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Home My WebLink About2580 FARADAY AVE; ; CBC2019-0308; PermitBuilding Permit Finaled Commercial Permit Print Date: 05/14/2021 Job Address: 2580 FARADAY AVE, CARLSBAD, CA 92008 Permit Type: BLDG-Commercial Work Class: New Parcel if: 2091200100 Track if: Valuation: $712,150.90 Lot if: Occupancy Group: Project if: DEV201710042 ifof Dwelling Units: Plan if: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check if: Occupant Load: Plan Check if: Code Edition: Sprinkled: (ity of Carlsbad Permit No: CBC2019-0308 Status: Closed - Finaled Applied: 06/20/2019 Issued: . 11/23/2020 Finaled Close Out: Inspector: TKers - Final Inspection: 05/14/2021 Project Title: OAKMONT OF CARLSBAD Description: OAKMONT OF CARLSBAD MARKETING BUILDING WITH 4 MODELS (4,208 SF TOTAL) AND 1,130 SF SALES OFFICE W/ 300 SI OF PATIO COVER Property Owner: OAKMONT OF CARLSBAD LLC 9240 OLD REDWOOD HWY, if 200 WINDSOR, CA 95492 (707) 535-3200 FEE . AMOUNT BUILDING PERMIT FEE ($2000+) $2,676.00 BUILDING PLAN CHECK FEE (BLDG) $1,864.80 COMMUNITY FACILITIES DISTRICT (CFD) FEE - NON-RES $2,174.70 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $237.80 FIRE R-1 & R-2 Occupancies <50 units New $1,188.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MANUAL BUILDING PLAN CHECK FEE $4.20 MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $104.00 PUBLIC FACILITIES FEES - inside CFD $12,961.15 5B1473 GREEN BUILDING STATE STANDARDS FEE $29.00 SEWER BENEFIT AREA FEES - E $11,271.15 SEWER CONNECTION FEE (General Capacity all areas) $2,964.06 STRONG MOTION-COMMERCIAL $199.40 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 TRAFFIC IMPACT Commercial-Industrial w/in CFD $13,886.00 Total Fees: $50,036.26 Total Payments To Date: $50,036.26 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." 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 barany 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 limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov FCity of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check _______ Est. Value PC Deposit Date Job Address 2.530 fc.ido&.ç Suite: APN: 209-120-01-00 Tenant Name: Oakmont of Torrance CT/Project #:CUP 2017-0008 Lot #:_________ Occupancy: R2.1, B, & S-2, Construction Type: VA Fire Sprinklers: f/ no Air Conditioning: J/ no BRIEF DESCRIPTION OF WORK: construction site of a Senior Living Facility -Marketing Building J Addition/New: 5,338 SQ FT Marketing Building New SF and Use, ___New SF and Use, Deck SF, _________ Patio Cover SF (not including flatwork) Li Tenant Improvement: SF, Existing Use Proposed Use SF, Existing Use Proposed Use Li Pool/Spa: SF Additional Gas or Electrical Features? None LI Solar: KW, _____ Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No Li Plumbing/Mechanical/Electrical Only: Li Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: Oakmont Senior Living - Gregg Wanke, Sr. Project Designer Name: Oakmont of Carlsbad LLC Address: 9240 Old Redwood Hwy, Suite 200 Address: 9240 Old Redwood Hwy, Suite 200 City: Windsor State: CA Zip: 95492 City: Windsor State:CA Zip: 95492 Phone: 707-535-3234 Phone: 707-535-3200 Email: gregg.wankeoakmontsl.com Email: O(VQ.L (04 DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: B. Hills Architecture Name: OSL Construction Inc. Address: 3156 S. Bown Way Address: 9240 Old Redwood Hwy, Suite 200 City: Boise State: Idaho Zip: 83706 City: Windsor State:CA Zip: 95492 Phone: 208-258-6154 Phone: 707-535-3200 Email: bhillscbhillsarch.com Email: David.Hunter@oakmontsl.com I David Hunter, Director of Construction Architect State License: C-37128 State License:806365 Bus. License: BL0S005682-05-2019 (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/she 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/she 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}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildingccarlsbadca.gov B-2 Page 1 of 2 Rev. 06/18 (OPTION A ll: WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Travelers Property Casualty Company of America Policy No. UB-8M954797-19-51-K Expiration Date: 05/01/2020 0 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 be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. j .1 , CONTRACTOR SIGNATU1*4//1( LIAGENT DATE: June 14, 2019 (OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that! am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER SIGNATURE: LJAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL 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'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under he pro visi ns 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 da15 m the d of such rmit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of Section 4.4 Un rm Building Code). APPLICANT SIGNATURE: I DATE: June 14 2019 1635 Faraday Ave Carlsbad, CA 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarlsbadCa.gov B-2 Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New S Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status S Friday, May 14, 2021 5 5 Page 13 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date; 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date; 09/28/2021 Address; 2580 FARADAY AVE IVR Number: 19909 CARLSBAD CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final May 14, 2021 Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management final receipts and documentation-(will be verified at final inspection for all three buildings completed on property site). no outstanding correction items. BLDG-Mechanical Final May 14, 2021 Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management final receipts and documentation-(will be verified at final inspection for all three buildings completed on property site). no outstanding correction items. BLDG-Structural Final May 14, 2021 Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management final receipts and documentation-(will be verified at final inspection for all three buildings completed on property site). no outstanding correction items. BLDG-Electrical Final May 14, 2021 Yes No building deficiencies. Final structural, electrical, plumbing, and mechanical work, per structural and architectural plans and design specifications-approved. Verified final third-party special for/deputy inspector reports-approved. Waste management final receipts and documentation-(will be verified at final inspection for all three buildings completed on property site). no outstanding correction items. Friday, May 14, 2021 Page 12 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE CARLSBAD, CA 92008 IVR Number: 19909 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency April 14, 2021: (not ready). No SDGE planner approval diagram and work order required to be verified, prior to releasing gas meter to, new service department at SDG&E. Informed contractors representatives Ryan, Jamie, Mathew, and Tim. 05/13/2021 05/1312021 BLDG-Final Inspection 157276.2021 Cancelled Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency May 13, 2021: No Final building deficiencies. (Not ready). Contractor rep. Tim/superintendent - will reschedule for Friday, May 14, 2021. 05/14/2021 05/14/2021 BLDG-Final Inspection 157367-2021 Passed - Tony Alvarado Complete Friday, May 14, 2021 Page 11 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency March 22, 2021: Yes No building deficiencies. Exterior building location, seat/garden-retaining wall-with slope surcharge, city standard retaining wall, steel and footing inspection completed, scope of New retaining wall work-approved. Verified deputy inspectors report-OK. OK to pour concrete for Footings-Approved. 03/25/2021 03/25/2021 BLDG-66 Grout 153532.2021 Passed - Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency March 25, 2021: Yes No building deficiencies. Exterior building location, seat/garden-retaining wall-with slope surcharge, city standard retaining wall, steel and footing inspection completed, scope of New retaining wall work-approved. Verified deputy inspectors report-OK. Grout lift for masonry block cells, cleaned and verified, Grout lift work approved-Approved. OK to pour concrete. 04/01/2021 04/01/2021 BLDG-34 Rough 154050.2021 Partial Pass Tony Alvarado Reiñspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency April 1, 2021: (switch gear electrical Yes meter-approved). No Electrical switchgear Deficiencies. Verified torqued down logs and breaker anchoring to new switchgear components. Verified conductor sizes, types of wire, grounding source and grounding size of wires, anchoring of new switchgear cabinet to concrete pad with redhead anchors - scope of switchgear work, per electrical engineer's plans and detail specifications-approved. Released electrical meter and switch gear cabinet scope of work to SDGE-approved. 04/14/2021 04/14/2021 BLDG-Gas Meter 154882.2021 Failed Tony Alvarado 'Reinspection Incomplete Release Friday, May 14, 2021 Page 10 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE lVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-24 Rough-Topout February 26, 2021: Yes no building deficiencies*** Above metal drop ceilinglT-bar grid, overhead inspection of plumbing, mechanical condensate drain lines, and Electrical Lines-scope of work approved. drywall approved fire caulking at perimeter of all penetrations located above drop ceiling lids areas, scope of work - approved. Drywall nailing, located at Marketing Building, 4-units in total, drywall type and drywall nailing pattern, scope of work-approved and completed. BLDG-34 Rough Electrical February 26, 2021: Yes no building deficiencies*** Above metal drop ceilinglT-bar grid, overhead inspection of plumbing, mechanical condensate drain lines, and Electrical Lines-scope of work approved. drywall approved fire caulking at perimeter of all penetrations located above drop ceiling lids areas, scope of work - approved. Drywall nailing, located at Marketing Building, 4-units in total, drywall type and drywall nailing pattern, scope of work-approved and completed. BLDG-44 February 26, 2021: Yes Rough-Ducts-Dampers no building deficiencies*** Above metal drop ceilingfl-bar grid, overhead inspection of plumbing, mechanical condensate drain lines, and Electrical Lines-scope of work approved. drywall approved fire caulking at perimeter of all penetrations located above drop ceiling lids areas, scope of work - approved. Drywall nailing, located at Marketing Building, 4-units in total, drywall type and drywall nailing pattern, scope of work-approved and completed. 03/22/2021 03122/2021 BLDG-11 153210.2021 . Partial Pass Tony Alvarado Reinspection Incomplete Foundation/Ftg/Piers - ' (Rebar) Friday, May 14, 2021 Page 9 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency February 24, 2021: (virtual inspection). Yes No building deficiencies. 