl6ga. from Truswal, positioned per Joint Detail Reports. Circled plates and falseframe plates are positioned as shown above. Shift gable stint plates to avoid overlap with structural plates {or staple). UPLIFT REACTION(S): Support 1 -529 IbSupport 2 -529 Ib This truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.07 ft, mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 3/1/2007 IXIELINETRUSS TRUSWAL SYSTEMS 4445 Normpn* Or. Goto Springs. CO SO9OT TRUSPLUS 6.0 VER: T6.5.52 WA T\NlNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is tor lateral support of components members only to reduce buckling length This component shall not be placed in any environment ttiat will cause the moistute content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSirrPI V. WTCA r - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION1 - (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste BOO. Washington. OC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 20 WT: 45* TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1C Qty: BRG X-LOC REACT SIZE REQ'D1 0-1-12 1205 3.50" 1.50" 23-4-0 965 3.50" 1.50" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span):L/999MEM 3-4 (LIVE) LC 15 L= -0.03" D= 0.00" T= -0.04"CRITICAL MEMBER FORCES.TC COMP.(DUR )/ TENS.fDUR } CSI1-2 -1494(1 33y 1501(1 33) 0 38 BC COMP.fDUR y TENS (OUR ) CSI 3-4 -2500(1 33)/ 2500(133)065 WB COMPIDURV TENS(DUR) CSI2-4 -860(1 33)/ 745(1.33)028 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile(if any) have been designed for loads indicated only. Horizontal loads applied atthe end of the extensions have not been considered unless shown. A drop-leg to anotherwise unsupported wall may create a hinge effect that requires additional designconsideration (by others). 3-0-0 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1 5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea. bearing (unless noted), concurrently withi dead + 0 % live loads. D.F. = 1.60Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION(S): Support 1 -557 IbSupport 2 -797 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00ftMean roof height = 23.87 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 3-4 3-9-0SHIP 3-5-12 I 14-3-14 41 STUB All connector plates areTruswal 20 ga. unless preceded by "W" tor Wave 20 ga., "MS" for HS 20 ga.. "S"torSS IS ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Tmswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINETRUSS TRUSWAL SYSTEMS 4445 Narthpar* Dr , Colo Springs. CO 60907 TRUSPLUS 6.0 VER: 76,5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system II has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer priof to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the lop chord IS laterally braced by the roof or floor sheathing and the bottom choid is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/oi cause connector plate corrosion Fabricate, handle, install and brace this truss m accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI V. WTCA r - Wood Truss Council of America Standard Design Responsibilities 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPi The Tiuss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 Cust: OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC= 19 WT: 29# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.1S P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240TC: L/240 Job Name: Hopkins Res.Truss ID: T1C-2 Qty: BRG X-LOC REACT SIZE REQ'D1 0- 1-12 1205 3.50" 1.50" 23-4-0 965 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the tnjss material at each bearing MAX DEFLECTION (span):U999MEM 3-4 (LIVE) LC 15 L= -0.03" D= 0.00" T= -0.04"CRITICAL MEMBER FORCES TC COMP(DUR)/ TENS (OUR ) CSI1-2 -1494(133)7 1501(1.33)038 BC COMP.fDUR.)/ TENS(DUR.) CSI 3-4 -2500(1.33X 2500(133)0.65 WB COMP (DUR.y TENS.(DUR ) CSI2^ -860(1 33V 745(133)028 TC 2x6 DFL SS BC 2x4 DFL #1WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607.PLATING BASED ON GREEN LUMBER VALUES End verticals are designed for axial loads only unless noted otherwise.Extensions above or below the truss profile (if any) have been designed for loadsindicated only. Horizontal loads applied at the end of the extensions have not beenconsidered unless shown. A drop-leg to an otherwise unsupported wait may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1 5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrentlywith dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. 3-9-0SHIP 3-0-0 3 3-5-12 14-3-14 4 STUB AH connector plates are Truswal 20 ga. unless preceded by *VV for Wave 20 ga., "HS-forHS 20 ga., "S"forSS18ga. from Alpine; or preceded by "MX" for 7WMX20ga. or "H" for 16 ga. from Truswal. positioned per Joint Detail Reports. Circled plates and fatse frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). UPLIFT REACTION(S):Support 1 -557 Ib Support 2 -797 IbThis truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ftMean roof height = 23.87 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 3/1/2007 D/X/EL/A/ETRUSS JRUSWAL SYSTEMS 444$ Nerthptr* Dr. Cete Springs CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system II has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ricftwi Stating shown re lot 'atoticti support ol components members only to reduce bucMlng tengfn This component snati not be placed many environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss m accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSI/TPI 1'. WTCA r - Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION' - {BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Instrtute (TPI) is located at 583 D'Onofrjo Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 Cust: OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC= 19 WT: TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1F Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1013 3.50" 1.50" 2 17-7-14 1013 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bean'na MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 15L=-013" O-0.08" T=-0.22"CRITICAL MEMBER FORCESTC COMPfDUR.y TENS(DUR.) CSI1-2 -1299(1 33y 286(1.33]0.272-3 -1299(133V 286(133 027 BC COMP (OUR V TENS(DUR )4-5 -818(1 33)/ 1734(133)0515-6 -618(1 33)/ 1734(1.33)051 WB COMP.IDUR « TENS1DUR.)2-5 / 275(125)011 CSI TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUDGBL BLK 2x4 DFL STAND/STUD PLATE VALUES PEP. ICBO RESEARCH REPORT #1607Loaded for 10 PSF non-concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS![+] gable bracing required @ 63" intervals. if exposed to wind load applied to face.See "General Gable Details", CO02065035. Plating spec : ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS).PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea. bearing (unless noted), concurrently with dead* 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing.Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION'S): Support 1 -179 Ib Support 2 -179 Ib This truss is designed using theUBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = CBldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 8-10-13 8-10-13 4-11-10 . I 0-6-3 3-6 3-0-0 17-9-10 B2 W:308 R:1013 U:-179 3-0-0 6*5-9 SHIP TYPICAL PLATE : 2-3 AH connector plates are Truswai 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "5"forSS IB ga. from Alpine; or preceded by "MX" for TWUX 20 ga. or "H" for 76 ga. from Truswai, positioned par Joint Detail Reports. Circled pfares and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple).3/1/2007 DIXIELINE X7"q TRUSS TRUSWAL SYSTEMS 4445 MwtiVMl* Df Colo Spiinys. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 wVA KNING Read all notes on tfi/s sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TP! and AFPA design standards No responsibility is assumed fof dimensional accuracy Dimensions are to be verffied by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain thai the loads utilzed on this design meet 01 exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof o: floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards "Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSi/TPI T. WTCA1'-Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPi) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. ste 800, Washington. DC 20036 Cust: OB WO: Drive_C_07-13S2_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 158# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1F2 Qty: BRG X-LOC REACT SIZE RECTO1 0-1-12 780 3.50" 1.50"2 17-10-4 1020 3.50" 1.50" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 15 L=-0.14" D=-0.09" T=-0.23"CRITICAL MEMBER FORCESTC COMPfDUR V TENS.(DUR ) CSI1-2 -13041133V 283(133)0.282-3 -1304(1.33V 283(133)0.28 BC COMPfDUR y TENS.(DUR.) CSI4-5 -814(1 33V 1737(1 33) 0 525-6 -814(1.33V 1737(1.33)0.52 WB COMP (OUR V TENS (DUR ) CSI2-5 / 280(125)011 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 OFL STAND/STUD GBLBLK 2x4 DFL STAND/STUD 2x4 DFL #1 1 ,8 PLATE VALUES PER ICBO RESEARCH REPORT #1507. Loaded for 10 PSF non-concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 63" intervals, if exposed to wind load applied to face. See "General Gable Details", CO02065035. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. UPLIFT REACTION(S) . Support 1 -121 Ib Support 2 -180 Ib This truss is designed using theUBC-97 code Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.52 ft. mph = 70 UBC Special Occupancy, Dead Load = 11.4psf 9-0-0 9-0-0 5-0-6 6-6 B1 W:308 R:780 U>121 SHIP 18-0-0 3-0-0 TYPICAL PLATE : 2-3 AH connector plates an Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga.. "S" for SS 18 ga. from Alpine or precede* by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 D/X/EL/NETRUSS TRUSWAL SYSTEMS444$ Norrhpirk Dr. Colo Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of ft to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards Nrj responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord (Slaterally braced by We toot or float sheattwn, 3Ad the bottom chard is. t%te<3% brewed b>f a tvyri s*«aMv.<v9 matfi^ dwecsty attached u? noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance wtth the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSI/TPI r, Vi/TCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPIJ is located at 583 D'Onofno Drive, Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington, DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 148# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur 1=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: T4 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1152 3.50" 1.50" 2 22-7-14 912 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 15 L=-0.07" D=-0.06" T=-0.13"CRITICAL MEMBER FORCESTC COMP.{DUR y TENS.IDUR ) CSI1-2 -1526(125|/ 277(160)0082-3 -1339(1 25)/ 303160)0093-4 -1339(1 25)/ 303160)0094-5 -1526(1 25y 277(160)008 6-7 -182(1 60y 1299(125)0.397-6 -51(1.60y 869(12510348-9 -182(160)7 1299(1.25|039 WB COMPfDURy TENS (DUR.) CSI2-7 -330(1.25V 148(160)0093-7 -96(1 60 X 469(125)0193-8 -96(160y 469(1.25)0194-8 -330(1 25J/ 148(1 60) 0 09 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S): Support 1 -201 Ib Support 2 -145 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor =1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00ft Mean roof height = 26.11ft. mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 11-4-13 11-4-13 3-4 3-6 22-9-10 AH connector plates are Tnjswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" tor HS 20 ga., "S" tor SS 18 ga. tram Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Tnlswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINE ] TRUSS TRUSWAL SYSTEMS45IM«tflp«i*Dr Colo String! CO W907 TRUSPLUS 6.0 VER: T6.5.52 vVA RNING Read all notes on this sheet and give a copy of tt to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided tay the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the toads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSKTPt 1', WTCA. V - Wood Truss Council <j< Anv«Ka S-.wvijMd GeSAgn RsspwvitoWws. 'B^LCrtMG COMPONENT SWET< VNFORWATION' - (BC511-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr:JPM #LC = 16 WT: 155# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur 1=1.25 P=1.2S SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: HOPKINS Truss ID: T6 Qty: 8 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 860 3.50" 1.50" 2 15-4-4 860 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 4-5 (LIVE) LC 1 L=-0.02" D=-0.05" T=-0.06" CRITICAL MEMBER FORCES:TC COMP.IOUR.y TENS.(DUR.) CSI1-2 -818(1.25V 161(1.60)0.192-3 -S18(1.25y 161(1.60)0.19 BC COMP.(DUR.V TENS.(DUR-) CSI4-5 -53(1.60V 644(1.25)0.325-6 -53(1.60y 644(1.25)0.32 WB COMP.fDUR.y TENS.(DUR-) CSI2-5 / 216(1.25)009 TC 2x6 DFL SSBC 2x4 DFL #1WEB 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non-concurrenl BCLL.PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5' HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5' GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S):Suppon 1 -168IbSupport 2 -168 IbThis truss is designed using the UBC-97 Coda.