1. "Marketing/sales Building', preliminary areas, above drop-ceilings sections, First layer 5/8" inch, CP fireguard Type X drywall type and nailing pattern verified, scope of work Per structural engineering detail specifications-approved. BLDG-Building Deficiency February 26, 2021: Yes no building deficiencies*** Above metal drop céiling/T-bar grid, overhead inspection of plumbing, mechanical condensate drain lines, and Electrical Lines-scope of work approved. drywall approved fire caulking at perimeter of all penetrations located above drop ceiling lids areas, scope of work - approved. Drywall nailing, located at Marketing Building, 4-units in total, drywall type and drywall nailing pattern, scope of work-approved and completed. BLDG-Building Deficiency February 18, 2021: (virtual inspection). Yes No building deficiencies. 1. "Marketing/sales Building", preliminary above drop ceilings sections, First layer 5/8" inch, CP fireguard Type X drywall type and nailing pattern verified, scope of work Per structural engineering detail specifications-approved. BLDG-85 T-Bar, Ceiling 151600-2021 Passed Tony Alvarado Grids, Overhead Complete Friday, May 14, 2021 Page 8 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0212512021 02/24/2021 BLDG-117 Interior 151273.2021 Partial Pass Tony Alvarado Reinspection incomplete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency February 25, 2021: (virtual inspection). Yes No building deficiencies. 1. "Marketing/sales Building", preliminary above drop ceilings sections, 2nd. Layer, Staggered drywall seems, 5/8" inch, CP fireguard Type X drywall type and nailing pattern verified, scope of work Per structural engineering detail specifications-approved. BLDG-Building Deficiency February 24, 2021: (virtual inspection). Yes No building deficiencies. 1. "Marketing/sales Building", preliminary areas, above drop-ceilings sections, First layer 5/8" inch, CP fireguard Type X drywall type and nailing pattern verified, scope of work Per structural engineering detail specifications-approved. 02/26/2021 02/26/2021 BLDG-17 Interior 151496-2021 Passed Tony Alvarado Complete Lath/Drywall Friday, May 14, 2021 Page 7 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finated Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 February 9, 2021: (virtual inspection-follow Yes Frame-Steel-Bolting-Welding up on existing corrections). (Decks) No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-24 Rough-Topout February 9, 2021: (virtual inspection-follow Yes up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-34 Rough Electrical February 9,2021: (virtual inspection-follow Yes up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-44 February 9,2021: (virtual inspection-follow Yes Rough-Ducts-Dampers up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. 02118/2021 02118/2021 BLDG-17 Interior 150785.2021 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency February 18, 2021: (virtual inspection). Yes No building deficiencies. 1. "Marketing/sales Building", preliminary above drop ceilings sections, First layer 5/8" inch, CP fireguard Type X drywall type and nailing pattern verified, scope of work Per structural engineering detail specifications-approved. Friday, May 14, 2021 Page 6 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency February 17, 2021: (virtual Yes inspection-follow up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-43 Air 150639-2021 Passed Tony Alvarado Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency February 17, 2021: (virtual Yes inspection-follow up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-84 Rough 150640-2021 Passed Tony Alvarado Complete Combo(14,24,34,44) .. El Friday, May 14, 2021 Page 5 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency February 9, 2021: (virtual inspection). No Building deficiencies. Fire department (rough)-fire sprinkler inspection required, prior to building MEPS inspection. Informed project manager Ryan. 5. MEPS inspection cannot be done virtually, for this size and scope of project. BLDG-Building Deficiency No BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 02/16/2021 02/16/2021 BLDG-16 Insulation 150549.2021 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency February 16, 2021: (virtual inspection). Yes No building deficiencies. 1. Marketing Building, title 24 energy compliant, insulation installed per plan, scope of work-approved. BLDG-17 Interior 150548.2021 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency February 16, 2021: (virtual inspection). Yes No building deficiencies. 1. Exterior lath inspection, exterior stucco lath paper-underside exterior ceilings with diamond lath paper, stucco lath nailing pattern, Caulking adhesive at all penetrations, and metal weep screed, scope of work-approved. 02/17/2021 02/1712021 BLDG-24 Rough/Topout 150780-2021 Passed Tony Alvarado - Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency February 17, 2021: (virtual Yes inspection-follow up on existing corrections). No Building deficiencies. Fire department (rough)-fire sprinkler inspection approved. Marketing building MEPS inspection-approved. MEPS inspection follow up (minimal corrections), done virtually, for this size and scope of project. BLDG-34 Rough I50779-2021 Passed Tony Alvarado - Complete Electrical . Friday, May 14, 2021 Page 4 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency February 9, 2021: (virtual inspection). No Building deficiencies. Fire department (rough)-fire sprinkler inspection required, prior to building MEPS inspection. Informed project manager Ryan. 5. MEPS inspection cannot be done virtually, for this size and scope of project. 02/10/2021 02/10/2021 BLDG-43 Air 150198-2021 Cancelled Chris Renfro Reinspection Incomplete Cond./Furnace Set - Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-84 Rough 150199-2021 - Failed Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 02/12/2021 02/12/2021 BLDG-17 Interior 150413-2021 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-43 Air 150411-2021 Cancelled Tony Alvarado Reinspection Incomplete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency , No BLDG-84 Rough 150412-2021 Failed Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Friday, May 14, 2021 Page 3 of 13 Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: Closed - Finaled Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE IVR Number: 19909 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/20/2021 01/20/2021 BLDG-13 Shear 148627-2021 Partial Pass Tim Kersch Reinspection Incomplete Panels/HO (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 148628.2021 Failed Tim Kersch Reinspection incomplete (Patio) Checklist Item COMMENTS S Passed BLDG-Building Deficiency No 01/21/2021 01/21/2021 BLDG-13 Shear 148777.2021 Partial Pass Tim Kersch Relnspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-15 Roof/ReRoof 148778-2021 Partial Pass Tim Kersch Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/25/2021 01/25/2021 BLDG-13 Shear 149031-2021 Partial Pass Tim Kersch Reinspection Incomplete Panels/HO (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency P Yes 01/28/2021 01/28/2021 BLDG-13 Shear 149370.2021 Passed Tony Alvarado Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency January 28, 2021: Yes 1 Shearwall nailing pattern reinforcement exterior metal connectors per structural plans-partially approved. 2. Pending revision approval on structural engineers company letter head, indicating metal connectors LPT-4, at shearwall top plates nailing LPT-4 under shearwall is acceptable engineering practice. 01/29/2021 01/29/2021 BLDG-13 Shear 149296.2021 Cancelled Tony Alvarado Reinspection Incomplete Panels/HO (ok to wrap) Checklist Item ' COMMENTS Passed BLDG-Building Deficiency January 29, 2021: No 1. Inspection canceled per Ryan project superintendent, due to rain. 02/09/2021 02/09/2021 BLDG-84 Rough 150124-2021 Failed Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Friday, May 14, 2021 Page 2 of 13 Building Permit Inspection History Finaled city of Carlsbad Permit Type: BLDG-Commercial Application Date: 06/20/2019 Owner: OAKMONT OF CARLSBAD LLC Work Class: New Issue Date: 11/23/2020 Subdivision: Status: 'Closed - Finaled ' Expiration Date: 09/28/2021 Address: 2580 FARADAY AVE CARLSBAD CA 92008 IVR Number: 19909 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 11/24/2020 11/24/2020 BLDG-21 ' 144644.2020 Passed Tony Alvarado Complete Underground/U nderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency November 24, 2020: Yes 1. Underground sewer, waste and vent lines, under head pressure water test, for sales marketing building, per plumbing plans-approved. 12/07/2020 12/07/2020 BLDG-11 145483-2020 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency ' Yes BLDG-12 Steel/Bond 145484-2020 Passed ' ' Tim Kersch 'Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial No 12/21/2020 12/21/2020 BLDG-11 146721-2020 Passed Tony Alvarado Complete Foundatlon/Ftg/Plers (Rébar) Checklist Item COMMENTS Passed BLDG-Building Deficiency December 21, 2020: ' Yes Partial pass for building section 1 footings, slab steel reinforcement rebar, per structural engineers plans and detail specifications - partial pass. Pending third party-deputy inspectOrs report(footings/slab foundation scope of work), requires report verification. 01 2/20211 01/12/2021 BLDG-14 ' 148062.2021 Failed Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We [ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency ' No 01/14/2021 01/14/2021 BLDG-14 148329.2021 Partial Pass, Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We Iding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Friday, May 14, 2021 Page 1 of 13 city 0f Carlsbad SPECIAL INSPECTIO Development Services AGREEMENT Building Division 1635 Faraday Avenue B-45 0 0 760-602-2719 C/ry OCT 2019 www.carlsbadca.gov p,,, O/r\. In accordance with Chapter 17 of the California Building Code the following requires special inspection, structural (Qbservation and construction material testing. IS/Q11 Cã\ work being performed Project/Permit: Project Address: 2540 & 2650 Faraday Ave., Carlsbad CA THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) David N. Sansotta (First) (MI.) (Last) Mailing Address: Structural Edge Engineering, 5509 N Glenwood St., Boise, ID 83714 Email: davidsstructuraIedge.com Phone: 208-501-2289 I am: UProperty Owner UProperty Owner's Agent of Record QArchitect of Record Engineer of Record State of California Registration Number: C-77107 Expiration Date 12/2020 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on1the appve,pjpnsand, as required by the California Building Code. Date: 7/25/2019 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name:OSL Construction Inc. Please check if you are Owner-Builder D Name: (Please print) David Hunter (First) (Last) Mailing Address: 9240 Old Redwood Hwy, Suite 200, Windsor, CA 95492 Email: David. Hunter(oakmontsI.com Phone: 707-535-3213 State of California Contractor's License Number: 80636,55 Expiration Date: 4/30/20 I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. I will provide afinal report / letter incompliancewithCBCSection1704.1.2 prior torequestingfinal Signatut Date: July 25. 2019 B-45 Page 1 of 1 Rev. 08/11 V/ EsGil A SAFEbui1tCornpany DATE: DEC. 3, 2019 IJ APPLICANT IJ JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0308 SET: III PROJECT ADDRESS: 2580 FARADAY AVENUE PROJECT NAME: OAKMONT MARKETING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. El 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: 619-993-8846 '1-5V 1 k 4-1-p Email: timbhpsonline.com IMARKS iI TeIephon/FaxIn Person : jfrie Fax Policy requires that their Special Inspection Agreement Form be rilSd ed and submitted to the City for this project. et #2 of the Private Sewer Plan still shows x4 sewer connections into the Marketing , yet the sheet P1.1 of the Plumbing Plan only shows xl. By: AL! SADRE, S.E.- Enclosures: EsGil 11/21 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuILt' Company DATE: Oct. 16, 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0308 SET: II PROJECT ADDRESS: 2580 FARADAY AVENUE PROJECT NAME: OAKMONT MARKETING LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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 fora complete recheck The check list transmitted herewith is for your information. Then f ring held at EsGil until corrected plans are submitted for recheck. CITY OF CARLSBAD The applicant's copy of the check list is enclosed for the jurjgdtVMr0vtD fOW&V6 the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: Date contacted: (by: ) Email: tim(bhpsonIine.com Mail Telephone Fax In Person LII REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 10/7 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 il CARLSBAD CBC2019-0308 Oct. 16, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0308 PROJECT ADDRESS: 2580 FARADAY AVENUE LIVING = 4,208; OFFICES = 1130 (CONVERT TO GARAGE AFTER SALE OF UNITS); SPRINKLERS = YES; STORIES = ONE; HEIGHT = 20'; CONSTRUCTION = V-A; OCCUPANCY = R2.1/13 DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 10/7 Oct. 16, 2019 REVIEWED BY: ALl SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and 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. The approval of the plans does not permit the violation of any state, county or city law. GENERAL Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. 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. CARLSBAD CBC2019-0308 Oct. 16, 2019 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? Li Yes Li No PLANS Submit a letter from the soils engineer to the city confirming that the foundation/ grading plan have been reviewed and it's been determined that the soil report recommendations are properly incorporated into the plans. The City Policy requires that their Special Inspection Agreement Form be completed and submitted to the City for this project. Please see attached for P/M/E items. The jurisdiction has contracted with EsGil, 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 ALl SADRE, S.E. at EsGil. Thank you. ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2016 CALIFORNIA ELECTRICAL CODE) Per the City of Carlsbad Ordinance please provide the installed EVSE facilities and include brochures of the chargers as well. Coordinate with the architect. ELECTRICAL DESIGN TO BE PROVIDED FOR THE INSTALLED AND FUTURE EVSE SHOWN ON THE ARCHITECTURAL PLANS. ALSO, I DO NOT SEE ACCESSIBLE CHARGERS PER GREEN CODE SECTION 5.106.5.3 AND DEMONSTRATE COMPLIANCE WITH INSTALLATIONS PER SECTION 11 B-812 OF THE CBC. GFCI protection is now required for receptacles installed in laundry areas and dishwasher branch circuits. See CEC 210.8(A) & 210.8(D) ARC FAULT PROVIDED. HOWEVER, GFCI IS NOT! Update the smoke detector placement to comply with CRC R314 location requirements. (See CBC 420.6) SOME UNITS SUCH AS UNITS 'C' AND 'E' STILL DO NOT SHOW THE SMOKE DETECTORS. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. PLUMBING and MECHANICAL COMMENTS PLAN REVIEWER: Eric Jensen/Connor Reuss CARLSBAD CBC20 19-0308 Oct. 16, 2019 PLUMBING (2016 CALIFORNIA PLUMBING CODE) It appears the civil sheets show x3 waste connections, yet the plumbing plans only show xl. Please address. I No civil site utility plans in plan set. Please provide. Please address the following comments below: Is the entire building on the same water meter? If so, calculations must factor in the fixtures for the other adjacent building (i.e. Memory Care Building & Model Units Building). Please either provide documentation (email will suffice) from the Building Official allowing the use of CPC Appendix C or provide waste calculations per CPC Chapter 6 or CPC Appendix A. (i.e "Alternative methods are allowed to be used where approved by the authority having jurisdiction. 'l Please either provide documentation from the Building Official allowing the use of CPC Appendix C or provide waste calculations per CPC Chapter 7 upon next submittal. (i.e "Alternative methods are allowed to be used where approved by the authority having jurisdiction.") MECHANICAL (2016 CALIFORNIA MECHANICAL CODE) Since this is a type lIlA fire rated building, provide a detail to the mechanical and architectural plans showing the fire rating of the walls extend up through the attic to the bottom for the roof assembly. I The ceiling is part of a roof/ceiling rated design. For all penetrating ductwork, exhaust fans, and registers detail how the rating is maintained. Please address the following comments below: I Plan "D": Missing a bath fan and a range fan? . The roof plan does not show all the exhaust penetrations. Please correct. Per CBC 717.6.1, Exception #3 has a max diameter of 4", all the exhaust fans shown within the walls are 5" in diameter. Please address. Note: If detail #8 on sheet MO.4 will be used. Please specify this within a keynote for all the exhaust fans in the mechanical floor plans. Per CBC 717.6.1, Exception #5 requires a radiation damper at all register/grille openings penetrate the fire rated ceiling assembly (i.e. no drop ceiling being utilized). Note: If detail #8 on sheet MO.4 will be used. Please specify this within a keynote for all the exhaust fans in the mechanical floor plans. For the horizontal exhaust fan terminations, please specify within the plans that a 3' clearance from all openings back into the building will be maintained and the exhaust fan will not terminate onto a walkway. For all rooftop exhaust terminations, please specify within the plans that a 10' from any air intakes will be maintained. CARLSBAD CBC20 19-0308 Oct. 16, 2019 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Eric Jensen/Connor Reuss at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. -4 EsGil A SAFEbuitf Company DATE: JULY 05, 2019 JURISDICTION: CARLSBAD U APPLICANT U JURIS. PLAN CHECK#.: CBC20190308 PROJECT ADDRESS: 2580 FARADAY AVENUE PROJECT NAME: OAKMONT MARKETING SETA / The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's 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 until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Telephone #: Date contacted: Email: timbhpson line. com €. Mail' TeIee Fax In Person REMARKS: By: AL! SADRE, S.E. Enclosures: EsGil 6/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0308 JULY 05, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0308 PREPARED BY: ALl SADRE, S.E. DATE: JULY 05, 2019 BUILDING ADDRESS: 2580 FARADAY AVENUE BUILDING OCCUPANCY: B/R2.1; V-A/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 4208 126.35 531,681 OFFICES 1130 110.95 125,374 PATIO COVER 300 16.95 5,085 Air Conditioning 5338 5.39 28,772 Fire Sprinklers 5338 4.01 21,405 TOTAL VALUE 712,317 Jurisdiction Code CB JBy Ordinance 11997 UBC Building Permit Fee [j 11997 UBC Plan Check Fee [j Type of Review: P Complete Review F' Structural Only r Repetitive Fee Fu- Repeats r Other r Hourly EsGil Fee $1,632.521 Comments: Sheet 1 of 1 RESPONSE TO THIRD-PARTY GEOTECHNICAL REVIEW COMMENTS OAKMONT OF CARLSBAD CARLSBAD OAKS NORTH BUSINESS PARK - LOT I CU P201 7-0081GR201 9-001 3IDWG 517-4A CARLSBAD, CALIFORNIA PREPARED FOR OAKMONT SENIOR LIVING WINDSOR, CALIFORNIA OCTOBER 30, 2019 PROJECT NO. 06442-32-29 cocaoI90684 GEOCON INCORPORATED GEOTECHNICAL. ENVIRONMENTAL. MATE R I A IS Project No. 06442-32-29 October 30, 2019 Oakmont Senior Living 9240 Old Redwood Highway, Suite 200 Windsor, California 95492 Attention: Mr. Gregg Wanke Subject: RESPONSE TO THIRD-PARTY GEOTECHNICAL REVIEW COMMENTS OAKMONT OF CARLSBAD CARLSBAD OAKS NORTH BUSINESS PARK - LOT 1 CUP20 17-008/GR2O 19-0013/DWG 5174A CARLSBAD, CALIFORNIA References: 1. Update Geotechnical Report, Oakmont of Carlsbad, Carlsbad Oaks North Business Park - Lot 1, Carlsbad, California, prepared by Geocon Incorporated, dated May 20, 2019 (Project No. 06442-32-29). Grading Plans For: Oakmont of Carlsbad, Lot 1 of Tract No. 14926, by Alliance Land Planning & Engineering, Inc., dated September 3, 2019. Structural Plans, Oakmont of Carlsbad, Faraday Avenue, Carlsbad, California, by Structural Edge, Revision 2 dated September 6, 2019 (Project No. SEI 8-386). Plan Review, Oakmont of Carlsbad, Carlsbad Oaks North Business Park - Lot 1, Carlsbad, California, prepared by Geocon Incorporated, dated September 20, 2019 (Project No. 06442-32-29). Dear Mr. Wanke: This correspondence has been prepared to respond to comments provided in a third-party geotechnical review prepared by Hetherington Engineering Inc, dated October 9, 2019. The comments along with our responses are presented below. Comment 1: The consultant should review the project grading, foundation, and improvement plans, provide any additional geotechnical analyseshecommendations considered necessary, and confirm that the plans have been prepared in accordance with the geotechnical recommendations Response: We have reviewed Reference Nos. 2 and 3 to determine if the plans and details have been prepared in substantial conformance with the recommendations presented in our referenced geotechnical report (Reference No. 1). 