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No, Exp Category = C Bldg Length = 99 00 ft. Bldg Width = 50.00 ftMean roof height = 25.20 ft, mph • 70UBC Special Occupancy, Dead Load = 11.4 psf 7-9-0 7-9-0 5-7 4-4-14 0:6_-6 5-10- 0=£_-6 B1 W:308 R:860 U:-168 SHIP 3-0-0 3-0-0 15-6-0 Truswal Systems Hates are 20 ga, unless shown by "18"(18 ga.), "H"(16 oa.), or "MXTTWMX 20 ga.). positioned per Joint Details Report. Circled plates and false frame plates are positionecf as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).2/23/2007 DIXIEUNE i/Wvx'M TRUSS TRUSWAL SYSTEMS44*5 NarOtparil Or., Goto Strings. CO BO907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verifred by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, untess otherwise noted. Bracing shown is for lateral suppori of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this tnjss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Cust: OB WO: Drive S 07-1352 L.00006 J00001 Dsgnr: XXX #LC= 16 WT: 100# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: L/240 TC: L/240 Job Name: HOPKINS Truss ID: T6F Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 966 3.50" 1.50" 2 15-4-4 966 3.50" 1.50" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span): L/999MEM 4-5 (LIVE) LC 15 L=-0.11" D=-0.05" T=-0.15"CRITICAL MEMBER FORCES:TC COMP.(DUR.y TENS.(DUR-) CSI1-2 -1222{1.33y 356(1.33)0252-3 -1222(1.33V 356(1.33)0.25 BC COMP.IDUR.y TENS.(DUR.) CSI4-5 -888(1.33y 1670(1.33)0.485-6 -888(1.33y 1670(1.33)0.48 WB COMP.fDUR.y TENS.(DUR.) CSI2-5 / 216(1.25)0.09 TC 2x6 DFL SSBC 2x4 DFL »1WEB 2x4 DFL STAND/STUDGBLBLK 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT «1607Loaded for 10 PSF non-concurrent BCLL.May use adequate staples lor gable otocxs.BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 63" intervals.if exposed to wind load applied to face.See "General Gable Details", C002065035. Plating spec : ANSIfTPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWINGTHEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5" GUN NAILS ARE USED. THEHANGERS MUST BE RE-EVALUATED (BY OTHERS)PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load appliedevenly along the top chordto the chord@ ea. bearing (unless noted), concurrentlywith dead + 0 % live loads.Horiz. reaction = 2.5 K IDS. ea. bearing.Connection (by others) must transfer equalload to each ply (or add-on) shown. UPLIFT REACTION(S):Support 1 -168 IbSupport 2 -168 IbThis truss is designed using theUBC-97 Code.Bldg Enclosed = Yes. Importance Factor = 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = CBldg Length = 99.00 ft, Bldg Wktth = 50.00ftMean roof height - 25.20 ft, mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 7-9-0 7-9-0 4-4-14 0=6r6 3-0-0 15-6-0 3-0-0 TYPICAL PLATE : 2-3 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 pa.), or "MX"(TWMCircled plates and false frame plates are posilionenas shown above. Shin gable stud platesMX 20 ga.), positioned per Joint Details Report.), positioverlaites to avoid overlap with structural plates (or staple).2/23/2007 DIXIELINE/M TRUSS TRUSWAL SYSTEMS 4445 Ncrttpar* Dr.. Cdo Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specrficalbns provkted by the component manufacturer and done in accordance with the current versrons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads irttozed on tnis design meel or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or ftoor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handte, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSI/TPI 1', WTCA r - Wood Truss Council of America Standard Design Responsibility!. BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Cust: OB WO: Drive S 07-1352JJD0006 J00001 Dsgnr: XXX #LC = 20 WT: 133# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: L/240 TC: L/240 72' 24" ,. 24' 24' .72-, ' CM I H r> V 24'24'24' inin K. I in \ . 30' Vl If V) JIB Ji 24* | 31 1/2" J16 1/2' =*: cn REQUIRES EXTRA TRUSS IN LAYOUT-POSITION OF TRUSSES |2, J3. 4 f* MAY VARY BUT DIMENSIONS A.B. OR C MAY NOT EXCEED 16 .1/2*.' NOR SHALL THE DISTANCE BETWEEN TRUSSES' P & |5 EXCEED 72V ' ••; ••:;•.-. COND. 1 REQUIRES EXTRA TRUSS IN LAYOUT (DBL)-NAIL DBL TOGETHER AT 12' O.C.-POSTION OF TRUSSES |2. 13. k §4 MAY NOT VARY NOR SHALL THE DISTANCE BETWEEN TRUSSES fl * |5 EXCEED 72" COND. 2 30X30 ATTIC ACCESS REVISIONS SEE CHECKED: JOB REP. DRAWN: I 24't 16' t1 MIN. 1 32'24' MAX.MAX. (T \30- V 2X4 LADDER FRAMING AT TOP * BOTTOM CHORDS BY OTHERS TRUSS IS DESIGNED FOR A 30"X30" ATTIC ACCESS IN HIHICH THE ON CENTER SPACING NEVER 28'. SEE FRAMING PLAN ABOVE. COND. 3 6.20.00 BY LUMBER SPECIFICATIONS: PER BUILDING ENGINEER REVISIONS 2X6 RIDGE B/0 ADEQUATE CONNECTIONS TO SUPPORT LOADS MUST BE VERIFIED AND/OR SPECIFIED BY OTHERS TRUSS n TRUSS ILJ TYP.\ 2X4 TOP CHORD ATTACH 2X6 PURLINS TO EACH PANEL POINT USING A35'S TRUSS 2X4 TOP CHORDS B/0 CUT AND HEAD-OUT BOTTOM CHORDS AS REQUIRED FOR OPENING CHECKED; JOB REP. DRA1TR 6.20.001 BY m DRAWING DESCRIBES FRAMING PROCEDURE FOR ATTIC ACCESS AND IN NOT SPECD7YING ANY SPECIFIC TRUSS PROFILE, ,f/c. LUMBER SPECIFICATIONS: PER BUILDING ENGINEER -HIP CORNER RAFTER(ONE: SIZE LARGER THANSTANDARD RAFTERS) RAFTER TIE (NOT REQUIRED ON SPANS UNDER 18-0') (ONE ROW REQUIRED ON SPANS 18'-0- TO 22'-0") (TWO ROW REQUIRED ON SPANS 24-0' SPANS AT 4'-0' O.C.) BRACE TO ROOF STRUCTURE HIP TERMINAL TRUSS PER DESIGN NOTE: BOTTOM CHORD OF JACKS NOT SHOWN FOR CLARITY RAFTER TIE LEDGER ATTACHED TO' FACE OF TRUSS PER HB-1 DETAIL A CHECKED: JOB REP. RIP TAIL TO MATCH STANDARD RAFTERS PER HB-1 IEVISIOXS 6.20.00 BY MINIMUM LAP DETAIL BOTTOM CHORD OF TRUSSES LATERAL BRACING TRUSSES IMPACT LATERAL PLYWOOD —^— TOE-NAIL W/ lOd TYP. 2X4 X-BRACE AS REQUIRED 10d O 12" O.C. SECTION A-A METHODS OF STRONGBACKING - 'SIMPSON' H-3 (2) 10d 2X4 X-BRACE PER PLAN 2X4 LATERAL BRACE (FLAT) -TRUSSES PER PLAN 10d O 12" O.C. 2X4 IMPACT BRIDGING (ON EDGE) WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10'-0" O.C. USE 1X4 MINIMUM CONTINUOUS LATERAL BRACING AND ATTACH WITH 2-8d NAILS. MINIMUM CONSTRUCTION GRADE HEM-FIR BRACING MATERIAL SEE TP1-HIB-91 OR BUILDING DESIGNER SPECIFICATIONS REVISIONS 6.20.00 CHECKED: BY JOB REP. DRAWN: LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS * FOR CABLE ASSEMBLY GREATER THAN 5'-10' IN HEIGHT SEE GE-2. .VARIES SHEATHING OR SIMILAR ON ONE FACE REQ, SHEAR DESIGN BY'OTHERS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" O.C. ADD ON SPUCE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2-16d NAILS CUTOUT FOR 2X4 CUTOUT FOR 2X4 HORIZ. VENT MEMBERS NOT REQUIRED OUTLOOKER DETAILS 1.5-3 ONE SIDE AND (2) H GA 2" STAPLES ON OTHER SIDE OR (5) 2" 16 Go. STAPLES 12 VARIES 3-5 MIN. OR USE SAME SIZE PLATE AS ON TRUSS UP TO 24" O.C. OPTIONAL CANTILEVERi—A, 1 UP TO 48" WITH STUD ® WALL UP TO 24" NO CHANGE SEE DETAIL BEVEL GABLE END FRAME GABLE END FRAME' 1Sd AT 24" O.C.- •2X4 -DIAGONAL BRACE AT •••-.'•" CENTERUNE OR AT 16-0' .O.C.,: MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS SEE OUTLOOKER DETAIL UL ^DL JT JT SECTION A 2 - 16d NAILS DIAGONAL BRACE AT CENTERUNE OR AT 16'-0" O.C. 045 DEC. REVISIONS LUMBER SPECIFICATIONS 2X4 |2 DF-L CHORDS AND STD. DF-L STUDS VARIES SHEATHING ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-H-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING 2X4 CONST. DOUG. FIR AT 32" O.C. SEE OUTLOOKER DETAIL CE-1 /-2X4 NO. 2 DOUG. FIR CONTINUOUS STRONGBACK Y BRACED TO ROOF STRUCTURE AT 6'-0" O.C. MAXIMUM. 12 6-0" MAXIMUM BRACE SPACING VARIES 1.5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE 3-5 MIN. OR USE SAME SIZE CHECKED: JOB SEP. DRAWN: 2X4 STRONGBACK BRACED AT EVERY 6'-0" MAX. 1X4 MIN. LATERAL WEB BRACING 2X4 END BLOCK DIAGONAL BRACE 0 APPROX. 45 DEC. .1 \_2X4 CONTINUOUS BACKING WITH ~^~ (T) 16d NAILS AT 24" O.C. TO WALLw PLATE SECTION A UP TO 24" UP TO 43" WITH STUD 0> WALL UP TO 24" WITH NO CHANGE GABLE END FRAMING CONNECTION DETAILS (MINIMUM NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE TRUSS, 8d AT 6' O.C. 2X4 SOLID BLOCK WITH J-16d NAILS EACH END-r-1-16d NAIL STUD 2-16d NAILS. -1-16d NAIL 16d AT 24" O.C. MINIMUM BRACING DETAILS - STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS .BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY r, - OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE//V^V ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED''/-- ' WITHOUT THE BUILDING DESIGNERS APPROVAL 6.20.00 BY SEE TPI HIB-91 FOR OTHER BRACING RECOMMENDATIONS NAILER HIP BEAU - SEE CHART FOR SZE THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SDSMIC LOADING CONDITIONS. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND WE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. NOTE- ALL BEAM MATERIAL SHALL BE #1 DF-L MINIMUM UNLESS NOTED OTHERWISE. PERSPECTIVE NOTE: DUTCH CABLE SHOWN- HIP FRAMING SIMILAR HIP BEAM SIZING CHART SETBACK FROM END WALL 6'-0' OR LESS r-o" 8'-0" ROOF LOADING 25 PSF 2X4 2X6 2X6 SS DF 2X8 f2 OF 30 PSF 3X4 2X6 2X6 2X6 SS DF 2XE f2 DF 35 PSF 3X4 2X6 2X6 2X8 fi DF RIP TAIL TO MATCH OVERHANG 3' WOE SHEAR PLATE LENGTH AS REQUIRED TYPICAL HIP BEAM SUPPORT DETAIL NOTE: DUTCH GABLE SHOWN HIP FRAMING SIMILAR LEDGER NAILING SCHEDULE BEAM SIZE 2X6 NUMBER OF 164 NAILS REQUIRED 70 SECURE LEDGER TO TRUSS 5 NAILER HIP BEAM -SEE CHART FOR SIZE 2" MAX; WITHOUT SHEAR PLATE LEDGER - SEE SCHEDULE FOR REQUIRED NAILING (IN VERT. ONLY) + (2) EACH. END MIN. REVISIONS' 6.20.00! CHECKED: BY JOB REP. IDRATO THE ARCHITECT AND/OR ENGINEER OF RECORD IS RESPONSIBLE FOR PROVIDING CONNECTION DETAILS REQUIRED TO RESIST WIND AND SEISMIC LOADING CONDITIONS. WORK SHALL COMPLY WITH THE CURRENT UNIFORM BUILDING CODE AND THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 2X4.RIDGE BLOCKING-y 1X4 LATERAL BRACING REQUIRED PER DRAWING X-BRACE COMMON TRUSS TO HIP TRUSS AT CENTERUNE OR 20'-0' MAX SEE DETAIL HF-3 / ^ £ 81 - ik?\ p o 1 - / ALT. FRAMING V^~\ 2 PIECE HIP RAFTER •j/' ®\ / RESSURE BLK'G^ y-~^f| 7 LAYO / UT . . 24' O.C. / r fc \ IDS) END PI BOTI JACK AM DM C X| 10R[ /-COMMON TRUSSE / PORTION Or EXTENDED TOP CHORD k, ^ 14H N-- 2 PIECE HIP RAFTER 12H 5S OF \/VAx 10H P1)^-^ ^-BH (DBL MEM kjJACK:X-^5 \\ LAY ^ OUT \y . /HF\ V3y ER SHOWN) g 111 fo— lto ^ 24" O.C." PRESSURE BLK'G (OPT. HANGER) REVISIONS BY JACK DETAIL DESIGN DRAWING HIP TRUSSES 24' O.C. TYP. SECTION A-A RIDGE - SHAPED BLOCK 4 i^^i 1 6 /-COMMC lr~ / CROSS BLOCK. STANDARD CALIFORNIA HIP FRAMING WITH s'-o" SETBACK * SETBACK AND NUMBER OF PLYS MAY VARY - SEE ENGINEERED DRAWING .ALTERNATE. FRAMING WHERE HIP RAFTERS DO NOT MEET AT COMMON TRUSS. SHAPED BLOCK SECTION B-B 6.20.00 CHECKED: JOB REP. DRAIN: MIN. 2X4 HIP RAFTER SEE CONNECTION DETAIL MIN. 2X4 HIP RAFTER SLOPING TOP CHORD MIN. 2X6 HIP RAFTER -HORIZOKTAL TOP CHORD 8H • ROOF JACK W/ BOnOM CHORD TOP VIEW 2X4 HIP RAFTER MINIMUM HIP MASTER (DBL BH SHOWN) -USE 2X6 SS DF RAFTER WITH-HIP SET BACK 8'-0" FROM END WALL AND WITH TOTAL ROOF LOADING = 30 PSF. SEE HB-1 FOR OTHER SET BACK AND LOADING CONDITIONS. PERSPECTIVE LEDGER REQUIRED UNDER MIN. 2X6 HIP RAFTER - SEE SUPPORT DETAIL ON RLE NO. HB-1. NOTE: 'SIMPSON' LSU26 HANGER MAY BE USEDCONNECTION DETAIL * UEU OF LEDGER. IREVEIOKSJ 6.20.00] CHECKED: JOB REP. DRAIN: BY » INDICATES 1X4 LATERAL BRACING ATTACH WITH (2) 8d NAILS TO EACH MEMBER WHERE SHOWN. ALL BRACING MUST BE CONTINUOUS AND TIED TO-THE ROOF DIAPHRAGM ALTERNATE SHOULDER DETAIL REFER TO TRUSS DRAWING FOR SPECIFIED BRACING REQUIRED BRACING ON SECONDARY FLAT TOP CHORDS IS REQUIRED AT 6'-0" O.C. MAXIMUM. SECONDARY CHORDS —v,USE 4-6 AT SHOULDER ;i; AOVERFRAMING - TYP.: ' TOE-NAIL .END .-:JAO< TOP' CHORD EXTENSION TO HIP OVERFRAMING W 2-£16d NAILS. USE 1.5-3 WITH 2X4 STUD FRAMING - TYP. AT 48" O.C. . . 3-5,(SPL) 5-7 ,W^ EXTENDED HIP TOP CHORDS FOR TRUSS CONFIGURATION AND PLATING SEE ENGINEERING REVISIONS HIP GRIDER LUMBER IS SEASONED FL ONLY. TOE NAIL TOP AND BOTTOM CHORDS OF JACKS TO HIP GIRDER TRUSS WITH 4-16d NAILS FOR 10' MAX. SPAN JACKS 3-16d NAILS FOR 8' MAX. SPAN JACKS 16d NAILS TYP. TOENAIL INT HIP & STAGGER TO PREVENT SPLITTING JACK CHECKED: JOB REP. DRATO: SIDE VIEW PRESSURE. BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP T0.10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5PSF PLAN VIEW 3-RE BLOCK -16d NAILS i \ 3- 10cK .^-3- TOd \/ \ j x_ PRESSURE BL WITH 4-1 6d ' • :"'7^-24" O.C. TYP^Ti^.^BOTTOM CHORD OF HIP TRUSS NO. 1 HIP TRUSS NO. -3- 10d ; ••-<. js ~\ r"--~\ \% I"V^ iw$\\ i. -Ti '. n'-ivl„„, ^\^'4 | Pr,y£>»- i^-.H JA'°8J*/|| SIDE VIEW -3- 10d RESSURE BLOCK NOTE: ATTACH 2X4 DOUG. FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTON CHORDS OF END JOINTS ARE ATTACHED WITH 3-1 Od NAILS AT EACH END OF THE PRESSURE BLOCK. 30 PSF MAX. LOAD ON ROOF 6.20.00 BY 4-5 (2) 16d TOENAIL PIGGYBACK CONT. 2X4 -/ .1 SUPPORT TRUSS REVISIONS 6.20.00 CHECKED: JOB REP. DRA1K 3 1/2"X8"X1/2" PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16d EACH END. WHEN USING PLYWOOD SEATHING, TOE-NAIL CAP TRUSSES WITH 10d NAILS FROM EACH FACE AT 6" O.C. 1.5-3 , 24" 1.5-3 N t \ 1.5-3 \__ ov<( r>nkiTi 3-5(Spl) 1-5-3 ktl \r\\ 1C C"l IDDrtDT DD AOIkir* ^ ' [1 * REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10-0" ETC. ATTACH 'TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d NAILS BY ALTERNATE SHOULDER J-5 LUMBER SPECIFICATIONS: 2X4 #2 DF-L CHORDS 2X4 STD. DF-L STUDS SHEATHING OR SIMILAR ON ONE FACE REQ. SHEAR DESIGN BY OTHERS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING SEE GE-2 FOR WEB BRACING REQ. 4-5 2X4 CONST. DOUG. FIR AT 32" O.C. • SCISS. GABLE END FRAME- -OUTLOOKERS PER DETAIL GE-1 (1/4* MAX. OVERSIZE CUT) 16d AT 24' O.C. BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD (BY OTHERS) 2X4 BLK W/3-16d EACH 1.5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE 3-6 MIN. OR USE SAME SIZE TRUSS. -2X4 CONTINUOUS BACKING WTH 16d NAILS AT 24* O.C. TO WALL PLATE SECTION A MINIMUM BRACING DETAILS - SEE STRUCTURAL DETAILS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED WITH OUT THE BUILDING ENGINEERS APPROVAL f- REVISIONS 6.20.00 BY CHECKED: JOB REP. DRAWN: REVISIONS WHERE NO RIDGID CEILING IS APPLIED DIRECTLY TO THE BOTTOM CHORD. IT SHALL BE BRACED AT INTERVALS NOT EXCEEDING 10'-0'. USE 1X4 MINIMUM CONTINUOUS LATERAL BRACING AND ATTACH WITH 2-8d NAILS AS SHOWN. 