6960 Flanders Drive • San Diego, California 92121-2974 0 Telephone 858.558.6900 0 Fox 858.558.o159 Based upon our review of the project plans and the information contained within the geotechnical report, it is the opinion of Geocon Incorporated that the plans and details have been prepared in substantial conformance with recommendations presented in the geotechnical report. It should be understood that our review was limited to geotechnical aspects of project development and did not include the review of other details on the referenced plan. Geocon Incorporated has no opinion regarding other details found on the referenced plans, structural or otherwise, that do not directly pertain to geotechnical aspects of site development. Comment 2: The Consultant should provide geologic cross-sections utilizing the current grading plan to clearly show (at a minimum): a) existing site topography, b) proposed structures/improvements, c) proposed finish grades, d) geologic contacts, e) geologic structure, fi locations of the subsurface exploration, g) temporary construction slopes, and h) remedial grading, etc. Response: Geologic Cross-Section A-A' has been prepared at the location shown on the Geologic Map, Figure 1. Cross-Section A-A' is presented as Figure 2. The geotechnical information shown on the cross-section was collected during rough grading of the sheet-graded pad. Comment 3: The consultant should provide estimated depths of remedial grading removals. Response: The site was previously graded in 2006 to achieve the current sheet-graded elevations. Grading recommendations were provided in Section 6.5 of Reference No. 1. As such, during planned excavations for the subterranean garages on Buildings I and 2, cut-fill transitions will be exposed. The bedrock portion of the of the cut-fill transition should be over-excavated (undercut) a minimum of 3 feet below finish pad grade or at least 2 feet below the lowest foundation element, whichever is deeper, and replaced with low to medium expansive soil fill. No remedial grading is expected for Building 3, except prior to placing additional fill, the ground surface should be scarified, moisture conditioned, and compacted to at least 90 percent of the applicable maximum dry density at slightly over optimum moisture content. Comment 4: The consultant should provide recommendations for temporary slopes/excavations. Response: Temporary slopes should be excavated in accordance with current OSHA guidelines. It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. The contractor's "competent person" should evaluate the soil conditions during the excavations and make adjustments to the soil types as deemed necessary. For preliminary planning, compacted fill should be considered a Type B soil, or Type C if groundwater of seepage is encountered, and the bedrock should be considered a Type A soil, or Type B if groundwater or seepage is encountered. In accordance with OSHA guidelines, Type B soil may be excavated at 1:1 (H:V) up to 20 feet high, and Type A soil may be excavated at /4:1 (H:V) up to 20 feet high. Project No. 06442-32-29 - 2 - October 30, 2019 Comment 5: Foundation and slab design criteria for expansive soils should be consistent with Section 1808.6 of the 2016 California Building Code. The Consultant should update foundation recommendations, as necessary. Response: The foundation and concrete slab-on-grade recommendations presented in Reference No. I are considered appropriate for low to medium expansive soils in accordance with the 2016 California Building Code. Comment 6: The consultant should address impacts to adjacent property and improvements as a result of site grading and construction. Response: The grading and construction of the subject site should have no impact on adjacent properties and improvements. Comment 7: The Consultant should provide the site seismic design category. Response: As stated in Section 6.8.9 of Reference No. 1, the Structural Engineer should determine the Seismic Design Category for the project in accordance with Section 1613.5 of the 2016 CBC or Section 11.6 ofASCE 7-10. Based on this, a Seismic Design Category of D was assigned. Comment 8: The Consultant should provide a list of recommended testing/observation during grading and construction. Response: A complete list of requested special inspections in accordance with the 2015 IBC 1705.6 was provided in Reference No. 3 and the requested soil inspections are summarized below: SOILS CONSTRUCTION (IBC 1705.6) Item Continuous Periodic Verify Subgrade Is Adequate To Achieve Design Bearing Capacity Verify Excavations Extend To Proper Depth And Material Verify That Subgrade Has Been Appropriately Prepared Prior To Placing Compacted Fill Perform Classification And Testing Of Compacted Fill Materials Verify Proper Materials, Densities, And Lift Thicknesses During Placement And Compaction Comment 9: The Consultant has provided preliminary asphalt concrete pavement design recommendations. Final pavement recommendations should be based on R-value testing of the subgrade soils at the completion of grading. Response: Acknowledged. Project No. 06442-32-29 - 3 - October 30, 2019 D TI avid B. Evans CEG 1860 IL NO. 1860 *t CERTIFIED cP\ ENGINEERING GEOLOGIST M DAVID B. 8 1 EVANS * If there are any questions regarding this correspondence, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED E. Trevor E. Myers RCE 63773 0 0. RCE 773 TEM:DBE:dmc (email) Addressee (email) Alliance Land Planning and Engineering, Inc. Attention: Ms. Ashley Holland Project No. 06442-32-29 - 4 - October 30, 2019 A 320- 290- -J 260- z 0 200- 170 - A' _ 320 4 -1 290 BLDCI INDEPENDENT LIVING (3-STORY) r---------------------------------------------------------------1 BLDG 2 MEMORY CARE (2 STORY) I 1 1 EXISTING PROPOSED I I /GRADE /GRADE ?PQL__ FF=2Ffl 7) FT / FF=2E0 00 FT I I I - 260 i GARAGE ELEVATIO'~ 250.00 FT - --- ------------------I------------------- - GARAGE ELEVATION 249.00 FT ______FF =2560FT z Qcf Qu REMEDIAL APPROX. LIMITS OF < > GRADING 230 Lu Kp 200 . . .. .. . .: .. :. .. .,:.::::.::: --f•L 170 I I I I I 1 I I I I I I I 0 30 60 90 120 150 180 210 240 270 300 330 360 390 420 450 480 510 540 570 600 630 660 690 720 750 780 810 DISTANCE GEOLOGICCROSS-SECTION A-A' SCALE: 1" = 30' (Vert. = Horiz.) GEOCONLEGEND Q cf........COMPACTED FILL Kp........POINT LOMA FORMATION Quc ........ COMPACTED FILL IN UNDERCUT AREA APPROX. LOCATION OF GEOLOGIC CONTACT Plotted:10/2912019 2:30PM I By:ALVIN LADRILLONO I File Location:Y:\PROJECTS\06442-32-29 (Oakmont of Carlsbad)\SHEETS\06442-32-29 XSoction.dwg GRAPHIC SCALE 0' 15' 30' 45' 60' 90' 120' SCALE 1" 30' (on 36x24) / :/ 7/ __---TT- -/T_.TT •••-- -- ------ --- -------: / — -- — ----- — T245_ - - ----- ----------- J A'~ fX If VII I 239 / — / / \ / / I i LQy 4.1 ID am 7 1 1 1 GEOCON LEGEND swoop wwwwwwo— \\ COMPACTED FILL IN Q UC........COMPACTED FILL \ \ \\ \\ \\ \ \\ \\ \\\ \\ / rsji ........ POINT LOMAFORMATION I AVENUE \ 1 1 1 I I (Dotted Where Buried) LOCATION OF GEOLOGIC CONTACT GEOLOGIC MAP FAPAD (Queried .................APPROX. Where Uncertain) OAKMONT OF CARLSBAD P-24APPROX. LOCATION OF PERMEABILITY TEST CARLSBAD OAKS NORTH BUSINESS PARK - LOT 1 — — I _ - INCORP-R . 328 .........APPROX. .........APPROX. ELEVATION (Feet) AT BASE OF FILL LOCATION OF GEOLOGIC CROSS SECTION CARLSBAD, CALIFORNIA SCALE i' = DATE I 10 -30 -2019 PROJECT NO. 06442 - 32- 29 I FIGURE I I GEOTECHNICAL . ENVIRONMENTAL • MATERIALS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 -2974 PHONE 858558-6900- FAX 858558-6159 SHEET 1 OF 1 Plotted:10/29/2019 11:33AM I ByALVIN LADRILLONO I File Location:Y:\PROJECTS\06442-32-29 (Oakmont of Carlsbad)\SHEETS\06442-32-29 Ceo Map.dwg Building Permit Number: CBC2019-0308 City of Carlsbad Community & Economic Development COMMUNITY FACILITIES DISTRICT NON-RESIDENTIAL NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you choose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before permit issuance. Your signature confirms the accuracy of all information shown below. OAKMONT OF CARLSBAD LLC Name of Owner 9240 OLD REDWOOD HWY., STE 200 Address WINDSOR, CA 95492 City, State Zip 2091200100 Assessor Parcel Number (APN) 2 Lot Number Improvement Are 05/21/2004 Annexation Date 707.535.3200 Telephone 2580 Faraday Ave Project Address CARLSBAD, CA 92008 City, State Zip OFFICE - COMMERCIAL J< 100,000 SF) Land Use Type $0.41 5,338.00 2021 Factor Square Feet Fiscal Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL 'SPECIAL TAX - DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initialing the appropriate line below: (1): I elect to pay the SPECIAL TAX - ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $2,174.70 Owner's Initials PTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty-five (25) years. Maximum Annual Special Tax:$300.33 Owner's Initials I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE. Director of Construction ' Signature of Property Owner Title David Hunter 11/6/2020 Print Name Date 8-32 Paae 1 of 1 CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. I SPECIAL DEVELOPMENT TAX - ONE-TIME IMPROVEMENT AREA 1(4 PAGES) Nar-6*yn C~CMlq-rj365 ACTUAL TAX RATE FOR FY 2019-20 (65% OF THE MAXIMUM FOR RESIDENTIAL - 10% OF THE MAXIMUM FOR NONRESIDENTIAL) FORMATION OR ANNEXATION DATE: FY 1999-00 I FY 2000-01 I FY 2001-02 I FY 2002-03 I FY 2003-04 I FY 2004-05 1 FY 2005-06 I IDENTIAL DEVELOPED LAND USE: PERDU. PERDU. PERDU. PERDU. PERDU. PERDU. PERDU. NET DENSITY (0- 1.5 DU/AC) $43830823 $44542292 $45200553 $45648083 $46055251 $46713508 $48140047 NET DENSITY (1.51 TO 4.0 DU/AC) $43830823 $44542292 $45200553 $45648083 $46055251 $46713508 $48140047 NET DENSITY (4.1 TO 8.0 DU/AC) $27665007 $28114070 $28529549 $28812020 $29069015 $29484491 $30384890 NET DENSITY (8.1 TO 15.0 DU/AC) $27665007 $28114070 $28529549 $28812020 82,906.9015 82,948.4.491 83,038.4890 NET DENSITY (15.1 TO 23.0 DU/AC) 82,766.5007 82,811.4070 $28529549 $2,881.2020 82,906.9015 82,948.4491 83,038.4890 I-RESIDENTIAL LAND USE: PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. PER SQ.FT. TO - GASOLINE 81.2284 $12483 $12668 $12793 $12907 81.3092 $13491 TO - REPAIR & SALES 80.5165 80.5249 80.5326 80.5379 80.5427 80.5505 80.5673 AUTO CAR WASH 80.9557 80.9713 80.9856 80.9954 81.0042 81.0186 81.0497 BANK -WALKIN 81.9433 81.9748 $20040 82.0239 82.0419 82.0711 82.1343 BANK - WITH DRIVE THRU 82.7355 82.7799 82.8209 82.8489 82.8743 82.9154 83.0044 BOWLING ALLEY 81.0042 81.0205 81.0356 81.0458 81.0552 81.0703 81.1029 CAMPGROUND $26521 82.6952 82.7350 82.7621 82.7867 82.8266 82.9129 CHURCH 80.4529 80.4602 80.4670 80.4717 80.4759 80.4827 80.4974 COMMERCIAL SHOPS 80.4392 80.4464 80.4530 80.4575 80.4615 80.4681 80.4824 COMMUNITY SHOPPING CENTER 80.6422 80.6526 80.6623 80.6688 80.6748 80.6844 80.7053 CONVENIENCE MARKET $41365 $42036 84.2658 84.3080 84.3464 84.4085 84.5432 DISCOUNT STORE 80.4877 80.4956 80.5030 80.5079 80.5125 80.5198 80.5357 GOLF COURSE 80.4635 80.4710 80.4780 80.4827 80.4870 80.4940 80.5090 GROCERY STORE 81.1784 81.1975 81.2152 81.2273 81.2382 81.2559 81.2942 HEALTH CLUB 80.4377 80.4448 80.4514 80.4559 80.4599 80.4665 80.4808 HELIPORTS 81.6101 81.6362 81.6604 81.6768 81.6918 81.7160 81.7684 HOSPITAL - CONVALESCENT 80.3529 $03586 80.3639 80.3675 80.3708 80.3761 80.3876 HOSPITAL- GENERAL 80.5877 80.5972 80.6060 80.6120 80.6175 80.6263 80.6455 HOTEL - CONy. FACICOMM. 80.5256 80.5341 $05420 80.5474 $0.5523 80.5601 80.5773 INDOOR SPORTS ARENA 80.3529 80.3586 80.3639 80.3675 80.3708 80.3761 80.3876 INDUSTRIAL - COMMERCIAL BUSINESS PARK (NOTE 1) 80.3241 80.3294 80.3343 80.3376 80.3406 80.3455 80.3560 JUNIOR COLLEGE 80.3317 80.3371 80.3421 80.3455 80.3485 80.3535 80.3643 LIBRARY 80.6452 80.6557 80.6654 80.6720 80.6780 80.6877 80.7087 - LUMBER/HARDWARE STORE 80.3741 $0.3802 80.3858 80.3896 80.3931 80.3987 -0-9 $071 MARINA 82.2492 82.2858 82.3195 82.3425 82.3634 82.3972 82.4704 MOTEL 80.4074 80.4141 80.4202 80.4243 80.4281 80.4342 80.4475 NEIGHBORHOOD SHOPPING CENTER 80.9785 80.9943 81.0090 $1.0190 j1281 81.0428 81.0747 OFFICE - COMMERCIAL (< 100,000 SF) 80.3877 80.3940 80.3999 $0.403 ' $0.40 , 80.4133 80.4259 OFFICE - GOVERNMENT 80.4438 $04510 80.4577 80.4622 86 - 80.4730 80.4874 OFFICE - HIGH RISE 80.4044 80.4110 80.4170 80.4212 80.4249 80.4310 80.4442 OFFICE - MEDICAL 80.3665 80.3725 80.3780 80.3817 80.3851 80.3907 80.4026 OUTDOOR TENNIS COURT 84.2622 $4.3314 84.3954 84.4389 84.4785 $4. . 84.6813 CE TRACK 80.7725 80.7850 80.7966 80.8045 80.8117 $0.8233 80.8484 REGIONAL SHOPPING CENTER 80.5074 80.5156 80.5233 80.5284 80.5332 80.5408 80.5573 SORT HOTEL 80.3484 80.3540 80.3593 80.3628 80.3660 80.3713 80.3826 RESTAURANT - FAST FOOD 84.3107 84.3807 84.4454 84.4894 84.5295 $45942 - 84.7345 RESTAURANT - QUALITY '80.9951 81.0113 81.0262 81.0364 81.0456 81.0606 81.0930 RESTAURANT - SIT DOWN 82.2977 82.3350 82.3695 82.3930 82.4143 82.4488 82.5236 & L - WALK IN 80.8346 80.8481 80.8607 80.8692 80.8769 80.8895 80.9166 & L - WITH DRIVE THRU 81.1496 81.1683 81.1855 81.1973 81.2080 81.2252 81.2626 UNIVERSITY 80.3423 80.3479 80.3530 80.3565 80.3597 80.3648 80.3760 ALL OTHER COMMERCIAL USES NOT IDENTIFIED ABOVE 80.3241 80.3294 80.3343 80.3376 80.3406 80.3455 1 80.3560 ALL OTHER INDUSTRIAL USES NOT IDENTIFIED ABOVE (NOTE 2) 80.2635 80.2678 80.2718 80.2745 80.2769 80.2809 80.2895 NOTE 1: THIS CATEGORY OF LAND USE CONTAINS PM AND CM ZONED PROPERTY. NOTE 2: THIS CATEGORY OF LAND USE CONTAINS M AND PU ZONED PROPERTY. Appendix E - Page 10 of 16 RE NO to issuing a building permit. The City will not issue any building permit without a completed scriooi tee rorm, Project # & Name: DEV2017-0042, OAKMONT OF CARLSBAD Permit #: CBC2019-0308 Project Address: 2580 FARADAY AVE Assessor's Parcel #: 2091200100 Project Applicant: OAKMONT OF CARLSBAD LLC (Owner Name) Residential Square Feet: New/Additions: zozo Second Dwelling Unit: ______________________ Commercial Square Feet: U. New/Additions: 5,338 City Certiflcatlon:city of Carlsbad Building Division Date: 03/04/2020 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 beet 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 unite or square footage after the building permit is issued or If the initial determination of unite 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. Carlsbad Unified School District 8225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 94414300 xli 66 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 9204 Phone: (780) 753.6491 Ext 5514 (By Appt, Only) San Marco. Uniflód Bch, District 255 Pico Ave Ste) 100 San Marco., CA 92069 Phone: (780) 290.?649 Contact: Katherine Marceija (By Appt,only) [J Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (780) 726-2170 x2222 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. The undersigned,, being duly authorized by the applicable School District, certifies that the dove joper, builder, or owner has satisfied the obligation for school facilities. This I. 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: JgçMNpREATI, CARLSBAD, CA 92009 Community & Economic Development Building Division Date- Phone: 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I buildfng@carlsbadca.gov SAN DIEGO REGIONAL I OFFICE USE ONLY HAZARDOUS MATERIALS IPLAN I RECORD ID #_____________________________________ CHECK # OCCO QUESTIONNAIRE BP DATE I I Business Name Business Contact Telephone # Oakmont of Carlsbad Gregg Wanke 707-535-3200 Project Address City State Zip Code I APN# Faraday Avenue Carlsbad 209-120-01-00 Mailina Address City State 9240 Old Redwood Hwy, Suite 200, Windsor, CA 95492 Zip Code I Plan File# I Project Contact Applicant E-mail Telephone # Gregg Wanke gregg.wanke@oakmontsl.com 707-535-3234 The following questions represent the facility's activities, NOT the specific project description. I; ruiw uraIiIvIrIi - nmr_mi%uuua MAI CKIALO uiviiurc uL.I..urMN.T LL Indicate by circling the item, whether your business will use, process, or store any any or trie items are nt must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. Flammable Solids 8. Unstable Reactives 12. Radioactives questions is yes, applicant must contact the County or San Diego Hazardous Materials Division, 500 Overland Avenue, Suite 110, S Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: YES NO (for new construction or remodeling projects) 0 IXI Is your business listed on the reverse side of this form? (check all that apply). 0 J Will your business dispose of Hazardous Substances or Medical Waste in any amount? 0 Do Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 0 1 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 29 Will your business use an existing or install an underground storage tank? 0 171 Will your business store or handle Regulated Substances (CalARP)? 0 J Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). f the answer to any of the Diego, CA 92123. 0 CalARP Exempt Date Initials El CalARP Required Date Initials El CaLARP Complete Date Initials PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomDsdcounty.ca.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except - those with more than one building on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [Excludes garages & small outbuildings.] YES NO 0 X1 Will the project disturb 160 square feet or more of existing building materials? 0 Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 0 0 (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 0 X1 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 0 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school boundary Briefly describe business activities: Briefly describe proposed project: senior living facility construction of senior living facility made herein are true and correct. David Hunter r4lq'nature ________________________________ I declare under penalty of perjury that to the best of my . June/ 14 / 2019 Name of Owner or Authorized Agent of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:____________________________________________________________________ BY: DATE: EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR occucv COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD *A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. HM-9171 (08/15) County of San Diego - DEH - Hazardous Materials Division 0 U) D t 1" U) U) C) 0 C) C) :In.. OG RL g' a 0cD 0 >B. g C3 03 a'a 43 q (15 B 0. A. EC-7 Geotextiles & Mats m - EC-8 Wood Mulching EC-9 Earth Dikes and Drainage Swales EC-11 Slope Drains )'- SE—I Silt Fence f w m - SE-3 Sediment Trap SE-4 Check Dam SE-5 IFiber Rolls SE-6 Gravel Bag Berm - -7 Street Sweeping and . SE Vacuuming SE-8 Sandbag Barrier SE-10 Storm Drain Inlet - Protection Cn - TR—1 Stabilized Construction .3 - ingress/Egress .4 a F 0) TR-2 Stabilized Construction Roadway (1 0 z - Water Conservation .4 rac . sr - NS-3 Paving and Grinding -.operations 9. NS-7 Potable Water,irrigotlon —.. — NS-8 Vehicle and Equipment Cleonng w-i Material Delivery and Storage - ITT F VAI-2 Material Use Whl-3 Stockpile Management — J-1 _4 Spill Prevention and Contrail -SalldWaste 51 — - Management . *%I-6 Hazordous Waste Management ' In > fA . 0 0. CL In-- - , . ID 3 — ) 2 F cn I, 7 - 0 a ) ) c . : S ) L B: ) ;u Hi ilI m (nmz -< ;o —40c a—i— - — m > 2 -n ;K u Cfl>G) 0 v' m m ;a > 0_i w m r'lj z0m -u > - 2 o cn z D z M go zr,1 _4 0 m Ln C)O 11) 0 Z INDUSTRIAL WASTEWATER DISCHARGE PERMIT WAMWATER SCREENING SURVEY Date June 14, 2019 ENCINA Business Name Oakmont of Carlsbad Street Address Faraday Avenue, Carlsbad, CA Email Address PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: Acid Cleaning Ink Manufacturing Nutritional Supplement! Assembly Laboratory Vitamin Manufacturing Automotive Repair Machining I Milling Painting I Finishing Battery Manufacturing Manufacturing Paint Manufacturing Biofuel Manufacturing Membrane Manufacturing Personal Care Products Biotech Laboratory (i.e. water filter membranes) Manufacturing Bulk Chemical Storage Metal Casting/ Forming Pesticide Manufacturing I Car Wash Metal Fabrication Packaging Chemical Manufacturing Metal Finishing Pharmaceutical Manufacturing Chemical Purification Electroplating (including precursors) Dry Cleaning Electroless plating Porcelain Enameling Electrical Component Anodizing Power Generation Manufacturing Coating (i.e. phosphating) Print Shop Fertilizer Manufacturing Chemical Etching / Milling Research and Development Film /X-ray Processing Printed Circuit Board Rubber Manufacturing Food Processing Manufacturing Semiconductor Manufacturing Glass Manufacturing Metal Powders Forming Soap / Detergent Manufacturing Industrial Laundry Waste Treatment/ Storage SIC Code(s) (if known): Brief description of business activities (Production / Manufacturing Operations):_______________ N/A Description of operations generating wastewater (discharged to sewer, hauled or evaporated): N/A Estimated volume of industrial wastewater to be discharged (gal / day): N/A List hazardous wastes generated (type/ volume): N/A Date operation began/or will begin at this location: N/A Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes No If yes, when: N/A Site Coac avid Hun er Title Director of Construction signat nt 41/t Phone No.707-535-3200 ENCINA,VA§TEWATER AUTHORITY 6200 Avenida Encinas Carlsbad, CA 92011 (760) 438-3941 FAX: (760) 476-9852 DISCHARGE PERMIT EXEMPT LIST The commercial enterprises listed below are a Dartial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. Automobile Detailers Barber/Beauty Shops Business/Sales Offices Carpet/Upholstery Cleaning Services Childcare Facilities Churches Community Centers Consulting Services Contractors Counseling Services Educational Services (no auto repair/film developing) Financial Institutions/Services Fitness Centers Gas Stations (no car wash/auto repair) Grocery Stores (no film developing) Home-based Businesses Hotels/Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes Office Buildings (no process flow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no auto repair/film developing) Theaters (Movie/Live) (city of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. Unless none of the requirements apply, the completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy- related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. .4 If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. 