6.20.00 BY CHECKED: JOB REP. DRATOt LUMBER 2X4 NO. 2 DF 2X4 CONSTRUCTION DF 2X4 1650 MSR - 1.5 E • MAX. PANEL LENGTH.L' 10'-0" 6'-0" 10'-0" SEE ENGINEERED SCISSOR DRAWING FOR WEB CONFIGURATIONS AND REQUIRED B/C BRACING 12" MAX. (OFF PANEL POINT) OPTIONAL FURRING FOR ANY 24" O.C. TRUSS WITH 10 PSF TOTAL BOTTOM CHORD LOADING. (MAX. DEFLECTION « L/240.) (OFF PANEL POINT) L' NOTE: MAY USE (3) 16d NAILS AT EACH END OF 2X4 VERTICALS TO ATTACH FURRING TO BOTTOM CHORD OF TRUSS INSTEAD OF CONNECTORS. ALL WORK SHALL COMPLY WITH CURRENT UBC AND REQUIREMENTS OF LOCAL BUILDING DEPARTMENT REVISIONS TRIPLE TRUSS-\ LADDER FRAMING LADDER FRAMING BY OTHERS SS-A/ \M -TRIPLE TRUSS -TRUSS DOUBLE TRUSS-x TRUSS-\ \ BY OTHERS THIS ENGINEERING APPLIES FOR ALL CONFIGURATIONS OF TRUSSES INCLUDING SCISSORS AND VAULTS. TRUSS ARE TO BE NAILED TOGETHER WITH 16d NAILS OUBLE TRUSS -TRUSS 1 o'-O" MAX. 3888 INCHES O.C. NAIL Pl_p = SPACING FOR TRIPLE TRUSSES 2592 INCHES O.C. NAIL -pjJ-= SPACING FOR DOUBLE TRUSSES CHECKED: JOB REP. IDRATHJ: 6.20.001 BY NON-BEARING PARTITION PERPENDICULAR TO TRUSSES 1X TOP PLATEr \ & < ^ /II < c 2X PLATE c tilw l^l J!^— 16d* voi-IT" — •• — — s . II ' BOTTOM CHORD TRUSS • * 'SIMPSON* STC CUP OR EQUAL MAY BE SUBSTITUTED FOR 16d NAIL NON-BEARING PARTITION PARALLEL TO TRUSSES I ^ 2'-0' (TYP.) * "f «3eTIX TOP PLATE-v -\ 1' • 1 1 < B ran 2X PLATE i /—BOTTOM / OF TRU! ' S '•*\ B III II X -V TRUSSES AT 2--0' O.C. TYPICAL •Vs" -© 2X PLATE -3 - 1Sd NAILS TYPICAL SPACER BLOCK. ^Kv NAJUNG SEQUENCE: ; • '. '. © NAIL SPACER BLOCK TO TRUSS ® SET NEXT TRUSS AGAINST,? BLOCK AND TOE NAIL TO PLATE <3> DRIVE NAIL THROUGH TRUSS INTO BLOCK © BACK NAIL TRUSSES TO PLATE AFTER ALL TRUSSES ERECTED OPTIONAL SHEAR CONNECTION - 16d NAIL SECTION C-C ROOT DIAPHRAGM BM. (BEVELED) SPACER BLOQO . 2X4 BLOCK W/ 2- 16d NAILS EACH END. -rV SHEAR BLOCKING AND NAIUNC PER BUILDING ENGINEER. SHEAR WALL PER DESIGN • 1 - 15d NAIL ' SECTION B-B TRUSS CONNECTION TO EXTERIOR WALL X B.K. PLYWOOD TO SPACER BLOCK BEARING WALL BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED WITH OUT THE BUILDING ENGINEERS APPROVAL REVBIOKS 6.20.00 JOB REP. DRAUK BY SINGLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORD WITH 1 1/2" NOTCH ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12" O.C. DOUBLE TRUSS 2X4 OR 2X6 TOP CHORD TRUSS CHORDS WITH 1 1/2" NOTCH ADD-ON ONE SIZE LARGER THAN TOP CHORD (#2 DF OR #1 HF} WITH 16d NAILS AT 12" O.C. FOR 2X4 CHORDS: 1. MUST HAVE GABLE ENDS STUDS 24" O.C. OR LESS 2. TOP CHORDS MUST HAVE AXTAt, CHECK LESS THAN .20 3. FACE OF TRUSS MUST BE SHEATHED OR ADD-ON IS REQUIRED. LOWERED TO FIT UNDER THE OUTLOOKERS OF THE SAME SEE AND GRADE AS THE TOP CHORD. NAILED 4" O.C. 4. IF AXIAL CHECK IS MORE THAN .20 YOU MUST UPGRADE THE LUMBER UNTIL AXIAL CHECK IS UNDER .20 OR USE 2X6 CHORD MATERIAL OR DOUBLE 2X4 (STACKED) CHORD."" FOR 2X6 CHORDS: ANALYSIS OF TRUSS WITH THE NEXT SMALLER CHORD SEE OF THE SAME CBADR MUST WORK FOR EXAMPLE, 2X6 CHORD WITH NOTCHES MUST BE ANALYZE WITH A CSI OF LESS THAN 1.0 FOR A 2X4 OF THE SAME GRADE. SDflLARY, FOR 2X8 ANALYZE WITH 2X6, FOR 2X10 ANALYZE WITH 2X8. AND FOR 2X12 ANALYZE WITH 2X10. DRAWING NOTE: 1.5" DEEP NOTCH AT MAY BE USED ON TOP CHORD IF ONE FACE OF THE TRUSS IS SHEATHED, OR IF FULL- LENGTH ADD-ONS OF THE SAME SEE AND GRADE AS TOP CHORD ARE USED, NAILED UNDER THE NOTCHES WITH lOd NAILS 6 4" O.C. THROUGHOUT. DO NOT OVER CUT NOTCHES REVISIONS 6.20.00 BY CHECKED: JOB REP. DRATO* 3 0TCH FOR OUTLOOKERS 2" O.C. MAX. RCTS10HS 6.20.00 ROOF LL+DL = 30 PSF. MAXIMUM VALLEY FILL TO 20'-0" . qd NOTES: (1) VALLEY RAFTERS TO BE MINIMUM 2X4 #2 DF-L AND NOT TO EXCEED 8'-0" CLEAR SPAN-SEE EJ VARIABLE FOR LUMBER SIZE. (2) NAILING PER UBC. DETAILS: (A) 2X4 POST TO 1/2 VALLEY WIDTH PURLIN. NQJ REQUIRED FOR SPANS LESS THAN 16'-0" (B) 2X4 POST TO BEARING, GABLE END OR GIRDER TRUSS. NOTE: DO NOT BEAR RIDGE BOARD ON COMMON TRUSS. CHECKED: JOB REP. DRAWN: 2X4 VALLEY RAFTERS WITH 3-16d TOE-NAILS TO RIDGE TYPICAL _ PROVIDE SOLID BLOCK BETWEEN TRUSSES TO SUPPORT RIDGE IF NECESSARY. BY SECTION. A-A FRAMING.. DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL LUHBFB SPECtFlfATtDNS EX4 HZ W-L MIN. TOP I TOT. CHORDS 2X4 5TD DR CONST BF-L VERTS. RTIflF 11 +DL « 30PSF MAXIMUM 70 MPH WIND LOADING ALTERNATE CONNECTION FDR FLAT TOP VALLEY TRUSS 4-6 SPACE 3X4 VCRTICALS AT 7Z- OC. MAX. TYP. *»4»»s»»s»as»»4»Vja»4^»; STD TRUSSES 8 24- DC, PLAN CTYPICAL EXAMPLE) 2X4 BEAM OR GIRDER TRUSS TRUSS GABLE END FRAME CUT TO MATCH SLOPE OF ROOF TDE-NAJL VALLEY MEMBER 5 TO EACH TRUSS V/l-lfcd NAIL TOP CHWD OT TRUSS- SECTION A-A BOTTOH CHORD OF VALLEY TRUSS » 2X4 DIAGONAL BRACE REQUIRED TOR EVERY 6' OF RISE KTVTSIDH: 620.00 OCOCCD JOS RCP. ORAVH CO fuu 1..V ROOF LL+DL = 30 PSF. MAXIMUM LUMBER SPECIFICATIONS #2 DF-L For shorter valley fills, eliminate longer members and respective details POINT LOADS (IF ANY) MUST BE DESIGNED INTO TRUSSES BELOW FRAMING. FRAMING DETAIL FOR CONVENTIONAL FRAMED VALLEY FILL NOTES: DETAILS: VAI1EY FUt TO X'-O' (1) See EJ variable (1/1) for size, grade, ond loading (2) Nailing per current UBC except as noted below (3) Continue plywood under Valley Fill (A) 2x4 Post to 1/2 Valley - with purlin (B) 2x4 Post to bearing, Gable End or Girder truss (DO NOT BEAR RIDGE BOARD ON COMMON TRUSS) (C) 2X4 Post to Truss (D) 2x4 Post to 2x4x4'-2" purlin (over 3 Trusses Min.) Pre-cut Coll Fill Member 2-2x4 Valley Pads SECTION B-B -2X6 #2 DF-L Ridge, support as shown .Truss as occurs £^fe- 2X4 VAUEY RAFTERS «TH 3-1M TOE-NAILS TO (BOG£ TYPICAL LTRUSSES UNDER FILL * Adjust distance of shortest Col nil member from the termination point to compensate for valley pods - then 24" O.C. PROVIDE SOLID BLOCK BETWEEN TRUSSES TO SUPPORT RIDGE IF NECESSARY. tEVBlOKS 6.20.00 CHECKED: JOB REP. DRATO: BY 1I UMMARY SHEET - GUIDE FOR H GENERAL NOTES NOTAS GENERALES Trusses are not marked In any way to Identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of trusses. Refer to BCS1 1-03 Guide to Good Practice for Handling. Installlno & Bracing of Metal Plate Connected Wood Trusses for more detailed Information. Truss Design Drawings may specify locations of permanent bracing on Individual compression members. Refer to the BCS1-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more Information. All other permanent bracing design Is the responsibility of the Building Designer. Los trusses no estan niaicaclos de ningi'm modo que Identlfique la fiecuencla o localization de los anlostres (bracing) temporales. Use las recomendaclones de inanejo, Instalaclon y arrlostre tempoial de los trusses. Vea el folleto BCSI 1-03 Gula de Buena Piicilc3.raiaelMarielo. Inslaladon y Arrlostre de los Trusses de Madera Connectados con Placas de Metalpara para mayor Information. Los dibujos de diseno de los trusses pueden esperlflcar las localizadones de los anloslres peiinanentes en los miembros Indlvldtiales en compiesion. Vea la Iraj _ mlembfos secundailos fwebsl para mayor Information. El resto de arriosties permanenles son la responsabllidad del Dlsehador del Edlflclo. The consequences of Improper handling, Installing and bracing may be a collapse of the stiucture, or worse, serious personal Injniy or dealh. El resulrado de tin manejo, Instalaclon y arrlostre inadecuados, puede ser la calda de la estructura o aun peor, muerlos o heridos. Banding and truss plates have sharp edges. Weal- gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. tlse guantes y lentes protectores cuando corte los empaques. HANDLING-MANEJO [ Allow no moie than 3" of deflec- tion for eveiy 10' of span. Hopemilla mas de 3 pulgadas de pandeo por catla JO pies de Iramo. Use special rai e in windy weather or near powei lines and all poits. Illllli-ecipWatla espei itil en d(as venlosos ti cerca de cables electi li:os o de aempiieilns. Revise Ins cmpaqiies anfes tie mover IDS tie Imsses. [ Pick up verllral1 bundles at the Ittp cliord. Levanle de la cuercla superior Ins guiptis veitlcates de IIUSSRS. Avoid lateral bending. — Evlle la flexion lateral. r"71 Bundles si ored on the ground for one LJ--I v/eel; or nmie shnuld be raised by blocking at 8' to 10' on center. Los paquetes alinacenados en la tlerra por unn semana o mas deben ser elevados con bloques a cada 8 o 10 pies. 0 For long term storage, covei bundles to pre- vent moisture gain but allow for venllla'tlnn. Paia almncen amlento por mnyor llentpo, cubra los paquetes para prevenir aumento de hnmedad peio peunita ventilacliin. HAND ERECTION — LEVANTAMIENTO A MANO Trusses 20.' or .. . •''•?,- -_ fact ci||ipni-t --'"* ' l' " ' ~ ~ - ~ at peal;. Levante del pica los trussHS He 20 pies o menos. - ^=»<'*V 1 ^'\*.***f:~r Tiusses up to 20' Trusses hasta 20' ' Ti usses 30' or less, support at quartei points. Levante de los cuai tos rie lianio los ti usses de 3M pies o menos Ti usses up to 30' Trusses hasta 30' HOISTING - LEVANTAMIENTO 0 llold each buss In poslllnn with the election equipment until temporaiy bracing is Installed and buss Is fastened to the bearing points. Sostenga rada truss en poslclon con la giua hasta que el anlostre temporal es'.e instalarto y pi truss asegurado en los sopoiles. Do not lift trusses over 30' by the peak. No levanre del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagllne - _ Approx. 1/2 _ truss length TRUSSES UP TO 30' TRUSSES HASTA 30' Toe-In Tagllne - Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' Allach 10'o.c. max. - Tagline _ TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING — ARRIOSTRE /J\ Refer to BC.5I-B2 Summary Sheet - Truss Installa- tlon and Temporary Bracing for more Information. Vea el resi'imen BCS1-B2 - Instalaclon de Trusses v Arrlostre Temporal para mayor Information. /V\ Do not walk on unbraced trusses. No camlne en ti usses sueltos. 0 Locale giound braces foi first truss directly In line wllh all rows of top choid temporaiy lateral bracing. ("oloque los an lustres de tlerra para el pilmei truss direclainenle en linea con rada Una de las fllas de anloslres lalerales tempoiales de la cuerda supeiloi. Brace first ti uss well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) 2x4 mln. INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES IRAtlNG FOR THREE PLANES OF ROOF :L AfcRIOSTRE EN TRES PIANOS DE TECHO J7f This bracing method Is for all trusses except 3x2 and 1x2 parallel chord ti usses. Est8 metodo de arrlostre es para torio trusses excepto trusses cle ctierdas paralelas 3x2 y 'l>:2. i TOP CHORD — CUERDA SUPERIOR Tttiss Span LongllHd de Tranio Op to 30' Httta 30 pies 3to' to 15' 30 a 15 pies 45' to 60' IS a 60 pies 60' to 80'* 60 a 80 pies* Top Chord Temporary Lateral Brace (TCTLB) Spacing Espaclamiento del Arrlostre Temporal de la Cuerda Superior 10' o.c. max. 10 pies maxlmo 8' o.c. max. 8 pies mixlrno 6' o.c. max. 6 pies maxlmo 1' o.c. max. 1 pies maxlmo •Consult a Professional Engineer for trusses longer than 60'. *Consu1te a un Ingenlero para trusses de mas de 60 pies. 7J See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opclones de TCTLB. Refet to BCS1-B6 1 Summary Sheet - Gable End Frame Biasing. Vea el resumen BCS1-B6 - Arrlostre del truss terminal de un techo a dos Repeat diagonal braces. Replta los anlostres diagonales. r/T Set first five trusses with spacer pieces, then add diagonals. Repeat L!~' process on groups of four trusses until all trusses ai e set. Tnstale los clnco prlrnei os trusses con espacladores, luego los ai rinstres diagonales. Replta este pi ocedimlento en gnipos de cuatro trusses hasta que todos los trusses esten Insralados. ) BOTTftM CHORD - CUERDA INFERIOR Lateral braces 2x1x12' length lapped over two trusses. 10'-15' max. '"-^ ^''^^5^-vJr^i:^kH'vv.ix^Dlagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. ) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS 10'-15' max. same spacing as bottom chord lateral bracing Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING TOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Refer to BC5I-B7 Summary Sheet ' - Temporary and Permanent Bracing for Parallel Chord, Blisses for more Information. Vea el resumen BCSI-B7 - Arrlostre Maximum lateral brace spacing 10' o.c. for 3x2 chords 15' o.c. for 4x2 chords Diagonal braces every 15 truss spaces (30' max.) nfijananeutejle. The end diagonal trusses de cuerdas brace for cantllevered paralelas para mayor trusses must be placed Informaclon. on vertical webs In line with the support. Lateral braces 2x4x12' length lapped over two trusses. INSTALLING — INSTALACION r/T Toleiances for Out-of-Plane. — Tolerancias para Fuera-de-Plano. Length •Max. Bow • Lenglh •- Length - 0Tolerances for Out-of-Plumb. Toleranrlas para Fuera-de-PloinadB. D/BO ma CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Max.Bow 3/4" 7/8" 1" 1-1/8" 1-1/4" 1-3/8" 1-1/2" 1-3/4" 2" TrussLenglh 12.5' 14.6' ' 16.7' 1B.B' 20.8' 22.9' 25.0' 29.2' >33.3' Do not pioceed with construction until all bracing Is securely and properly In place. No proceda con la construcclon hasta que todos los anlostres esten colocados en forma aproplada y segura. ! Do not exceed maximum stack heights. Refer to BC51-B4 Summary Sheet - Construction Loading for more Information. No exceda las maxlmas alturas recomendadas. Vea el resumen B£5UB4.Carcia cie_£QnstriJcciQu para mayor Informacirin. Maximum Stack Height Tor Materials on Trusses Material Gypsum Board Plywood or OSB Asphalt Shingles Concrete Block Clay Tile Height (h) 12" 16" 2 bundles 8" 3-4 (lies high /^\ Do not overload small groups or single trusses. Mo sobrecargue pequenos grupos o trusses Individuates. r/T Place loads over as many trusses as possible. Coloque las cai gas sobre tantns trusses como sea poslble. r/f Position loads over load bearing walls. . ' Coloque las cargas sobie las paredes sopoilantes. ALTERATIONS — ALTERACIONES S\ Refer to BC5l-B5_Summarv Sheet - Truss Damage. Jobslte Modifications and Installation Errors. Vea el resumen BCS1-B5 Dafios de trusses. Modlficaclones en la Obra v Errores de Instalaclon. fi~\ Do not cut, allei; or di III any structural member of a truss unless vV specifically permitted by the Truss Design Drawing. No coite, altere o peifoie nlnguii mlembro estructutal de los trusses, a menos que este especlficamenle permltldo en el dlbujo del dlsefio del truss. /\ Tiusses tliat have been overloaded duilng consttuctlon or altered without theTiuss Manufacturer's "^ pi lor approval may render the Tiuss Manufacturer's limited warranty null and void. Trusses que se ban sobrecargado durante la construcclon o ban sldo alterados sin una autoilzaclon prevladel Fabilcante de Tiusses, pueden redudr a elimlnarla garantla del Fabilcante de Trusses. NOTE! The Truss Manufacturer and Truss Designer must rely on lite feet that tile Contractor and crane operator (If applicable) are ca- pable to undertake tie work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices Trom a competent party. The methods and procedures outlined are Intended to ensure that Hw overall construction techniques employed will put door and toor trusses Into ptace SArELY. These recommendations Tor handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature Of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It Is not Mended thai these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Oulldlrrg Designer; lire Erection/Installation Contractor or ollremlse) for handling, Installing and bracing wood trusses and It does not preclude the use of other equivalent rnelliods Tor bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Conlractor. Thus, the Wood Truss Council of America end the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 60fl/27'1-'1B'19 • www.woodtruss.com TRUSS PLATE INSTITUTE 583 D'Onofrlo Drive • Madison, WI 53719 608/833-5900 • KWW.tplnst.org D1WABIUH17 031125 j Customer _ Address Dixieline Lumber Established 1913 _0/fe TRUSS DEPARTMENT ESTIMATE 2740 TIDELANDS AVENUE NATIONAL CITY, CALIFORNIA 91950 - (619) 263-6161 FAX (619) 477-6891 Yard H^Kg. K.Job Name Control Number Page ' 1/U/V7 _Date IC(»ofO$ of Rev. |20f Q Bid List 073*7 Fax.sc*Pager E-mail TM#.Q Build List ENG.I.D.QTY. SPAN PITCH DESCRIPTION/^^O.H. L/8 F/S R/S PRICE AMOUNT 14" 6aV*c«> ^ V J0£.(s J1L riA TIB ric TIC.Tr i4^&*_!fc T\(b i—4*1 fo» \JQA. ri A\ T\4 TI4 T\lb V iTIC, TRD55 COUNTSD^ BID# JOB* WRITTEN BY _JM. PRICED BY CHECKED BY l(\ . QUOTED TO ~5DB~" BY DATE PRICES GOOD THROUGH CHECK THIS UST. WE FUftNISH ONLY ITEMS AND QUANTITIES LISTED. Quotations are based on informationavailable on above date and are effective for 15 days thereafter unless otherwise noted. Contracts subject to cancellationwithout recourse upon us in event of labor disputes, fire flood, accidents, or other conditions beyond our control.# 507 (Rev 06/06} Dixieline Lumber Established 1913 TRUSS DEPARTMENT ESTIMATE 2740 TIDELANDS AVENUE NATIONAL CITY, CALIFORNIA 91950 - (619) 263-6161 FAX (619) 477-6891 Page .-Of Customer Ofto Address PhoneC?«»oS-434- 0737 Fax ENQ. 6,2- T\C r\(b TlA T\ r\-z riA-? v^fc-7 r<c -7 #2-2- rvc-*v rift-'* •nA-'T- T\f2 I.D. 1232 W$o * H235 H£?>0 > TRUSS BID# JOB# QTY. 1 I I 1 4i i \ 1 I i\ \ Yard rt\\Kg. %,. £*( Job Name /-loDWvS Wts Date IOf*&fo? Rev. 0^>lo\/s>7 SPAN i<?V/k (7-7% iq'-^ l7-^& ) If WRITTEN BY J PRICED BY Sl±L- 07-l*>52. Address 201 ^AJ»lltfV A^ . £0*1* || Cejl Pager ^^n— E-mail PITCH i £.54 ti <i 5.54 Lf I f . „ i^ G i */ t* 4k/ "^ ""* - "*>* J-J*— r ' "J'V — *^ _r-^*^ -—"''"V i-"^W. ^X^***-^**^ — \/a\V«^ 6ntJLer f^/P nX*ft5.4 ^(04*^6/0.4 ll^H^O /S.tA ' tr 64o\o 4''<i7/fl" •% ^ " (^ i/Cf \ •£»KjVO 4 '^Iba TS I Q -(0 f((a I i IT' /4'. ^7^ y \|Q\V«^ 6»rJi. ^ftpn3o^5"2 i&(af*£i&4 4 w&yty /s,C")"1 ; Tr ^Wo 14'- 5%," ^/s 1 ^ - 6? %•" \ V 4^1*?*. * >' °/Cvll Tn ^AflJtcW C.C.. (?>/C. ^-x— ^ ^*^i <? lOO ^ Q Bid List TM # Q Build List O.H.us F/S n/s ^JQr ^A ^5 ^^^A ^f 0 >If 0 (p i ^ 4? ^c? \ \ t>(6s ^o11 4e> ^IV 50 n*A TOP J- - „ BOTTOM „ , ROOF Vn QUOTED TO CHORD L ^2/U? fcHORD 2-XJ4 MTRL STDv-^--^-' DEL BY ._.. DATE ACCT# DATE REV CHECKED BY l(\ ,PRICES GOOD THROUGH LOTS CHECK THIS LIST. WE FURNISH ONLY ITEMS AND QUANTITIES LISTED. Quotations are based on information available on above date and are effective for 1 5 days thereafter unless otherwise noted. Contracts subject to cancellation PRICE SUB - TOTAL TAX TOTAL AMOUNT # 507 (Rev 06/06) ?Il Dixieline Lumber Established 1913 TRUSS DEPARTMENT ESTIMATE 2740 TIDELANDS AVENUE NATIONAL CITY, CALIFORNIA 91950 - (619) 263-6161 FAX (619) 477-6891 Page .of (.Up>lU^ &€*»Date loflefOS Rev. rt* VfcA 3Z00?Q Bid List £2t-SLL. Jt4.iSL rr 0 M238 ii ft TtoF Trre*3 fHZMO X TRUSS xCOUNlf*! ) BID# JOB# WRITTEN BY PRICED BY CHECKED BY QUOTED TO BY DATE PRICES GOOD THROUGH CHECK THIS UST. WE FURNISH ONLY ITEMS AND QUANTITIES LISTED. Quotations are based on informationavailable on above date and are effective for 1 5 days thereafter unless otherwise noted. Contracts subject to cancellation without recourse upon us in event of labor disputes, fire flood, accidents, or other conditions beyond our control.# 507 (Rev 06/06} TOP CHORD ACCT# DuiTORI v ROOF CHORD, 3$A MTRL DEL DATE. _STD. REV SUB- TOTAL LOTS TAX TOTAL Dixieline Lumber Established 1913 TRUSS DEPARTMENT ESTIMATE 2740 TIDELANDS AVENUE NATIONAL CITY, CALIFORNIA 91950 - (619) 263-6161 FAX (619) 477-6891 Customer O/fo Address Yard Q Build List ENG.I.D. TRUSS COUNT BID# JQP# QTY. •75- 4£T Ifp SPAN 2*4 3X& *- PITCH 11^ 1,1? S WRITTEN BY PRICED BY CHECKED BY DESCRIPTION ee> ,p. (ff'-(7- S / (a"*(l(* ' QUOTED TO BY DATE PRICES GOOD THROUGH CHECK THIS LIST. WE FURNISH ONLY ITEMS AND QUANTITIES LISTED. Quotations are based on information available on above date and are effective for 15 days thereafter unless otherwise noted. Contracts subject to cancellationwithout recourse upon us in event of labor disputes, fire flood, accidents, or other conditions beyond our control.# 507 (Rev 06/06) O.H. L/S F/S R/S TOP BOTTOM ROOF CHORD CHORD MTRL STD DEL ACCT # DATE REV LOTS PRICE SUB TOTAL TAX TOTAL AMOUNT Job Name: Hopkins Res.Truss ID: A1 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1301 3.50" 1.50" 2 17-7-14 1301 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 9-10 (LIVE) LC 1 U=-0.13" D=-0.06" T=-0.20" CRITICAL MEMBER FORCES:TC COMPIOUR.y TENS(DUR.) CSI1-2 -17B7(1.25y 0252-3 -1437(1 25y 024-79(1 60X 257(1.25)025-79(1 60y 257(125)0.255-6 -1437(1 25y 0.24 6-7 -1787(1 25V 025 BC COMP (DUR \l TENS (DUR.) CSI 8-9 I 1495(125)0579-10 / 1495(1 25) 0 70 0-11 / 1495(1.25)0.57 WB COMP (DUR V TENS (DUR ) CSI 2-9 / 413(100)0216-10 / 413(1.00)021 TB COMP.(DUR.y TENS(DUR) CSI3-12 -1809(1 25y 73(160)0.362-5 -1809(1 25y 73(1.60)0.36 AW COMP (DUR y TENS.(DUR ) CSI I2-4 / 83(100)004 TC 2x6 DFL SSBC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD TIE BEAM 2x4 DFL STAND/STUD ATTIC WB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. Attic collar tie requires lateral bracing shown plus bracing at the panel points of the collar tie (unless noted otherwise), or rigid sheathing is required. Plating spec : ANSI/TPI -1995 Attic room load = 45 psf, plus any added loads indicated Room LL Dal] Is L/360 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2 5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. 6-10-13 8-10-13 4-11-10 . I 0-6-3 58#'58#* 3-0-0 17-9-10 3-0-0 10 Ml connector plates are Truawal 20 ga. unless preceded by "W for Wave 20 ga., "HS" for HS 20 ga., "S" lor SS 18 ga. trot or preceded jby "MX" for TWMX 20 ga. or "H" tor 16 ga. from Truswal, positioned par Joint Detail Reports. Circled plates a frame platea are positioned aa ahown above. Shift gable atud plates to avoid overlap with structural platea (or ataple). I Alpine; Id falae UPLIFT REACTION(S): Support 1 -42 Ib Support 2 -42 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes. Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ft Mean roof height = 25.48 ft. mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf LOAD CASE *1 DESIGN LOADS Dir L.PIf LLoc R.PIf R.Loc LL/TL TCVert 8000-3-0-0 8000 0-0-0 0.406400 0-0-0 84.00 6- 3-1 64.00 7-6-15 84.00 10-2-11 64.00 11-6-9 80.00 17-9-1016.00 0-0-0 TCVert TCVert TCVert TCVert TCVert TCVert BCVert BCVert 106.00 6-3-1 BCVert 16.00 11-6-9 3-5 V 20.00 7-6-15 ...Type.. TCVert TCVert BCVert BCVert Ibs X.Loc LL/TL 0.0 0-1-12 1.00 00 17-7-14 1.00 58.2 6-3-1 0.00 58.2 11-6-9 0.00 64.00 6- 3- 1 0.50 8400 7-6-15 038 64.00 10-2-11 0.50 84.00 11-6-9 0.38 6400 17-9-10 0.5080 00 20- 9-10 0 4016.00 6- 3- 1 0.00 106.00 11-6-9 0.75 16.00 17-9-10 0.00 2000 10-2-11 0.00 6-: SHIP 3/1/2007 DIXIELINE L/WV/SJ TRUSS TRUSWAL SYSTEMS 4445 Motivw* Or. Cefe SfOngt, CO 10907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by tne component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for teteraf support of componenrs members onfy to reduce uucKflng fengin fnis component Shalt not tie placed in any environment that will cause the moisture content of tne wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance wrtn the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI11, WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 Cust: OB WO: Orive_C_07-1352_L00006_J00001 Dsgnr: JPM »LC = 32 WT: 122# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L«1.15 P=1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240TC: U240 Job Name: Hopkins Res.Truss ID: G2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3614 5.50" 3.85"2 19-0-14 4116 5.50" 4.39" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 1 L=-0.10" D=-0.14" T=-024"CRITICAL MEMBER FORCES TC COMP (DUR. )/ TENS (OUR.) CSI 25U25)1 030 02S0 14 0130 31037 BC COMP (DUR )/ TENS (DUR.) CSI8-9 / 6214(1 25) 0.53 9-10 / 6179(1.25)08910-11 / 5424(125)0.5111-12 / 5621(125)06512-13 / 6930(1.25} 07613-14 / 6993(125)076 WB COMP (DUR )/ TENS.(DUR ) CSI2-9 / 785{1 25)0312-10 -826(1. 25V 0193-10 / 1290(1 25)0.523-11 -1309(1 25)/ 0404-11 / 3904(125)059 5-11 -1612 1 25)/ 0195-12 / 1601(1.25)0.646-12 -14B5(1 25y 0.34 6-13 / 1446(125)057 TC 2x6 DFL SS BC 2x8 DFL SS WEB 2x4 DFL STAND/STUD 2x4 DFL #1 11-4 Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1 Plating spec: ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1 .5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 9-7-13 9-7-13 6 R5-7 4-1 1 I 0-6-3 B1 W:508 R:3614 U:-600 1730# I 4-°-° I 10 1864# 19-3-10 1952# 4-0-0 11 12 13 14 All connector plates are Tmswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga.. -S" for SS 1S ga. from Alpine: or preceded by "MX" for 7WMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and falseframe plates are positioned as shown sbove. shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S): Support 1 -600 Ib Support 2 -683 IbThis truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Une = No , Exp Category = C Bldg Length= 99.00 ft. Bldg Width = 50.00ft Mean roof height = 25.49 ft, mph = 70 UBC Special Occupancy, Dead Load =11.4 psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LL/TL TCVert 80.00-4-0-0 80.00 0-0-0 0.40 TCVert 6400 0-0-0 64.00 19-3-10 0.50 TCVert 80.00 19-3-10 8000 23-3-10 040 BCVert 16.00 0-0-0 16.00 19-3-10 0.00 .Type... ibs X.Loc LUTL TCVert 00 0-2-12 1.00 TCVert 0.0 19-0-14 1.00 BCVert 1730.0 5-2-12 0.40 BCVert 1864.0 10-5-6 0.40 BCVert 1952.015-8-1 0.40 -11 ' SHIP 3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS *44S Norlhpwft Dr.. Colo Spring* CO 90907 TRUSPLUS 6.0 VER: T6.5.52 VVA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFP A design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chard is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIATPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) arid 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. SteflDO, Washington. DC 20036 Cust: OB WO: Drive_C_07-1352JJ30006_J00001 DsgnrJPM #LC = 16 WT: 202# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P»1.25 SnowDur L=1.15 P=1.15 Rep Mbr End /Comp/ Tens 1.00/1.00/1.00 O.C. Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: G2-2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3294 5.50" 3.51" 2 19-0-14 4116 5.50" 4.39" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) : 1-/999 MEM 11-12 (LIVE) LC 1 L= -0.10" D= -0 14" T= -0 24"CRITICAL MEMBER FORCES:TC COMP.IDUR.y TENS.(DUR ) CSI1-2 -6927(1 25y 0.302-3 -6090(1 25V 0 28-5043(1 25V 0 14-5044J1 25V 0 13-6324(1 25V 0.316-7 -7783(1,25y 0.37 BC COMP.(DUR y TENS (DUR ) CSI3-9 / 6214(1.25)053 9-10 / 6179(1.25)0.8910-11 / 5424(1.25)051 11-12 I 5621(125)0.6512-13 / 6930(1 25) 0 76 13-14 / 6993(1.25)076 WB COMP (DUR y TENS.