4 Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: Oakmont of Carlsbad Property Address/APN: 209-120-01-00 Applicant Name/Co.: OSL Construction MORMINVOydn', Applicant Address: 9240 Old Redwood Hwy, Suite 200, Windsor, CA 95492 Contact Phone: David Hunter Contact Email: 707-535-3200 Contact information of person completing this checklist (if different than above): Name: Gregg Wanke, Sr. Project Designer Contact Phone: Company name/address: Oakmont Senior Living Contact Email: 9240 Old Redwood Hwy, Suite 20Q, Windsor, CA 95492 707-535-3234 gregg.wanke@oakmontsl.com Applicant Signature: Date:6 tj B-50 Page 1 of 3 Revised 04/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For residential alterations and additions to existing buildings, contact the building counter for the building permit valuation. Building Permit Valuation (BPV) $ Construction Type I Complete Section(s) j Notes: £j] Residential New construction 1A 0 Alterations: 0 exempt BPV 2- $60,000 1A 1-2 family dwellings and townhouses with attached garages O Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV ? $200,000 1A and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Nonresidential New construction 113 and 2 0 Alterations 1lecthc Vehicle /JLResidential New construction and major alterations (or electric panel upgrade)* PIeae refer to Carlsbad Ordinance CS-349 when completing this section. 0 One and two-family residential dwelling or townhouse with attached garage: 0 One EVSE ready parking space required 0 Exception: 0 Multi-family residential: 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces =10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x.50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be 'Capable,' "Ready' or "Installed.') *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces 0-9 1 1 10-25 2 1 26-50 4 2 51-75 6 3 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 percent of total 1 50 percent of Required EV Spaces Updated 4/12/2019 2 Cityof Carlsbad Climate Action Plan Consistency Checklist 2. [11 Transportation Demand Management (TDM) P. List each proposed nonresidential use and gross floor area (GFA) allocated to each use. B. Employee ADT/1 000 square feet is selected from the table below. Use GFA Employee ADT for first 1,000 S.F. Employee ADT for each subsequent 1,000 S.F. Total Employee ADT Total If total employee ADT is greater than or equal to 110 employee ADT, a 1DM plan is required. TOM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses YTtII1 Office (all)2 20 20 Restaurant 11 11 Retai13 8 4.5 Industrial 4 3.5 Manufacturing 4 3 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, lOthEdition 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf=8ADT 9,334 sf- 1,000 sf= 8,334 sf (8,334 sf11,000 x 4.5) + 8 = 46 Employee ADT Updated 4/12/2019 4ity of i1I11iL.iII1I Carlsbad Print Date: 06/15/2021 Permit No: PREV2021-0008 Job Address: 2580 FARADAY AVE, CARLSBAD, CA 92008 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revis Parcel #: 2091200100 Track #: Applied: 01/20/2021 Valuation: $0.00 Lot #: Issued: 02/12/2021 Occupancy Group Project # bEV2017 0042 Finaled Close Out 06/15/2021 #of Dwelling Units:- Plan #: Bed rooms: Construction Type: Bathrooms Orig. Plan Check # cBC2019 0308 Inspector TKers Plan Check #: Final Inspection: Project Title: OAKMONT OF CARLSBAD Description: OAKMONT OF CARLSBAD: MARKETING BUILDING -REVISED TANKED WATER HEATERS TO BE TANKLESS Property Owner: OAKMONT OF CARLSBAD LLC 9240 OLD REDWOOD HWY, # 200 WINDSOR, CA 95492 (707) 535-3200 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $262.50 Total Fees: $297.50 Total Payments To Date: $297.50 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services TCity of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC20I 9-0308 Plan Revision Number fl€Vcfr ) - C)OO Project Address 2580 Faraday Ave (Oakmont - Marketing Building) General Scope of Revision/Deferred Submittal: Revised tanked water heaters to be tan kiess CONTACT INFORMATION: Name Gregg Wanke Phone 707.535.3200 Fax Address 9240 Old Redwood Hwy, Ste. 200 City Windsor Zip 95492 Email Address gwanke@gallahercompanies.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: It Plans El Calculations El Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Revised tanked water heaters to be tankless EO.4, E3.2 P0.2, P0.3 P1.2, P2.1 Structural Calc Supplement Does this revision, in any way, alter the exterior of the project? El Yes (11 No Does this revision add ANY new floor area(s)? El Yes Does this revision affect any fire related issues? fl Yes FM No Is this a complete set? El Yes LII No KSignature Date 1/13/21 1635 Faraday Avenue, Carlsbad, CA 92008 M:760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGilV/0 A SAFEbuiLf Company DATE: FEB. 10, 2021 JURISDICTION: CARLSBAD PLAN CHECK #.: PREV2021-0008 (CBC2019-0308.Rev_1) IJ APPLICANT U JURIS. SET:I PROJECT ADDRESS: 2580 FARADAY AVENUE PROJECT NAME: OAKMONT MARKETING 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 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 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. El The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Tim Seaman Date contacted: (by: ) Mail Telephone Fax In Person III REMARKS: By: Erich Kuchar, P.E. EsGil 1/22 Telephone #: Email: timbhpson line. corn I Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 J CARLSBAD PREV2021-0008 (CBC2019-0308.Rev_1) FEB. 10, 2021 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: PREV2021-0008 (CBC2019- 0308.Rev_1) PREPARED BY: Erich Kuchar, P.E. DATE: FEB. 10, 2021 BUILDING ADDRESS: 2580 FARADAY AVENUE BUILDING OCCUPANCY: B/R2.1; V-A/SPR. TOTAL VALUE Jurisdiction Code CB 1997 UBC Building Permit Fee lrorr at the same time 1997 UBC Plan Check Fee Type of Review. El Complete Review L Structural Only L Repetitive Fee Repeats * Based on hourly rate El Other E1 Hourly EsGil Fee 2 Hrs.@* $105.00 $210.001 Comments: Sheet 1 of 1 DAVID SANSOTTA Registered Professional Engineer In 'Par ners with STRUCTURAL EDGE ENGINEERING, PLLC _~$strncthB'aO A La 161 uej L-A ENGINEERING STRUCTURAL EDGE ENGINEERING, PLLC OAKMONT SENIOR LIVING CARLSBAD MARKETING BUILDING TANKLESS WATER HEATER ANCHORAGE CA SE PROJECT-NO: SE19-010.03 a's PREPARED FOR: OAKMONT SENIOR LIVING, LLC CODE: 2019 CBC DATE: SEPTEMBER 16, 2020 5509 N. Glenwood St. Boise, ID 83714Co AS- L22Q6"r'*qjgc6n0q ff'rifats a I O O G C' 9/16/2020 ATC Hazards by Location OTC Hazards by Location Search Information Address: 2540 Faraday Ave, Carlsbad, CA 92008, USA Coordinates: 33.1373764, -117.27242 Elevation: 319 ft Timestamp: 2020-09-16T22:29:56.987Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default r • Temecula / a Island ) ntlal £ abitat 'J "Ctevend \ a Natioal orest Anza Bc Carlsbad StAte F San Dlego oogie OMap data ©2020 Google, INEGI Basic Parameters Name Value SS 0.958 S1 0.351 SMS 1.15 SM1 * null SDS 0.767 SW * null * See Section 11.4.8 Description MCER ground motion (period=0.25) MCER ground motion (period=1 .os) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at lOs SA 'Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s F * null Site amplification factor at 1.0s CRS 0.904 Coefficient of risk (0.2s) CR1 0.913 Coefficient of risk (1.0s) PGA 0.418 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.501 Site modified peak ground acceleration 4 https:/Thazards.atcouncil.org/#/seismic?Iat=33. 1373764&Ing=-117.27242&address=2540 Faraday Ave%2C Carlsbad%2C CA 92008%2C USA 1/2 iructuraO prr1pu.p bd1IIJLJ E N G I N E E R I N 0 I Seismic Anchorage I I Properties IRACKS FOR WH-1 THRU WH-2 I LENGTH = 53.0 in (unit + rack) WIDTH= 17.0 in HEIGHT= 44.0 in TOTAL WT = 260 lb SEISMIC DEMAND 04*ap *5 ds Wp Fp (1+2*z/h) (Rp / l) ap = 2.5 5ds 0.767 F = 99.7 lb (ULTIMATE) W, = 260 lb Fpmax = 319.1 lb (ULTIMATE) R = 6.0 Fpmin = 59.8 lb (ULTIMATE) 1p = 1.0 Fp =199.7 lb (ULTIMATE) z/h = 1.0 I Fv=I39.91b I(ULTIMATE) I 40 HORAGE MOT= 2194 lb-in MRES = 1650 lb-in TIC = 32 lb # Anchors = I 4 VmAx = TmAx =142 25 lb lb 3/8" Lag Screw VAIIOW = 140 lb TAlloW = 305 lb per in. thread I USE (4) 3/8" wood lag I screws/bolts w/ 3" embed into I rotal anchor points wood framing (one bolt ea. I I corner of rack/base rail) (LILT) I I interaction 0.25 2" conservatively 5509 N. Glenwood St. Boise, ID 83714 1 0: 208.501.2289 1 www.structuraledge.com WATER HEATER SCHEDULE To A REE _CA - VH-2 TANKLESS 2.3 50 C199CDV 199, 900 OPER. WEIGHT: 80#EACH NOS WH-1 & M-2 SHALL BE INSTALLED ON A N0R11Z#CR60-WH-2-NG ALUMINUM MOUNTING RACK WITH OPTIONAL FLOOR STAND. 53LXI70X44H, TOTAL WEICHT=260 LBS. INCLUDING HEATERS. HEATERS SHALL PROVIDED W11)-I NT-20A CONDENSATE NEUTRALIZER, #VC-6 OUTDOOR VENT CAP, WCC-ADAPTER WI-Fl ADAFTER & OC-1 QUICK CONNT CORD TO ALLOW BOTH HEATERS TO COMMUNICATE AS ONE. \ CR60-WH-2 Specifications BTU and Flow Rates for NCC199CDV (GQ-C3260WZ-FF US) Number of Tankless Water Heaters 2 Max. Hot Water Capacity @ 30°F rise (GPM) 22.2 Max. Hot Water Capacity @ 70°F rise (GPM) 11.2 Minimum (Btuh) 18,000 Maximum (Btuh) 399,800 Model and Rack Specifications Model Number CR60-WH-2 Tankless Water Heater Model NCC199CDV Frame Dimensions (in) 52.25 (L) x 17.0 (D) x 44.0 (H) [H: 77 with optional floor support] Weight -Fully Assembled (Ibs) 259 Shipping Weight -Fully Assembled (Ibs) 429 Frame Material Aluminum Frame Color Aluminum Water & Gas Pipe Connections Hot Water Manifold Pipe Material Copper Cold Water Manifold Pipe Material Copper Gas Manifold Pipe Material Black Iron Condensate Drain Manifold Pipe Material Schedule 40 PVC Hot Water Manifold Pipe Diameter (in) 2 Cold Water Manifold Pipe Diameter (in) 2 Gas Manifold Pipe Diameter (in) 2 Condensate Drain Manifold Pipe Diameter (in) 3/4 Electrical Requirements Voltage 1 120 VAC (60 Hz) Maximum Current (Amps) 8 Noritz America • 11160 Grace Ave. • Fountain Valley, C4 92708 9 (866) 7NQRITZ • www.noritz.com SPCR60 Rev 04/20 2 Unit Drawing Illustration / Dimensions USE (4) 3/8" wood lag screws/bolts w/ 3" embed into wood framing (one bolt ea. corner of rack/base rail) >1 NOT ON OPTIONAL 4 Top >> FRAME, TYP. II' 4Front>> < Right>> *All Units are in inches Noritz America • 11160 Grace Ave. • Fountain Valley, CA 92708 9 (866) 7NOR!TZ • www.noritz.com SPCR60 Rev 04/20 cJity of Building Permit Finaled Carlsbad Revision Permit Print Date: 06/21/2021 -" Permit No: PREV2021-0003 Job Address: 2580 FARADAY AVE. CARLSBAD, CA 92010 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 2091200100 Track #: Applied: - 01/06/2021 Valuation: $0.00 Lot #: Issued: 02/16/2021 Occupancy Group: Project #: ibJ20i7-OO42 Finaled Close Out: 06/15/2021 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #CC2610ö8 Inspector: Occupant Load: Plan Check #: Final Inspection: Code Edition: Sprinkled: Project Title: OAKMONT OF CARLSBAD Description: OAKMONT: TRUSS CALCS (DEFERRED SUBMITAL) Applicant: Property Owner: OSL CONSTRUCTION INC OAKMONT OF CARLSBAD LLC 9240 OLD REDWOOD HWY, # STE 200 9240 OLD REDWOOD HWY, # 200 WINDSOR, CA 95492-9348 WINDSOR, CA 95492 (707) 5353200 (707) 5353200 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $262.50 Total Fees: $297.50 Total Payments To Date: $297.50 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services cr Py of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number aW 201 Plan Revision Number __________________ Project Address 251V Faraday Ave General Scope of Revision/Deferred Submittal: truss Caics and plans CONTACT INFORMATION: Name ryan taylor Phone 9512178676 Fax Address 9240 Old Redwood hwy City windsor. Zip 85492 Email Address rtaylor@oslconstruction.