(DUR ) CSI2-9 I 785(1.25)0312-10 -825(1 25V 0193-10 / 1290(125)0.523-11 -1310(1 25V 0404-11 / 3904(125)0595-11 -1612(1.25V 0495-12 / 1601(125)0646-12 -14B5(1 25y 0.34 6-13 / 1446(125)057 TC 2x6 DFL SS BC 2x8 DFL SS WEB 2x4 DFL STAND/STUD 2x4 DFL #1 11-4 Lumber shear allowables are per NDS PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 FSF non-concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 andANSI/TPI1. Plating spec : ANSI/TPI -1985 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 9-7-13 9-7-13 4-11-10 0-6-3 B1W:508R:3294U:-546 1730#1864* 19-3-10 1952# 4-0-rj 10 11 12 13 14 All connector plates »re Truawal20ga. unless preceded by "W tor Wave 20 ga., "HS" for HS 20 ga., "S'forSS t«ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled piatea and falseframe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S): Support 1 -546 toSupport 2 -683*) This truss is designed using the UBC-97 Code. Bldg Enclosed - Yes. Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.49 ft. mph = 70 UBC Special Occupancy, Dead Load = 11.4psf LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.PIf R.Loc LL/TL TCVert 64.00 0-0-0 64.00 19-3-10 0.50 TCVert 80.00 19-3-10 80.00 23-3-10 0.40 BCVert 1600 0-0-0 16.00 19-3-10 0.00 ...Type... Ibs X.Loc LL/TL TCVert 0.0 19-0-14 1.00 BCVert 1730.0 5-2-12 0.40 BCVert 1864.0 10-5-6 0.40 BCVert 1952.0 15-8-1 0.40 6-9-11 SHIP 3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS «445Nortf¥*f*Qr.. Coto Springs. CO SOS07 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions ot TPI and AFPA design standards No responsibility IS assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards. 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSI/TPI V, WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03| and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) Is located at 583 O'Onolrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington, DC 20036 Cust: OB WO:Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 16 WT: 190# TCLive 16.00psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P-1.25 SnowDur L»1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: U240 TC: U240 Job Name: Hopkins Res. Truss ID: G3 BRG X-LOC REACT SIZE REQ'O1 0- 1-12 2440 3.50" 2.60" 2 17-7-14 2440 3.50" 2.60" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 1 L=-0.05" D=-0.07" T=-0.12"CRITICAL MEMBER FORCES TC COMP (OUR y TENS (OUR ) CSI1-2 -3666(1. 25V 219(160 0182-3 -2759(1 .2SV 200(1600093-4 -2759(1 25U 200(1 60 0 094-5 -3866(1 25 X 219(160 018 BC COMP (OUR V TENS(DUR) CSI6-7 -139(1 60U 3411(125)0477-8 -140(1 60V 3384(1 25 0 458-9 -140(1 60 V 3384(125)0459-10 -139(1 6Q)/ 3411(125)047 WE COMP (DUR X TENS (DUR.) CSI2-7 / 861 ( 25)0352-8 -1138(1.25y 14(160)0443-8 -102(1 60y 2 28(1 25) 0.864-8 -1138(1. 25y 14(160)0444-9 / 861 ( .25} 0 35 t 0 f l> DIXIELINE :lyvywvj IHUSS TRUSWAL SYSTEMS W 444S Narffipeti* Or Coto Sfmngt, CO &0907 m TRUSPLUS 6.0 VER: T6.5.52 w Qty: 1 TC 2x6 DFL SS Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -120 to WEB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. Support 2 -120 to GBL BLK 2x4 DFL STAND/STUD IF HANGERS ARE INDICATED ON THIS DRAWING. This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1 .5" HANGER NAILS FOR UBC-97 Code. Loaded for 10 PSF non-concurrent BCLL 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg Enclosed = Yes, Importance Factor = 1 .00 May use adequate staples for gable blocks GIRDERS. IF 2.5" GUN NAILS ARE USED. THE Truss Location - Not End Zone BUILDING DESIGNER MUST VERIFY GABLE LOADSI HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line « No . Exp Category = C [+) gable bracing required @ 63" intervals. PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 99.00 ft, Bldg Width = 50.00 ft if exposed to wind load applied to face. ' This 1-PLY truss designed to carry Mean roof height = 25.48 ft. mph = 70 See "General Gable Details", CO02065035. 12' 0" span framed to BC one face UBC Special Occupancy, Dead Load = 11.4 psf Dir L.PIf L.Loc R.PIf R-Loc LUTL TCVert 64.00 0-0-0 64.00 17-9-10 0.40 BCVert 210.17 0-0-0 210.17 17-9-10 0.40 I 8-10-13 I 8-10-13 1 1 2 !3 4 5 5-7 0-6-3 fcf^ ^ ' ' ^ ^"^J 0-6-3n 3-6 7-8 3-6 n B1 B2 W;308 W308 R.2440 R 244 U.-120 U-120 I 17-9-10 ' 6 7 8 9 10 TYPICAL PLATE 2-3 ill connector plates an Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine;ir preceded by 'MX" for TWMX 20 ga. or "H* for 16 ga. from Truswal, portioned per Joint Datail Report*. Circled plates and false rame plates art) positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). VA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. c s design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer \ done in accordance with the current versions of TPi and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads tzed on this design meet or exceed the loading imposed by the Iocs building code and the particular application The design assumes that the top choid atera ly braced by the roof or floor sheathing and the bottom chord is aterally braced by a rigid sheathing material directly attached, unless otherwise ironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' avai ab e as output from Truswal software, SI/TPI V, WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - sconsin 53719 The American Forest and Paper Association (AFPA is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036 | 4-1 -10 SHIP \X4. Exb: QmepjJjJJ 3/1/2007 :ust: OB VO: Drive_C_07-1352_L00006_J00001 >sgnr:JPM #LC=16 WT: 166# TCLive 16.00 psf LiveDur L=1.25 P-1.25 TCSnow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 1 6.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1 .00 / 1 .00 / 1 .00 BCDead 8.00 psf O.C. Spacing 2-0-0 Sldg Code: UBC-97 DEFL RATIO: L/240 TC- L/240 Job Name: Hopkins Res.Truss ID: G4 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 3126 3.50" 3.33" 2 22-7-14 3126 3.50" 3.33" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/990MEM 8-9 (LIVE) LC 1 L=-0.08" D=-0.12" T=-0.21"CRITICAL MEMBER FORCESTC COMP (DUR y TENS(DUR ) CSI1-2 -5121(1 25|/ 271(160)0312-3 -3575(1 251/ 245 1 60) 0 133-4 -3575(1.25U 245(160)0134-5 -5121(1 25y 271(160)031 BC COMP tDUR.)/ TENS (OUR ) CSI6-7 -173J1 60)/ 4525(1.25)0667-8 -174M.60V 4496(1 25) 0 668-9 -174(1.6op 4496(1 25J 0.663-10 -173(1 60y 4525(125)066 WB COMP (DUR }t TENS {DUR ) CSI2-7 / 1162(125)0472-6 -1594(1.25y 147(160)0633-8 -123(1.60y 2791(125)0424-8 -1594(1 25y 147(160)0634-9 / 1162(125)047 TC 2x6 DFL SS BC 2x6 DFL SSWEB 2x4 DFL STAND/STUD2x4 DFL #1 8-3 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES. This 1-PLY truss designed to carry 12' 0" span framed to BC one face 2' 0" span split-framed to opposite face Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1935THIS DESIGN is THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS IF 2 5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S): Support 1 -145 Ib Support 2 -145 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location * Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 26.11 ft. mph = 70 UBC Special Occupancy. Dead Load = 11.4 psf -LOAD CASE #1 DESIGN LOADS -Dir L.PIf L.Loc R.PIf R.Loc LUTL TCVert 64.00 0-0-0 64.00 22-9-10 0.40 BCVert 210.17 0-0-0 210.17 22-9-10 0.40 11-4-13 11-4-13 R5-7 3-6 6-2-10 4-14 1 I 0-6-3 SHIP B1 W:308 R:3126 U:-145 B2 W:308 R:3126 U:-145 22-9-10 10 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 gs., "HS" for WS 20 ga., "S" for SS 18 ga. front Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for16ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural pistes (or staple).3/1/2007 DIXIELINEi/'WVyM TRUSS TRUSWAL SYSTEMS444SNvffif>**Dr. Cata Springs. CO BM07 TRUSPLUS6.0VER:T6.5.52 W.A RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has bean basad on specifications provided by the component manufacture! and dona in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling lenglh. This component shall not be placed in any environment that will cause the moisture content ot the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSinPI 1'. WTCA r - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION1 • (8CS11-03} and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. StefiOO. Washington. DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnnJPM #LC = 16 WT: 174# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P-1.25 SnowDur L«1.15 p=1.15 Rep Mbr Bnd / Comp / Tens 1.00/1.00/1.00 O.C.Spacinj 2- 0- 0 DEFL RATIO: U240 TC: L/240 Job Name: HOPKINS BRG X-LOC REACT SIZE REQ'D 1 0-2-12 3295 5.50" 3.51" 2 15-3-4 3295 5.50" 3.51" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 .= -0.05" D=-0.07" T=-0.12" CRITICAL MEMBER FORCES:TC COMP.(DUR-V TENS.(DUR-) CSI1-2 -4535(1.25V 186(1.60 0.192-3 -3322(1.25V 175(1.60 0.133-4 -3322 1.25V 1751.60 0.13 4-5 -4535(1.25y 186(1.60 0.19 BC COMP.(DUR.V TENS.(DUR.) CSI6-7 -116(1.60y 3995(1.25)0.537-8 -1171.60V 39681.25)0.548-9 -11 71.60V 39581.25)0.549-10 -116(1.60y 3995(1.25)0.53 WB COMP.IDUR.y TENS.(DUR-) CSI2-7 / 1077(1.25)0.442-8 -1206(1.25y 94(1.60)0.373-8 -8W1.60V 2610(1.25)0.394-8 -1206(125V 94(160)0.374-9 / 1077(1.25)0.44 4- Truss ID: G6 TC 2x6 DFL SS Plating spec : ANSI/TPI - 1 995BC S DFL SS THIS DESIGN IS THE COMPOSITE RESULT OFWEB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES.2x4 DFL #1 8-3 IF HANGERS ARE INDICATED ON THIS DRAWING.PLATE VALUES PER ICBO RESEARCH REPORT SI 607. THEY ARE BASED ON 1 .6" HANGER NAILS FOR Loaded for 10 PSF non-concurrenl BCLL. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY^NGBASEDONGRE^LUMBERyALUES. GJRDJRS. gur ggN^JgEUg^™^ Designed for 2.5 K Ibs drag bad applied This 1 -PLY truss designed to carryevenly along the top chordto the chord 13' 0* span framed lo BC one face13) ea bearing (unless noled), concurrently 2' 0' span split-framed to opposite face SJithdead* 0% live loads.Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equaltoad to each ply (or add-on) shown. 7-9-0 7-9-0 1 2 3 flToo T ^fi^ ^^\^^V14 ^<^tfxN^ 3-13-12 ^^ I oT-B ^tr* *- '-L' 4 5 L^?\ nlfi- C-^ B1 B2 ^V W:508 W:508 R:3295 R:3295 U:-168 U:-168 | 3-0-0 3-0-0 , ' 15-6-0 1 6 7 8 9 10 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 pa.), or "MX"(TWMX 20 ga.). positioned per Joint Details Report.Circled plates and false frame plates are positioned as shown above. Shirt gable stud plates to avoid overlap with structural plates (or staple). ^>^ DIXIELINE p'V./Vy'VJ 1 htUsS TRUSWAL SYSTEMS 4445 Nerthpalt Dr.. Colo Sfffnga. CO SO907TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. c This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer y and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ^ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plale corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software. •ANSI/TPI 1 '. WTCA 1 ' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS1 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institule (TPI) is localed al 583 D'Onotrio Drive, Madison. Wisconsin 5371 9. The American Forest and Paper Association (AFPA) is located at 1 1 1 1 1 9lh Street. NW, Sle 800. Washington, DC 20036. £ Qty: 1 UPLIFT REACTION(S) :Support 1 -168 IDSupport 2 -168 Ib This truss is designed using theUBC-97 Code.Bldg Enclosed = Yes. Importance Factor = 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No . Exp Categorv = CBldg Length = 99.00 ft, Bldg Width = 50.60 ft Mean rool height = 25.20 ft, mph = 70UBC Special Occupancy, Dead Load = 11. 4 psf Dir LPlf L.Loc R.PIf R.Loc LL/TLTCVert 8000-3-0-0 80.00 0-0-0 0.40TCVert 6400 0-0-0 64.00 15-6-0 0.40TCVert 80.00 15-6-0 80.00 18-6-0 0.40BCVert 330.17 0-0-0 330.1715-6-0 0.40 5-10-10 SHIP 6 f 2/23/2007 ust: OB I/O: Drive_S_07-1352_L00006_J00001 sgnr:XXX #LC = 20 WT: 137# TCLive 16.00 psf LiveDur L=1.25 P=1.25 TCSnow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 1 6.00 psf Rep Mbr Bnd / Comp / Tens BCLive 0.00 psf 1.00/1.00/1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Idg Code: UBC-97 DEFL RATIO: U240 TC' L7240 Job Name: Hopkins Res.Truss ID: S3 Qty: BRG X-LOC REACT SIZE REQ'D 1 0- 1-12 712 3.50" 1 50"2 17- 7-14 952 3.50" 1 50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC 1 L=-0.04" D=-0.12" T=-016"CRITICAL MEMBER FORCES TC COMP.IDUR.)/ TENS.(DUR ) CSI1-2 -1660(125|/ 246(160)0262-3 -1660(1 25)/ 246(160)026 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE UaED. I HE HANGERS MUST BE RE-EVALUATED (BY OTHERS). BC COMP.(OUR y TENS.(DUR ) CSI4-5 -125(160" 1448(125)0375-6 -125(1 60)/ 1446(1 25) 0 37 WB COMP(DUR.)/ TENS(DUR | CSI2-5 -24(1.60y 841(125)034 8-10-13 8-10-13 4-1 -10 Oi-3 All connector plates are Truswal 20 ga. unless preceded by "W for Wave 20 ga., "HS" tor HS 20 ga., "S" for SS 1B ga. from Alpine; or preceded by "MX" tor TWMX 20 ga. or "H" for f 6 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as. shown above. Shift gable stud plates to avoid overlap wnh structural plates (or staple). UPLIFT REACTION(S): Support 1 -120 to Support 2 -179 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 i russ Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf i-9 SHIP 3/1/2007 DIXIELINETRUSS TRUSWAL SYSTEMS 4446 HothpvtL Dr. Coto Spline*. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPl and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ts laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI V, WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION1 - (SCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPl The Truss Plate Institute (TPl) is located at 583 D'Onolrio Drive. Madison, Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington. DC 20036. Cusf. OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 15 WT: TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P»1.25 SnowDur 1=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: L/240 Job Name: HOPKINS Truss ID: S5 Qty: 8 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 760 3.50" 1.50" 2 12-10-4 520 3.50' 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span): L/999MEM 5-6 (LIVE! LC 1 L= -0.02" D= -0.04" T= -0.06"CRITICAL MEMBER FORCES:TC COMP.(DUR.y TENS.fDUR.) CSI1-2 -1131M.25V 181(1.60)0.122-3 -1131(1.25y 181(1.60)0.12 BC COMP.IDUR.y TENS.IDUR.) CSI4-5 -93(1-60V 880(1.25)0.225-6 -93(1.60y 980(1.25)0.22 WB COMP.fDURJ/ TENS.IDUR.) CSI2-5 -19(1.60y 565(1.25)0.23 TC 2x6 DFL S3BC 2x4 DFL #1WEB 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT 111607 PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLYAND 3' HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5' GUN NAILS ARE USED, THEHANGFRS MUST BE RE-EVALUATED (BY OTHERS!. UPLIFT REACTION(S): Support 1 -154 IbSupport 2 -93 IbThis truss is designed using theUBC-97CodeBldg Enclosed = Yes, Importance Factor = 1.00Truss Location = Not End ZoneHumrane/Ocean Line = No E*p Category = CBldg Length - 99.00 ft. Bldg Width - 60.6o ftMean roof height = 24.89 ft. mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 6-6-0 6-6-0 3-6 B2 W:308 R:520 U;-93 .-2 SHIP 3-0-0 0^ 0431-8 6-2-8 0|3>8 13-0-0 Truswal Systems Plates are 20 ga. unless shown tCircled plates and false frame plates are positioneiy "18"(18 ga.), "H"(16 ga.). or "MX"(TWMX 20 ga,), positioned per Joint Details Report.as shown above. Shift gable stud plates to aVoia overlap mil) structural plates (or staple).2/23/2007 DIXIELINEiyy>WM TRUSS TRUSWAL SYSTEMS 444S MottlfMr* Dr.. Cdo Spring* CO 60907 TRUSPLUS 6.0 VER: T6.5.41 WARN ING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by Ihe local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TP11', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPt. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. Cust: OB WO: Drive_S_07-1352J.00006_J00001 DsgnnXXX #LC = 15 WT: 77# TC Live 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.2S P»t.25 SnowDur L=1.1S P*1.15 Rep Mbr End / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: HOPKINS Truss ID: S5F Qty: 1 B1RG0 1Xi2°C76^M- Sjl"i ,o]n . '-JsJ, -i c™. \'^X.2J2~1£4 76° 3'50 1'BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing Bg 1?4 DDFFLL IfWEB 2x4 DFL STAND/STUDGBLBLK 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT *1607.May use adequate staples (or gable blocks.BUILDING DESIGNER MUST VERIFY GABLE LOADSI ULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING.THEY ARE BASED ON 1 .5- HANGER NAILS FOR1 -PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5' GUN NAILS ARE USED. THE TC COMP.fDUR.V TENS.(DUR-) CSI1-2 -1131(1.25V 181(1.60)0.122-3 -1131(1.25)/ 181(1.60)0.12 BC COMP.(DUR y TENS.(DUR-) CSI4-5 -93(1.60V 980(1.25)0.22 5 -93(1.60y 980(1.25)0.22 vVB COMP.(DUR y TENS.(DUR-) CSI2-5 -19(1.60y 565(1.25)0.23 UPLIFT REACTION(S):Support 1 -15415 Support 2 -154lbThis truss is designed using theUBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No . Exo Category - CBldg Length = 99.00 ft. Bldg Width * 50.00 ftMean roof height = 24.89ft, mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 6-6-0 6-6-0 3-£ 5-7 .-2 SHIP TYPICAL PLATE : 2-3 l Systems Plates are 20 pa. unless shown by "18"(18 gaj, "tes and false frame prates are positioned^ shown abov"H"n6ga.) or "MX"(TWMX 20 ga.). positioned per Joint .ve. Shift gable stud plates to avoid overlap with structural plates (or staple).t Details Report.2/23/2007 DIXIELINEi/yyy/M TRUSS TRUSWAL SYSTEMS 4445 NortnpanV Dr.. Crfo Spring* CO 80907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Ihe loads utilized on this design meet or exceed the loading imposed by the local building code and Ihe particular application. The design assumes that the lop chord is laterally braced by Ihe roof or floor sheathing and Ihe bottom choid is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabncate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as outpul from Truswal software. •ANSI/TPI V. WTCA 1' - Wood Truss Council of Amenca Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19lh Street, NW, Sle 800, Washington. DC 20036. Cust: OB WO: Drive_S_07-1352_L00006_J00001 DsgnnXXX #LC = 15 WT: 95# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=»1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: L/240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1 Qty: 19 BRG X-LOC REACT SIZE REQ'D1 0- 1-12 1013 3.50" 1.50" 2 17-7-14 1013 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999MEM 4-5 (LIVE) LC 15 L= -0.13" D= -0.08" T= -0.22" CRITICAL MEMBER FORCESTC COMP.(DUR y TENS(DUR) CSI 1-2 -129911.33V 286(133)0272-3 -1299(1 33V 286(133)027 BC COMP (DUR V TENS(DUR) CSI4-5 -818(1.33)/ 1734(133)0515-6 -81811.33V 1734(133)051 WB COMP (DUR.V TENS (DUR I CSI2-5 / 275(125)011 TC 2x6 DFL SSBC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % five loads. D.F. = 1.60 Horiz. reaction = 25 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. Plating spec : ANSI/TPI -1895 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 8-10-13 8-10-13 4-11-10 I 0-6-3 3-6 3-0-0 17-9-10 B2 W:308 R:1013 U:-179 3-0-0 All connector plates are Truswal 20 ga. unless preceded by "W" lor Wave 20 ga., "HS" forHS 20 g».. "S" for SS 18 ga. from Alpine; or preceded by "MX" tor 7WMX 20 ga. or "H" for 16 ga. from Truswal, positioned par Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S): Support 1 -179 Ib Support 2 -179 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 UBC Special Occupancy. Dead Load = 11.4psf SHIP 3/1/2007 DIXIELINE l/V/V/M TRUSS TRUSWAL SYSTEMS444& NathfHft, Of. Goto Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 W.A KNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility Is assumed for dimensional accuracy Dimensions are to be veiified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain thai the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes thai the top choid is laterally braced by the roof or flooi sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal softwaie. •ANSI/TP11'. WTCA V - Wood Truss Council of America Standard Design Rasponsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Papei Association (AFPA) is located at 1111 19th Street. NW. Ste BOO. Washington. DC 20036 Gust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 112# TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240TC: L/240 Job Name: Hopkins Res. 8RG X-LOC REACT SIZE REQ'D TC1 0- 1-12 1099 3.50" 1 50" BC2 12-10-9 859 3.50" 1.50" WE BRG REQUIREMENTS shown are based ONLY PUon the truss material at each bearing |_oaMAX DEFLECTION (span) PL> L/999 MEM 4-5 (LIVE) LC 15 En(L--012" D--011" T--023" onl CRITICAL MEMBER FORCES PvtTC COMP .(DUR V TENS (DUR 1 CSI ?, 1-2 -1388(1 33y 905(133)036 (lf c 2-3 -574(1 33V 97(1.3310 14 indtheBC COMP (DUR .)l TENS (DUR ) CSI ron 4-5 -1594(1 33y 2037(133)054 ~?t 5-6 -2500(1. 33)/ 2500(133)044 OlnhinWB COMP (DUR.)/ TENS.(DUR ) CSI cOH 2-5 -430(1. 33J/ 405(1.33)0 16 3-5 -563(1 33)/ 1096(1 .33) 0 423-6 -870(1 33)/ 257(1 33) 0.16 Alice orpn tramw. -xTs. ™">e-^I<vL>N. DIXIELINE =r l/\/\/VJ //VL/S\S «nviron and bra TRUSWAL SYSTEMS 'ANSl/T 4445 North/Mi* Dr. CMo Springs, CO SOW? (SCSI 1 TRUSPLUS 6.0 VER: T6.5.52 w.scon 2x6 DFL SS 2x4 DFL #1 B 2x4 DFL STAND/U~E VALUES PER ICBO REded for 10 PSF non-concurrVTING BASED ON GREEN verticals are designed for af unless noted otherwise, ensions above or below theny) have been designed for cated only. Horizontal loadsend of the extensions havesidered unless shown. A drc erwise unsupported wait mage effect that requires additisideration (by others). 4-1-10 0^3 S in/iector plates an Truawal 20 g tceded by "MX" tor TWMX 20 ga plates an positioned as shown Truss ID: T1A Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF STUD MULTIPLE LOAD CASESSEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING,ent BCLL THEY ARE BASED ON 1.5" HANGER NAILS FOR.UMBER VALUES. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLYixial toads GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). loads Designed for 2-5 K Ibs drag load appliedapplied at evenly along the top chord to the chord not been @ ea bearing (unless noted), concurrentlyp-leg to an with dead + 0 % live loads. D.F. = 1.60 / create a Horiz. reaction = 2,5 K Ibs. ea- bearing,anal design Connection (by others) must transfer equalload to each ply (or add-on) shown 8-10-13 4-1-8 1 2 3 nToo 3Too] ^/^ ^^^v^^ ^14""™^>^ ^ c-^ kp 1 ^^^tf 3-4 ffl ^"^^^ 2-3^^ B1 B2^ W:308 W:308 J R:1099 R:859 U:-147 U:-233 3-0-0 13-0-5 4-9-5 4 56 STUB i. unless preceded by "W" for Wave 20 ga., "HS"forHS 20 ga., "S" forSS 18 ga. from Alpine; or "H" for 1S ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false above. Shift gable stud plate* to avoid overlap with structural plates (or staple). HRNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. nign is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer e in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions e verified by Ihe component manufacturef and/of building designee pfiof to faitricatwn Tfce building ttestgnai must ascertain that the Joatts on this design meet or exceed (he loading imposed by the local building code and the particular application The design assumes thai the top chord ly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise tracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any •nent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install ce this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. PI V. WTCA V - Wood Truss Council of America Standard Design Responsibilities 'BUILDING COMPONENT SAFETY INFORMATION' - -03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Mad son, sin 53719 TheAmer^n Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Sle 800. Washington, DC 20036 Qty: 4 UPLIFT REACTION(S) :Support 1 -147 IbSupport 2 -233 IbThis truss is designed using theUBC-97 Code.Bldg Enclosed = Yes. Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No . Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ftMean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 1 1 .4 psf >-9 SHIP ' mr*£\ m\\ r1i Ex6: 06/30A>7 LI) 3/1/2007 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 92# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P»1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO' L/240 TC L/240 Job Name: Hopkins Res. Truss ID: T1-2 BRG X-LOC REACT SIZE REO'D 1 0-1-12 773 3.50" 1.50" 2 17-7-14 1013 3.50" 1.50" BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) : U999 MEM 4-5 (LiVE) LC 15 L=-0.13" D=-0.08" T=-0.22"CRITICAL MEMBER FORCESTC COMPfDUR.y TENS.fDUR ) CSI1-2 -1299(1 33V 286(1 331 0 272-3 -1299(1 33)/ 286(133)0.27 BC COMP.IDUR )/ TENS (DUR ) CSI4-S -818(1 33J/ 1734(133)0.515-6 -818(1. 33)/ 1734(133)0.51 WB COMP (OUR U TENS (DUR ) CS!2-5 / 275(125)011 4 I XpwnSi DIXIELINE : l/'Xy'V^J /KL/SS an TRUSWAL SYSTEMS 'A*MS«artftp«*Dr. Cofc5p*g«. CO WW7 (0 TRUSPLUS 6.0 VER: T6.5.52 w TC 2x6 DFL SS Plating spec : ANSI/TPI - 1995 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT K1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Loaded for 10 PSF non-concurrent BCLL. THEY ARE BASED ON 1 .5" HANGER NAILS FOR PLATING BASED ON GREEN LUMBER VALUES. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Designed for 2.5 K Ibs drag load applied HANGERS MUST BE RE-EVALUATED (BY OTHERS), evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. - 1 .60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. i 8-10-13 i 8-10-13 1 1 '2 3 | 6. 00 -6.00 1 5-7 -1-10 .^^'^ ^\\^ 3-6 ^^^^ ^~\!^\3-6 n-K-.i •"' "^^^ Q-6-3n 2-3 '*^v^-.^xv-^ B1 B2 ^~\? W:308 W:308 R:773 R:1013 U:-120 U:-179 3-0-0 i i 17-9-10 ' 1 4 5 6 AJI connactor pittas an Truswat 20 ga. unless preceded by °W for Wave 20 ga., "HS" for HS 20 ga., "S" forSS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned « shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). fVA RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. is design is for an individual building component not truss system. It has been based on specifications provided by the component manufacture! d done in accordance with the current versions of TPI and AFP A design standards. No responsibility is assumed for dimensional accuracy. Dimensions e to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord aterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a r gid sheathing malarial directly attached, unless otherwise ted Bracing shown is (or lateral support ol components members only to reduce buckling length This component shall not be placed in any vironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install d brace this truss in accordance with the following standards; 'Joint and Cutting Detail Reports' available as output from Truswal software. NS /TPI 1, WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - CSI 1-03] and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. sconsin 53719, The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington. DC 20036 Qty: 4 UPLIFT REACTION(S) : Support 1 -120 tbSupport 2 -179 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.48 ft, mph = 70 U8C Special Occupancy. Dead Load = 1 1 .4 psf 6-5-9 SHIP \\«K Exb: 06/30187 Jk/J 3/1/2007 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC = 20 WT: 103# TCLive 16.00 psf LiveDur L=1.25 P»1.25 TCSnow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 1 6.00 psf Rep Mbr Bnd / Comp / Tens BClive 0.00 psf 1.15/1.00/1.00 BCDead 8.00 psf O.C.Spacing 2-0-0 Bldg Code: UBC-97 DEFL RATIO: L/240 TC' U240 Job Name: Hopkins Res BRG X-LOC REACT SIZE REQ'D TC1 0- 1-12 859 3.50" 150" BC 2 12-10-9 859 3.50" 150" WE BRG REQUIREMENTS shown are based ONLY puon the truss material at each bearing i o£ MAX DEFLECTION (spanl : PLU999MEM 4-5 (LIVE) LC 15 En L=-0.12" D=-0.11" T=-0.23" onlCRITICAL MEMBER FORCES: Pv4TC COMP (DUR V TENS (DUR I CSl rf1-2 -1388(1 33)/ 90511 33) 0 36 (» <2-3 -574(1.33X 97(133)014 ind BC COMP (DUR-V TENS (DUR ) CSl r/,r4-5 -1 594(1.33)7 2037(1.33} 054 "7 5-6 -2500(1 33)7 2500(133)044 Otf1 hin WB COMP (DUR V TENS (DUR ) CSl cor2-5 -429(1.33)7 405(1 .33)0.163-5 -563(1. 