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Eli Plans • Calculations El Soils El Energy El Other 2. 3. Describe revisions in detail List page(s) where each revision is shown I Marketing building truss Caics and plans 2 sets I I Does this revision, in any way, alter the exterior of the project? El Yes • No Does this revision add ANY new floor area(s)? El Yes *0 Does this revision affect any fire related issues? El Yes • No Is this a complete set? • Yes £Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 f: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov wwwcarIsbadca.gov EsGil A 5AFEuiLtCornany DATE: 2-12-2021 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0308.Trusses (PREV2021-0003) SET: I PROJECT ADDRESS: 2580 FARADAY AVENUE PROJECT NAME: OAKMONT MARKETING- Trusses 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 thejurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LIJ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil staff did not advise theapplicant that the plan check has been completed. Lii EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person LII REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 1/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2019-0308.Trusses (PREV202 1-0003) 2-12-2021 [DO NOT PAY— THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2019-0308.Trusses (PREV2021-0003) PREPARED BY: Erich A. Kuchar, P.E. DATE: 2-12-2021 BUILDING ADDRESS: 2580 FARADAY AVENUE BUILDING OCCUPANCY: B/R2.1; V-A/SPR. TOTAL VALUE Jurisdiction *Code GB 1997 USC. Building Permit Fee j 1 .1997 UBC Plan Check Fee iIJ i Type of Review: r Complete Review I- Structural Only 2L2p r Repetitive Fee pj Repeats * Based on hourly rate ry r Other Hourly Oil Fee 21 Hrs. @ * $105M01 $210.001 Comments: Sheet 1ofi I PREV2O21 -UUU 2580 FARADAY AVE OAKMONT: TRUSS CALCS (DEFERRED SUBMITAL) . DEV2017-0042 2091200100 CBC2019-0308 1/26/2021 c, PREV202I -0003 uiuuL IlId Trus Frame . "People1 Drive, Honor... Our Formula for Success!" It CiTy . TRUSS PLACEMENT PLAN AND CALCULATIONS I PROJECT: Oakmont of Carlsbad Marketing Building LOCATION: Carlsbad, CA DEVELOPER: Oakmont Senior Living I CUSTOMER: Merit Framing Inc I . El: Project No: 31948 2800 Tully Road, Hughson, CA 95326 (209) 883-8000 phone / (209) 883-8001 fax DATE: December 30, 2020 Ll Approved 0 Rejected 0 Approved an Noted Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the Information ivan In the Contract Documents. Corrections or comments made on the shop drawings and submittals do not relieve the contractor from compliance with the requtrements of the plans and specifications. Approval ole specific hem shut not Include approval of an assembly of which the Item Is a component. Contractor is responsible for dimensions and quantities to be confirmed and correlated at the jobsite; Information that pertains solely to the fabrication processes or the means, methods, techniques, sequences and procedures of constriction; coordination of the work with other trades; and for performing all work ins safe and satisfactory manner. Structural Edge Engineenng By: RJA Date: 12/3012020 APPLIES TO FOLLOWING SHEETS )ple, 'Drive, Himoi. Our Frrnz!a for a ; 2800 2800 Tully Road. Hughson, CA 95326 (209) 883-8000 Phone /(209) 883-8001 Fax Structural Truss Calculations PROJECT: Oakmont of Carlsbad Marketing Building LOCATION: Carlsbad, CA DEVELOPER: Oakmont Senior Living CUSTOMER: Merit Framing Inc 0 Date: 12/30/2020 AHMADI, Mohammad My license renewal date for the state of California is December 31, 2022. NOTES: Truss Engineer's responsibility is solely for the design of individual trusses based upon the design parameters as shown 0 on the referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer/Engineer of Record, not truss Engineer, per ANl/TPl-1 Chapter 2. 0 The bound truss design drawings, having an electronic seal and signature printed on each page, have been reviewed and approved by the truss design engineer as indicated by the Engineer's seal and wet signature on this cover page. This review and approval apply solely to the attached truss design drawing pages that are bound together. 0 0 0 I Job Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AA01 Roof Special Structural Gable 1 1 Job Reference (optional) California Trusfrarne, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:31:54 Page: 1 ID:aF?YBXqz0CO2TMXT3Wd4zBy8to9-t0ur036sPjP7NdOTbOxQGVZ0BARY0IJgLCRwOQFy4PR3 3.3.10 11.30 33.44 33.3.34 Camber = 11/16 Scale = 1:109.7 Plate Offsets (X, Y): [2:0-4-9,0-1-14],[4:0-4-8,0-2-0], (7:0-64.0-3-0], [15:0-1-12,0-2-12], [20:0-4-1,0-1-12], [21:0-6-10,Edge], [32:0-3-0,0-4-0] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Well L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.24 36-38 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.90 36-38 >471 240 BCLL 0.0 Rep Stress Incr Yes WB 0.94 Horz(CT) 0.12 32 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MSH Wind(LL) 0.16 36-38 >999 240 Weight: 446 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-60c purlins, except end verticals, and 2-0-00c purlins (2-11-15 max.): 4-5, 7-14, 14-31. Except: 6-0-0 oc bracing: 15-41 REACTIONS All bearings 25-5-8. except 2=0-5-8 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. (lb) - Max Horiz 2=161 (LC 4) WEBS 1 Row at midpt 7-39.5-7,14-32 Max Uplift All uplift 100 (lb) or less at joint(s) 26, 27 except 2=-730 (LC 4), MiTek recommends that Stabilizers and required cross bracing be 24=-124 (LC 84), 25=-168 (LC 11), 28=-327 (LC 58), 29=-321 installed during truss erection, in accordance with Stabilizer (LC 4), 31=-970 (LC 12), 32=-1492 (LC 4), 21=-302 (LC 4) 1 Installation guide. Max Gray All reactions 250 (lb) or less at joint(s) except 21578 (LC 1), 23=471 (LC 65), 24=349 (LC 82), 25=520 (LC 81), 26=344 (LC 80), 27=388 (LC 79), 28=281 (LC 78), 29=733 (LC 58), 31=364 (LC 4), 32=3835 (LC 1), 21=541 (LC 48) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-73=-3069/1133, 2-73=-3053/1133, 2-74=-3087/1168, 3-74=-3052/1168, 3-75=-3151/1257, 4-75=-3088/1257, 476=2477/1031, 5-76=-2477/1031, 7-78=4523/1981, 8-78=-4523/1981, 8-79=-3561/1500, 9-79=-3561/1500, 9-80=-1786/733, 80-81=-17861733, 10-81=-1786/733, 10-11 =-1 786/733, 11-82=410/1068, 12-82=-410/1105, 12-83=-1670/4295, 13-63=-1 670/4295, 13-84=-1670/4295, 14-84=-1670/4295, 14-31=-324/998, 1441 =-268/115, 16-86=-333/228, 16-17=-275/575, 17-87=-324/601, 18-87=-426/654, 18-19=-i 11/345, 19-88=-195/371, 20-88=-301/433, 20-89=-379/351, 89-90=-437/375, 21-90=-510/421, 21-91 =-501/446, 21-91=-581/492 BOT CHORD 2-92=-1125/2926, 2-92=-1125/2927, 2-93=-113212938, 40-93=-1132/2938, 40-94=-900/2375, 39-94=-900/2375, 39-95=-1809/4541, 38-95=-1809/4541, 37-38=-1634/4168, 37-96=-1634/4168, 36-96=-1634/4168, 36-97=-1052/2901 35-97=-1052/2901, 35-98=-367/909, 34-98=-367/909, 33-34=-2670/1202, 33-99=-2670/1202, 32-99=-2670/1202, 32-100=-1576/717, 31-100=-1576/717, 30-31=-1559/675, 30-101=-1437/675, 29-101=-1437/675, 29-102=-734/599, 28-102=-644/508, 28-103=-554/418, 27-103=-490/355, 27-104=426/291, 26-104=-327/234, 26-105=-285/234, 25106209/267, 21108294/352, 21-109=-311/368, 21-109=468/523 rç ES WEBS 5-39=-223/537, 29-43=-759/336, 1643=-768/328, 7-38=-291/155, 6-7=-395/103,18-29=-2901154, 18-25=-368/296, 20-25-525/181, 3-40=-487/229,4-39-197/631,4-40=-298/896, 7-39-2191/929, 5-7-2591/1156, 13-32-497/135, 14-32=-3154/1249,14-29=-373/1215,1442=-73/315,1642=-55/284. 8-36=-797/402, 8-38=-230/635, 9-36=-416/9831 AD 4 '( 9-35=-15321661, 11-35=-662/1655, 11-34=-23121945, 12-34=-900/2332, 12-32=-2377/940 NOTES CD Unbalanced roof live loads have been considered for this design. LLJ W C 89385 Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Ex io )-2-3-11 to 22-2-14 t ri 22-2-14 to 39-7-10, Exterior (2) 39-7-10 to 45-8-4, Interior (1)45-8-4 to 56-9-1, Exterior (2) 56-9-1 to 62-9-11; cantilever left and right e clSe ; end vertical left r exposed; Lumber DOL=i .60 plate grip DOL=l .60 Truss designed for wind loads in the plane of the truss Only. For studs exposed to wind (normal to the face), see Standard Industry Gabl tW.i ons qualified building designer as per ANSI/TPI 1. of- This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. CA WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection ce, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI'), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. Provide adequate drainage to prevent water ponding. Continued on page 2 so LUMBER TOP CHORD 2x4 DF No.2 G(i) Except Ti ,T4,T5:2x4 OF No.1 &Btr G(1) BOT CHORD 2x6 DF No.2 G(i) WEBS 2x4 DF Stud/STD G(3) Except W16,W17:2x6 OF No.2 G(1) OTHERS 2x4 OF Stud/STD G(3) IJob I Truss I Truss Type Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AA01 Roof Special Structural Gable 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.2405 Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:31:54 Page: 2 ID:aF?YBXqz0CO2TMXT3Wd4zBy8to9-t0ur036sP(P7NdOTb0xQGVZ0BARYOUgLcRwOQFy4PR3 Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. • * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 26 except (jt=lb) 31969, 2730, 29=320, 21=301, 25=167,32=1492,28=326,24=124,21=301. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1 .33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from • 39-7-0 to 60-6-0 for 95.6 plf. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase1 .25 Uniform Loads (lb/fl) Vert: 14=-74, 45=74, 5-6=-74, 7-80-74, 11-80-117 (F=43), 11-14=-74, 15-22-74, 272_20 p 0 0 0 I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAO- ROOF M31948 AA02 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Holden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:31:56 Page: 1 lD:G_4ZLVyLirvXcZdcKGSwy7y8Gh1-pOObQk76xKfrcxYsiRzuLweMtz8mUNEeglP7Wy4PR1 11.64 15-10 -a-so #7-12 5.4-10 11.70 15.2.4 15-5.4 24-04 254-13 25-7-7 25-4-4 Sd-14 4544 514-Il 55.64 506.0 iuiui•urnui•r ___ iIp Camber = 11116 Scale= 1:106.4 Plate Offsets (X, Y): [2:04-0,Edge), [5:0-3-0,0-2-4], [14:0-3-8,0-2-8], [23:0-4-12,0-2-0], (26:0-3-8,0-4-0), [33:0-2-12,0-2-4) Loading (pso Spacing 2-0-0 CSI DEFL in (lc) tfdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.30 30-32 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.97 30-32 >439 240 BCLL 0.0* Rep Stress lncr YES WB 1.00 Horz(CT) 0.10 26 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.17 30-32 >999 240 Weight: 364 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4,T5:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 OF SS G(i) *Except* 63,B4:2x6 DF No.2 G(1) except end verticals, and 2-O-00c purlins (2-10-3 max.): 5-6, 8-32, WEBS 2x4 OF Stud/STD G(3) *Except* W15,W12:2x4 OF No.2 G(i) 8-15,15-25. REACTIONS (lb/size) 2=0/0-5-8, (mm. 0-24),21=782/0-5-8, (mm. 0-1-8), BOT CHORD Rigidceiling directly applied or 3-6-3ocbracing. 