33)/ 1096(1.33)0423-6 -870(1 33 X 257(1 33) 0 16 Mic orprfram W, ^^^^^ This de^xlxlxtv """"" DIXIELINE =r lx"v/\V^vl IKUSS -"v,™n and bra TRUSWAL SYSTEMS 'ANSi/T444SNorth?»i*Dr.. Ceto Springs. CO MM 7 (BCSI TRUSPLUS 6.0 VER: T6.5.52 Leon Truss ID: T1A-2 Qty: 2 2x6 DFL SS Plating spec . ANSl/TPI - 1995 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF B 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. ME VALUES PER ICBO RESEARCH REPORT #1607 IF HANGERS ARE INDICATED ON THIS DRAWING, ded for 10 PSF non-concurrent BCLL THEY ARE BASED ON 1.5" HANGER NAILS FORMING BARED ON GREEN LUMBER VALUES 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY 1 verticals are designed for axial loads GIRDERS. IF 2.5" GUN NAILS ARE USED, THEy unless noted otherwise. HANGERS MUST BE RE-EVALUATED (BY OTHERS). ny) have been designed for loads Designed for 2.5 K Ibs drag load applied cated only. Horizontal loads applied at evenly along the top chord to the chordend of the extensions have not been @ ea. bearing (unless noted), concurrently sidered unless shown. A drop-leg to an with dead + 0 % live loads. D.F. = 1.60erwise unsupported wall may create a Horiz. reaction = 2.5 K Ibs. ea. bearing, ge effect that requires additional design Connection (by others) must transfer equal sideration (by others). load to each ply (or add-on) shown. 8-10-13 1 I 6.00 5-7 4-1-10 ^^''^•'''"^ 4-1-8 2 3 -6.00 1 ^^^ 2-1 -14 - -\ ^X*^ n UPLIFT REACTION(S) : Support 1 -233 Ib Support 2 -233 IbThis truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 russ Location - Not End zoneHurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ftMean roof height = 25.48 ft, mph = 70 UBC Special Occupancy, Dead Load = 1 1 .4 psf -10 SHIP H 3-4 J^ /^> W:308 W:308 }&&?%R:859 R:859 /KV U"233 I 13"°"5 4-9-^"233 /jrW I, ynnector plates are Truswal 20 ga. unless preceded by "W for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; ^**"~ i .. i n^"*^ seeded by "MX" for TWMX 20 ga. or "H" Tor 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false O /*! /Ort/\7 e plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). W/ 1 /^Ww f QRNING Read aff notes on this sheet and give a copy of it ign is for an individual building component not truss system It has been based on specifications provided by the compo e in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensto e verified by the component manufacturer and/or building designer prior to fabrication Tha building designer must ascan on this design meet or exceed the loading imposed by the local building code and the particular application The design lly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly atta Bracing shown is for lateral support of components members only to reduce buckling length This component shall not b m«nt that will cause the moisture content of the wood to exceed 1 9% and/or cause connector plate corrosion Fabricate, ce this truss in accordance with the following standards; 'Joint and Cutting Detail Reports' available as output from Trusw PI V. WTCA V - Wood Truss Council of Anwica Standard Design Rtsponsibilitias, 'BUILDING COMPONENT SAFETY -03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Dr ve sin 5371 9 The American Forest and Paper Association (AFPA) is located at 1 1 1 1 19th Street. NW. Ste BOO. Washmgto to the Erecting Contractor. nent manufacturer nal accuracy Dimensions am that the loads ssumes that the top chord died, unless otherwise e placed in any handle, install al software, NFORMATION'- Madison. i, DC 20036 Oust: O8 WO: Drive_C_07-1352_L00006_J00001 Dsgnr. JPM #LC = 20 WT; 83# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1B Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1166 3.50" 1.67" 2 8-1-5 926 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) :L/624 MEM 3-4 (LIVE) LC 15 L=-0.15" D=-0.12" T=-0.27"CRITICAL MEMBER FORCES:TC COMPIDUR.y TENS(DUR } CSI1-2 -1481(1 33|/ 1491(133)046 BC COMP (OUR.V TENS (DUR ) CSI 3-4 -2500(1 33X 2500(1 3310 65 WB COMP (DUR V TENS (DUR ) CSI2-4 -839(1.33y 563(1 33) 0.27 TC 2x6 DFL SSBC 2x4 SPF 2100F-1.8E WEB 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL.PLATING BASED ON GREEN LUMBER VALUES.End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile(if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to anotherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING.THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea. bearing (unless noted), concurrently with dead* 0 % live loads. D.F. = 1.60Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equalload to each ply (or add-on) shown. 4-7-12 3-0-0 8-3-1 I 9-6-9 4 STUB AW connector plates an Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" tor HS 20 ga., "S" tor SS 1B ga. from Alpine; orpnceded by "MX" for TWUX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plate* and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION® : Support 1 -289 IbSupport 2 -529 Ib This truss is designed using theUBC-97 Code Bldg Enclosed = Yes, Importance Factor = 1.00Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ftMean roof height = 25.07 ft, mph - 70 UBC Special Occupancy. Dead Load =11.4 psf 3/1/2007 DIXIELINETRUSS TRUSWAL SYSTEMS 4445 Mortfifw* Dr.. Cafc Sptingl. CO B0907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is rot an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed tor dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by tne local building code and the particular application Tne design assumes that the top chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment thai will cause the moisture content or the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Repoits' available as output from Truswal software. 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION1 - (SCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'OnoftIO Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20036 Cust: OB WO: Drive_C_07-13S2_L00006_J00001 Dsgnr: JPM #LC =20 VvT: 54# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveOur L=1.25 P«1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Cotnp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res.Truss ID: T1B-2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 926 3.50" 1.50"2 8-1-5 926 3-50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/624 MEM 3-4 (LIVE) LC 15 L= -0.15" D= -0.12" r- -0.27"CRITICAL MEMBER FORCES:TC COMP (DUR )/ TENS.tDUR I CSI1-2 -1481(1.33)/ 1491(133)0.46 BC COMP.(DUR ]1 TENS.fDUR | CSI3-4 -2500(1 33y 2500(133)065 WB COMP (DUR ]/ TENS.(DUR) CSI2-4 -83S(1.33y 563(1.33)027 TC 2x6 DFL SS BC 2x4 SPF 2100F-1.8E WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K tbs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. 41 STUB AH connector pittas an Tmawal 20 ga. unless preceded by "W for Wave 20 ga., "HS "forHS20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for 7WMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S): Support 1 -529 Ib Support 2 -529 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 25.07 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 3/1/2007 DIXIELINETRUSS TRUSWAL SYSTEMS««SN«l/vwrtDr. Coo Spmgt. CO K907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications pfovided by the component n lufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions afe to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIfTPI r, WTCA1' - Wood Truss Council of America Standard Design R.sponsirjilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. Washington, DC 20036 Cust: OB WO: Drive C 07-1352 L00006 J00001 Dsgnr: JPM #LC = 20 WT: 45# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P-1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacins 2-0-0 DEFL RATIO: U240 TC: U240 Job Name: Hopkins Res.Truss ID: T1C Qty: BRG X-LOC REACT SIZE RgQ'D 1 0-1-12 1205 3.50" 1.50"23-4-0 965 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearingWAX DEFLECTION (span) L/999MEM 3-4 (LIVE) LC 15L=-0.03" D= 0.00" T=-0.04"CRITICAL MEMBER FORCES: TC COMP1DUR y TENS(DUR ) CSI1-2 -1494(1 33)/ 1501(133)038 BC COMP (DUR V TENS (DUR ) CSI3-4 -2500(1 33K 2500(1 33) 0 65 WB COMP.(DUR )/ TENS.(DUR ) CSI 2-4 -860(1.33)/ 745(133)0.26 TC BC 2x6 DFL SS2x4 DFL #1 WEB 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT #1607. PLATING BASED ON GREEN LUMBER VALUES.End verticals are designed for axial loads only unless noted otherwise.Extensions above or below the truss profile(if any) have been designed for loads indicated only. Horizontal loads applied atthe end of the extensions have not been considered unless shown. A drop-leg to anotherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec . ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5" GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K )bs. ea. bearing. Connection (by others) must transfer equalload to each ply (or add-on) shown. 3-0-0 3 3-5-12 4 14-3-14 RTI IR All connector plates an* Truswal 20 ga. unless preceded by "W" for Wave 20 g«.. "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga, from Truswal, positioned par Joint Detail Report*. Circled plates and false frame plates an positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S):Support 1 -557 fb Support 2 -797 IbThis truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00Truss Location = Noi End Zon« Hurricane/Ocean Line = No , Exp Category = CBldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 23.87 ft mph = 70UBC Special Occupancy. Dead Load = 11.4 psf 3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS 444S Noithpuifi Dr.. Cola Springs. CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WA KNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. his design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer nd done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions e to be verrfied by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads ilized on this design meet or exceed ttie loading imposed by the local building code and the particular application The design assumes that the top chord laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise oted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any tronment that will cause the moisture content of the wood to exceed 13% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSinPI V. WTCA r - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI1-03J and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI| is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 igth Street, NW, SteBOO, Washington, DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM SLC = 19 VvT: 29# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: U240 TC: L/240 Job Name: Hopkins Res.Truss ID: T1C-2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1205 3.50" 1.50" 23-4-0 965 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material al each bearing WAX DEFLECTION (span): L/999MEM 3-4 (LIVE) LC 15 L= -0.03" D= 0.00" T= -0.04"CRITICAL MEMBER FORCESTC COMP.fDUR V TENS (DUR ) CSl1-2 -1494(1 33)/ 1501(1.33)0.38 BC COMP (DUR.)/ TENS (DUR.) CSl3-4 -2500(1.33)/ 2500(133)065 WB COMPlOUR.V TENS (OUR,) CSl2-4 -860(1 33J/ 745(1,33)028 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial toads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2- Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS IF 2 5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord@ ea bearing (unless noted), concurrently withi dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea beanng. Connection (by others) must transfer equal load to each ply (or add-on) shown. 3-4 3-0-0 3 3-5-12 14-3-14 4 STUB tctor plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga.. "S"forSS 18 ga. front Alpina; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Dalai! Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S): Support 1 -557 Ib Support 2 -797 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No . Exp Category = C Bldg Length = 99.00 ft, Bldg Width = 50.00 ft Mean roof height = 23.87 ft, mph = 70 UBC Special Occupancy, Dead Load =11.4 psf 3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS444S NutfipM, Dt. Colo Sfmgt. CO 60907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not tiuss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed fay the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. •ANSinP11', WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Sle800. Washington, DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC =19 WT: 29# TCLive 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res. BRG X-LOC REACT SIZE REQ'D1 0-1-12 1013 3.50" 1.50"2 17-7-14 1013 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the tnjss material at each bearing MAX DEFLECTION (span) :L/999 MEM 4-5 (LIVE) LC 15 L=-013" D=-0.08" T=-0.22"CRITICAL MEMBER FORCESTC COMP (DUR. y TENS (DUR] CSI1-2 -1299(1. 33y 286(1.33)0272-3 -1299(1 33y 286(133)027 BC COMP.(DUR y TENS.(DUR ) CSI4-5 -818(1. 33y 1734(1.33)0515-6 -818(1 33y 1734(1.33)051 we COMP (DUR y TENS (DUR ) csi2-5 / 275(125)011 Truss ID: T1F TC 2x6 DFL SS Pla i"9 spec : ANSIHPI - 1995 UPLIFT RE/BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 WEB 2x4 DFL STAND/STUD MULTIPLE LOAD CASES. Support 2 GBL BLK 2x4 DFL STAND/STUD IF HANGERS ARE INDICATED ON THIS DRAWING. This truss isPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1 .5" HANGER NAILS FOR UBC-97 Coc Loaded for 10 PSF non-concurrent BCLL. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg EnclosMay use adequate staples for gable blocks GIRDERS. IF 2.5" GUN NAILS ARE USED. THE Truss Locati BUILDING DESIGNER MUST VERIFY GABLE LOADSI HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/aW gable bracing required @ 63" intervals, PLATING BASED ON GREEN LUMBER VALUES. Bldg Length See "General Gable Details", CO02065035. Designed for 2.5 K Ibs drag load applied UBC Specia evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. 8-10-13 1 1 6. 00 4-1-10 ^<^rH 0-6-3 ^^^ ^"^ B1 W:308 R 1013U:-179 i 3-0-0 8-10-13 i 2 31 -6.00) fihhf^fh-N>\ 6-5-9 : : : UT^ T T 't\\^ 0-6-3 W:308R:1013U.-179 , 3-0-0 , Qty: 1 kCTION(S) : -179 Ib -179 Ib designed using thele ad = Yes, Importance Factor = 1.00 on = Not End Zone cean Line = No , Exp Category = C = 99.00 ft, Bldg Width = 50.00 ft eight = 25.48 n. mph = 70 Occupancy, Dead Load = 1 1 .4 psf IIP iKal17-9-10 i ' irwr x i i~n 456' TYPICAL PLATE : 2-3 Ml connector plates are Truswal 20 ga. unless preceded by "W for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Trutwal, positioned per Joint Detail Reports. Circled plates and falseframe plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). ^^DIXIELINE I/W\/S| IKUSS TRUSWAL SYSTEMS 444S NMthml* Or. Co*) Springs CO 80907 TRUSPLUS 6.0 VER: T6.5.52 WARNING Read all notes on this sheet and giv fhis design is for an individual building component not truss system It has been based on specification nd done in accordance with the current versions of TPI and AFPA design standards No responsibility re to be verified by the component manufacturer and/or building designer prior to fabrication The build jtilized on this design meet or exceed the loading mposed by the local building code and the particu ar s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheat oted Bracing shown is for lateral support of components members only to reduce buckl ng length. Th snviionment that will cause the moisture content of the wood to exceed 19% and/or cause connector p a ind brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' availa ANSi/TPI V. WTCA V - Wood Trust Council of America Standard Design Ra.ponsibihties, 'BUILDING BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is locate Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, r> e a copy of it to the Erecting Contractor. Cust: OB s provided by the component manufacturer WO' DflVt s assumed for dimensional accuracy Dimensions ,_ ng designer mus( ascertain mat the loads DsgHf. Jrf pplication The design assumes that the top chord JQ I jyg ling material directly attached, unless otherwise -pp 9nnw s component shall not be placed in any e cortosion Fabricate, handle, install ' ^ Dead Die as output from Truswal software, BC LtVC COMPONENT SAFETY INFORMATION' - BC 0630 d at 563 D'Onofiio Drive, Madison. W, Ste 800. Washington, DC 20036 Bldg Code 3/1/2007 _C_07-1 352_L00006_J00001 I/I #LC= 20 WT: 158* 16.00 psf LiveDur L=1.25 P-1.25 0.00 psf SnowDur 1=1.15 P=1.15 16.00 psf Rep Mbr Bnd / Cornp / Tens 0.00 psf 1.15/1.00/1.00 8.00 psf O.C.Spacing 2-0-0 : UBC-97 DEFL RATIO: U240 TC" L/240 Job Name: Hopkins Res.Truss ID: T1F2 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 780 3.50" 1-50" 2 17-10-4 1020 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 15L=-014" D=-0.09" T=-0.23"CRITICAL MEMBER FORCES:TC COMP(DUR V TENS(DUR-) CSI1-2 -1304(133); 283(133)0282-3 -1304(1. 33)/ 283(1.33)028 BC COMP.jDUR y TENSIOUR.) CSI4-5 -814(1 33V 1737(133)0525^ -fl14(1 33V 1737(1.33)0.52 WB COMP(DUR V TENSIDUR ) CSI2-5 / 280(125)011 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD GBLBLK 2x4 DFL STAND/STUD 2x4 DFL #1 1 ,8PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [•*•] gable bracing required @ 63" intervals, if exposed to wind load applied to face. See "General Gable Details". CO02065035. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, TH& HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live toads. D.F. = 1.60 Horiz. reaction = 2.5 K Ibs. ea. bearing.Connection (by others) must transfer equal load to each ply (or add-on) shown. 9-0-0 9-0-0 . - 0;B_-6 Oi-6 18-0-0 3-0-D TYPICAL PLATE : 2-3 Ml connector plates are Truswal 20 ga. unless preceded fay "W" for Wave 20 ga., "HS" lorHS 20 ga., "S° for SS fa ga. from Alpine; or preceded by "MX" for TV/MX 20 ga. or "H" tor 16 ga. from Truswal. positioned per Joint Detail Reports. Circled p/atac and false frame plate* are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or ttaple). UPLIFT REACTION(S) Support 1 -121 IbSupport 2 -180 Ib This truss is designed using the UBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End ZoneHurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ft Mean roof height = 25.52 ft. mph = 70 UBC Special Occupancy, Dead Load =114 psf i-2 SHIP 3/1/2007 PIXIELINElxfVW>>V3 TRUSS TRUSWAL SYSTEMS 444S NuOlptrk Or. Colo Sftrifyt, CO 90907 TRUSPLUS6.0VER:T6.5.52 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is (or an individual building component not truss system It has been based on specifications provided by the component manufacturer anddonein accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication The building designer must ascertain that the loads utilaed on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material dnectly attached, unless otherwise noted Bracing shown is lor lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI r. WTCA V - Wood Truss Council o! America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onolrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is localed at 1111 19th Street. NW, Ste 800. Washington. DC 20036 Cust: OB WO:Drive_C_07-1352_L00006_J00001 Dsgnr: JPM #LC =20 VVT: 148# TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P»1.25 SnowDur L=1.15 f>=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: Hopkins Res.Truss ID: T4 Qty: BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1152 3,50" 1.50" 2 22-7-14 912 3.50" 1.50"BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999MEM 7-8 (LIVE) LC 15 L=-007" D=-0-06" T=-0.13" CRITICAL MEMBER FORCESTC COMP.fDUR y TENS.(DUR.) CSI1-2 -1526(1 25V 277(160)0.082-3 -1339M.25V 303(1.60)0.093-4 -1339(1.25y 303(1.60)0.09 4-5 -1526(1 25V 277(1 60) 0 08 BC COMP (DUR X TENS (OUR ) CSI6-7 -182(1 60U 1299(125)0397-8 -51(1 60y 869(1 25) 0 348-9 -182(1.60)/ 1299(125)039 WB COMP (OUR.)/ TENS (DUR ) CSI2-7 -330(1 25V 148(1 60) 0 093-7 -96(1 60V 469(1 25) 0 193-8 -96(1 60V 469(1 25)0 194-8 -330(1 2Sy 148(1 60) 0 09 TC 2x6 DFL SS BC 2x4 DFL #1 WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1 5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S): Support 1 -201 Ib Support 2 -145 Ib This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 99.00 ft. Bldg Width = 50.00 ft Mean roof height = 26.11 ft, mph = 70 UBC Special Occupancy, Dead Load = 11.4 psf 11-4-13 11-4-13 6-2-10 1 I 0-6-3 i-9SHIP 22-9-10 All connector plates an Truswal 20 ga. unless preceded toy "W" for Wave 20 ga., "HS" for HS 20 ya., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal. positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).3/1/2007 DIXIELINE TRUSS TRUSWAL SYSTEMS +H5 Noithptil, Dr.. Colo Sptngs, CO 8O907 TRUSPLUS 6.0 VER: T6.5.52 WA KNIN G Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacture! and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy Dimensions are to be verified by the component manufacturer andior building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or causa connector plate corrosion Fabricate, handle, install and brace this truss in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software. ANSim>l V. -WTCA r - Wood Truss Council ot America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION1 - (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington. DC 20036 Cust: OB WO: Drive_C_07-1352_L00006_J00001 DsgnrJPM #LC = 16 WT: 155# TCLive 16.00 psf TC Snow 0.00 psf TCDead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.2S P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2-0-0 DEFL RATIO: L/240 TC: U240 Job Name: HOPKINS Truss ID: T6 Qty: 8 BRG X-LOC REACT SIZE REQ'D 1 0- 1-12 860 3.50" 1.50"2 15-4-4 860 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY x\ the truss material at each bearing MAX DEFLECTION (span) : L/999MEM 4-5 (LIVE) LC 1 L=-002" D=-0.05" T=-0.06"CRITICAL MEMBER FORCES:TC COMP.(DUR.y TENS.IDUR.) CSI TC 2x6 DFL SS BC 2x4 OFL *1WEB 2x4 DFL STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT S1607.Loaded for 10 PSF non-concurrent BCLLPLATING BASED ON GREEN LUMBER VALUES. Plaling spec : ANSI/TPI - 1995THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING.THEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5' GUN NAILS ARE USED, THEHANGERS MUST BE RE EVALUATED (BY OTHERS) UPLIFT REACTION(S):Support 1 -168 IbSupport 2 -168 IbThis truss is designed using theUBC-97Code.Bldg Enclosed - Yes. Importance Factor - 1.00Truss Location = Not End ZoneHurricane/Ocean Line = No . Exp Category = C Bldg Length = 99-00 ft, Bldg Width = 50.00 ftMean roof height = 25.20 ft, mph = 70UBC Special Occupancy, Dead Load = 11.4psf.. ..-818(1.25V 161(1.60)0.19-818(1.25y 161(1.60)0.19 BC COMP.(DUR.V TENS.(DUR.) CSI4-5 .53(1.60y 644(1.25)0.325^ -53(1.60y 644(1.25)0.32 WB COMP.(DUR.y TENS.(DUR.) CSI2-5 / 216(1.25)0.09 7-9-0 7-9-0 5-7 4-4-14 0:£_-6 5-10-10 SHIP 3-0-0 15-6-0 3-0-0 il Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 oa.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report ites and false frame plates are positionedas shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).2/23/2007 DIXIEUNETRUSS TRUSWAL SYSTEMS444S Northpal* Dr.. Goto Spring*, CO 80907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not Iruss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabricalion. The building designer must ascertain thai the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otheiwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall nol be placed in any environment that will cause Ihe moisture conlent of the wood lo exceed 19% and/or causa connector plate corrosion. Fabricate, handle, install and brace this Injss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as oulpul from Truswal software, 'ANSI/TPI 1'. V/TCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Fciasl and Paper Association (AFPA) is totaled alt It I 191ft Street. NW. SleSOO. Washington. DC 2003B. Cust: OB WO: Drive_S_07-1352_L00006_J00001 Dsgnr XXX #LC= 16 WT: 100# TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P*1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: U240 TC: L/240 Job Name: HOPKINS Truss ID: T6F Qty: 1 BRG X-LOC REACT SIZE REQ'D 1 0-1-12 966 3.50" 1.60"2 16-4-4 966 3.50" 1.50"BRG REQUIREMENTS shown are based ONLYon the truss material at each bearingMAX DEFLECTION (span): L/999 MEM 4-5 (LIVE) LC 16L=-0.11" D=-0.05" T=-0.15"CRITICAL MEMBER FORCES:TC COMP.IDUR.V TENS.(DUR.) CSI1-2 -1222(1'33V 356(1.33)0-252-3 -12220.33y 356(1.33)0.25 BC COMP.(DUR.y TENS.(DUR.) CSI4-5 -888(1.33V 1670(1.33)0.485-6 -888(1 33y 1670(1.33)0.48 COMP.(DUR.y TENS.IDUR.) CSI TC 2x6 DFL S3BC 2x4 DFL #1WEB 2x4 DFL STAND/STUDGBL BLK 2x4 DFL STAND/STUDPLATE VALUES PER ICBO RESEARCH REPORT 81607.Loaded for 10 PSF non-concurrent BCLL.May use adequate staples for gable blocks.BUILDING DESIGNER MUST VERIFY GABLE LOADS!M gable bracing required @ 63* intervals,if exposed to wind load applied to face.See -General Gable Delate'. CO02065035. Plating spec : ANSI/TPI -1995THIS DESIGN IS THE COMPOSITE RESULT OFMULTIPLE LOAD CASES.IF HANGERS ARE INDICATED ON THIS DRAWING,THEY ARE BASED ON 1.5" HANGER NAILS FOR1-PLY AND 3' HANGER NAILS FOR MULTI-PLYGIRDERS. IF 2.5' GUN NAILS ARE USED, THEHANGERS MUST BE RE-EVALUATED (BY OTHERS).PLATING BASED ON GREEN LUMBER VALUES. Designed for 2.5 K Ibs drag load appliedevenly along Ihe lop chord to the chord@ ea. bearing (unless noled), concurrentlywllh dead + 0 % live loads.Horiz. reaction = 2.5 K Ibs. ea. bearing.Connection (by others) must Irensfer equalload to each ply (or add-on) shown. UPLIFT REACTION(S):Support 1 -168 IbSupport 2 -168 IbThis truss is designed using theUBC-97 Code.Bldg Enclosed = Yes, Importance Factor = 1.00Truss Localton = Not End ZoneHurricane/Ocean Line = No , Exp Category = CBldg Length = 99.00 ft, Bldg Width - 50.00 ftMean roof height * 25 20 ft mph = 70UBC Special Occupancy, Dead Load = 11.4 psf 7-9-0 7-9-0 4-4-14 5-1C '-10 SHIP 3-0-0 15-6-0 W:308 R:966 U:-168 3-0-0 TYPICAL PLATE : 2-3 Truswal Systems Plates are 20 oa. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report.Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).2/23/2007 DIXIELINETRUSS TRUSWAL SYSTEMS 4445 Natopal* Of.. Goto Spring. CO 80907 TRUSPLUS 6.0 VER: T6.5.41 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer and done in accordance wilh the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain thai the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plale corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSI/TPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION' - (SCS11-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Sle 800. Washington, DC 20036. Cust: OB WO: Drive_S_07-1352_L00006_J00001 Dsgnr: XXX #LC= 20 WT: TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 8.00 psf Bldg Code: UBC-97 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15/1.00/1.00 O.C.Spacing 2- 0- 0 DEFL RATIO: L/240 TC: U240