263537/0-5-8, (mm. 0-3-12) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=291 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-659 (LC 4), 21=_290 (LC 4), 26=-1334 (LC 4) Installationguide. Max Gray 2=2091 (LC 10), 21=904 (LC 9), 263537 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 240=-4465/939, 240=4455/939, 2-41=-4492/987, 4142=4457/987, 342=4435/987, 343=-3184/908, 43-44=-3138/908, 4-44=-3136/908, 445=-3187/980, 545=3143/980, 546=-2336/785, 6-46=-2336/785, 8-32=409/192, 7-8=-370/79, 848=4853/1939, 948=4853/1939, 949=4143/1607, 10-49=4143/1607, 10-50=-26801973, 11-50=-2680/973, 11-12=-2680/973, 12-51=-541/202, 13-51=-541/202, 13-52=-1666/4417, 14-52=-1666/4417, 14-53=-681/2314, 15-53=-681/2314, 15-25=-1233/521, 17-55=452/260, 55-56=-544/255, 18-56=-550/215, 18-19=-635/205, 19-57=-1340/373, 57-58=-1406/373, 20-58=-1435/373, 20-59=-1712/506, 21-59=-1758/506, 21-60=-1725/455, 21-60=-1747/455 BOT CHORD 2-61=-1084/4103, 2-61=-1084/4104, 2-62=-1092/4117, 35-62=-109214117, 35-63=-1092/4117, 34-63=-1092/4117, 34-64=-805/2293, 33-64=-805/2293, 33-65=-1780/4807, 32-65=-178014807, 31-32=-158214341, 31166=_1582/4341, 30-66=-1582/4341, 30-67=-1001/3035, 29-67=-1001/3035, 29-68=-147/947, 2868=147/947, 27-28=-2300/966, 27-69=-2300/966, 26-69=-2300/966, 26-70=4416/1792, 25-70=4416/1792, 24.25=.22891754, 24-71=-2289/754, 23-71=-2289/754, 23-72=-233/1283, 22-72=-233/1283, 22-73=419/1592, 21-73=419/1592, 21-74=413/1583, 21-74=413/1583 WEBS 5-33=-67/401,6-33=-670/1813, 17-23=-458/216, 19-23=-918/350, 19-22=-129/599, 14-26=-1621/633, 14-25=-1105/2829, 15-23=-729/2259, 15-17=-620/241, 8-33=-3104/1193, 6-8=-300411138, 20-22=-559/213, 9-30=-662/300, 9-32=-269/674, 10-30=-564/1436, 1029=1085/457, 12-29=-823/2091, 12-28=-1516/614, 1328=1065/2850, 13-26=-2739/1054, 5-34=-295/11136, 4-34=-460/186, 3-35=0/856, 3-34=-1354/144 NOTES loads for kA D Unbalanced roof live have beeri considered this design. Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd87mph; TCOL=0.Opsf; BCOL=0.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Ext r C_11 to 3-8-15't 3-8-15 to 5-6-6, Exterior (2) 5-6-6 to 16-0-8, Interior (1)16-0-8 to 39-7-10, Exterior (2) 39-7-10 to 45-8-4, Interior (1) 45-8-4 to 54-5-6, ' 54-5-6 to 60-6-0; left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 erect1 &W G WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handli Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI o roject specific guida , Pk t with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracin Provide adequate drainage to prevent water ponding. a,P This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IV !I'I_ O. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will (Opt rd and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 659 lb uplift at joint 2, 1334 lb uplift at joint 26 and 290 lb uplift at joint 21. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 Continued on page 2 0 0 0 a I Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AAO2 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:31:56 Page: 2 ID:G4ZLVyLirvXCZdcKGSwy7y8Gh1-pOObQk76xKfrcxVsiRzuLweMtz8mUNEeglP7Wy4PR1 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. $ 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 413 lb down and 10 lb up at 4-6-12, and 413 lb down and 10 lb up at 4-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflectiori per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (lb/if) Vert: 15=74, 5-6=-74, 6-7=-74, 8-15=-74, 16-21=-74, 2-21=-20 Concentrated Loads (lb) Vert: 35=-108 (F=-54, B=-54) * a S [J Job I Truss I Truss Type Qty 31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AAO3 Roof Special 1 I Ply lob 1 Reference (optional) [J California Trusfrarne, LLC, Hughson, Helden Estrada 15.74 15.2-10 .20.0 4-7-12 0.4-15 101.0 154.7 24.0-11 Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:31:58 Page: 1 ID:crkt6c6hsWeuPzLEgCwWh8y8GNT-Hbaze48kieniE572G8U7u7BXhNYPDs9nuO9g1 Zy4PR0 02-4.1 55.4-14 254.14 50-4-0 45.54 51+12 60-5-0 50.00 64.0 44.4 Camber = 11/16 Scale = 1:105.8 Plate Offsets (X, Y): [5:0-5-12,0-2-8],[8:0-8-0,Edge], [14:0-3-8,0-2-8], [15:0-7-8,0-2-8), [21:0-5-1,0-0-15], [26:0-3-8,0-4-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) I/dell L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) .0.28 30.32 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.45 Vert(CT) .0.98 30-32 >433 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.08 26 nia n/a BCOL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.17 30-32 >999 240 Weight: 362 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except T5,T4:2x4 OF No.1 &Btr G(i) TOP CHORD Structural wood sheathing directly applied or 2-2-00c purtins, BOT CHORD 2x6 OF SS G(1) except end verticals, and 2-0-0 oc purlins (2-10-12 max.): 5-6, 8-32, WEBS 2x4 OF No.2 G(1)Except W8:2x6 DF No.2 G(i), W14:2X4 OF No.2 8-15,15-25. C, Wi 1,W9,Wi0:2x4 OF No.1 &Btr G(i), W1,W2:2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 3-94 oc bracing. REACTIONS (lb/size) 21519/0.5.8, (mm. 0-1-10), 21761/0-5-8, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 26=3560/0-5-8, (mm. 0-3-13) installed during truss erection, in accordance with Stabilizer Max Horiz 2=279 (LC 4) Installation guide. Max Uplift 2=-635 (LC 4), 21=-280 (LC 4), 26-1 350 (LC 4) Max Gray 2=1539 (LC 8), 21=896 (LC 9), 26=3560 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 240=-2999/931, 2-40=-2972/931, 241=-30471987, 4142=-2996/987, 342=-2963/987, 343=-2640/896, 43-44=-2584/896,444=-2539/896,445=-20051686, 545=-1929/686, 8-32=424/210, 7-8=-365/37, 848=4706/1958, 9-48=4706/1958, 9-49=-3983/1551, 10-49=-3983/1551, 10-50=-2320/827, li-50=-2320/827, li-12=-2320/827, 12-51=-216/598, 13-51=-216/598, 13-52=-1851/4894, 14-52=-185114894, 14-53=-813/2570, 15-53=-813/2570, 15-25=-1255/530, 17-55=-4321306, 55-56=-524/301, 18-56=-530/261, 18-19=-615/251, 19-57=-1320/347, 57-58=-1387/347, 20-58=-1416/347, 20-59=-1688/478, 21-59=-1733/478, 21-60=-1699/424, 21-60=-1713/424 BOT CHORD 2-61=-1076/2851, 2-61=-1076/2851, 2-62=-1084/2865, 35-62=-1084/2865, 35-63=-1084/2865, 34-63=-1084/2865, 34-64=-954/2460, 33-64=-954/2460, 33-65=-1724/4461. 32-65=-i 724/4461, 31-32=-1 56314251, 31-66=-1563/4251, 30-66=-1563/4251, 30-67=-907/2786, 29-67=-90712786, 29-68=-214/528, 28-68=-214/528, 27-28=-3189/1329, 27-69=-3189/1329, 26-69=-3189/1329, 26-70=-4859/1974, 25-70=-4859/1974, 24-25=-2545/876, 23-24=-2545/876, 23-71=-209/1266, 22-71=-209/1266, 22-72=-393/1568, 21-72=-393/1568, 21-73=-386/1558, 21-73=-386/1557 WEBS 14-26=-1607/626, 14-25=-1i55/2957, 17-23=-508/190, 19-22=-129/598, 19-23=-920/351, 20-22=-555/210, 15-23=-830/2456, 15-17=-600/295, 4-34=-76/545, 5-33=-1173/3021, 8-33=-3543/1380, 5-8=-3090/1285, 13-26=-2405/930, 4-33=-790/333, 9-32=-310/692, 9-30=-689/327, 10-30=-604/1464, 10-29=-1 165/492, 12-29=-891/2279, 12-28=-1640/662, 13-28=-1 146/3050, 3-35=0/386, 3-34=-629/144 FESS NOTES i) Unbalanced roof live loads have been considered for this design. A tl Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd=87mph; TCDL=0.Opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exter 6!i4 (1) 3-11-15 to 7-6-6, Exterior (2) 7-6-6 to 15-11-14, Interior (1) 15-11-14 to 39-7-10, Exterior (2) 39-7-10 to 45-8-4, Interior (1)45-8-4 to 54- , r (2) 54-5-6 cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL= 1.60 . WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handli erectipV&p e Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (8C51"), jointly produced by WTCA and TP rojectp , with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracin Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4.P * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide and any other members. Op i" A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2, 1350 lb uplift at joint 26 and 280 lb up a joint 21. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AA03 J Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:31:58 Page: 2 ID:crkt6c6hsWeuPzLEgCwWh8y8GNT-Hbaze48kieniE572G81J7u7BXhNYPDs9nuO9g1 Zy4PR0 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 41 0 AD ( c89385J) 11* 0 Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 M04 Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:00 Page: 1 ID:LH1eoiDMKbNzMRt5uXLt51y8ENW-iAG6G6Ac?Z91-I5YsdxG2qWmp3DbVJQDeEbMNKduy4POz 4.7-12 10.4.14 144.4 134-13 24.114 501-15 35.1.4 53.0.14 40.3-0 61.011 0544 60.44 11 1 ' 1 0-10 1 " 0.1.12 3-1-7 4-34 Camber = 7/16 in Scale = 1:100.2 Plate Offsets (X, Y): [1:0-1-5,0-0-3], [5:04-0,0-2-8], [8:0.4-0,Edge], (9:0-3-8,0-2-8], [11:0-4.0,0-2-8], [29:0-3-12,0.2-0] Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) Vdell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.74 Vert(LL) -0.18 25-26 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.63 25-26 >589 240 BOLL 0.0 Rep Stress lncr Yes WB 0.85 Horz(CT) 0.08 17 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSFI Wind(LL) 0.11 26 >999 240 Weight: 348 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.i&Btr G(i) *Except* T1:2x4 OF No.2 G(i) TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, BOT CHORD 2x6 DF No.2 G(1) except end verticals, and 2-0-00c purlins (2-11-15 max.): 5-28, WEBS 2x4 OF Stud/STD G(3) Except W2:2x4 DF No.2 G(i) 5-11,11-21. REACTIONS All bearings 0-5-8. except 1= Mechanical BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. (Ib)- Max Horiz 30.242 (LC 5) WEBS 1 Row at mid pt 11-22, 9-22, 7-24 Max Uplift All uplift 100 (lb) or less at joint(s) except 1-758 (LC 8), MiFek recommends that Stabilizers and required cross bracing be 17=-356 (LC 4), 22=-1133 (LC 4), 30=-1053 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray All reactions 250 (lb) or less at joint(s) except 1=328 (LC 4) Installation guide. 17=995 (LC 9), 22=2942 (LC 1), 30=2642 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i-35=-615/1393, 1-35=-615/1407, 1-36=-1008/2324, 2-36=-1008/2395, 2-37=-618/141, 3-37=-576/141, 5-28=-4/411, 4-5=-382/91, 5-39=-3025/1230, 6-39=-3025/1230, 640=-2372/861, 740=-2372/861, 7-8=488/194, 8-9=-488/194, 9-41=-1104/2913, 1041=-1104/2913,10-42=-1104/2913, 11-42=-1104/2913, ii-21=-33/334, 13-44=-775/275, 44-45=-784/275, i4-45=-79i/275, 14-i5=-875/275, 15-46=-1575/544, 46-47=-1641/544, 16-47=-1670/544, 1648=-1950/675,17-48=-1996/675,17-49=-1968/626,17-49=-1992/626 BOT CHORD 1-50=-1231/549, 1-50=-1230/549, 1-51=-2155/967, 30-51=-2155/967, 30-52=-2143/734, 29-52=-21431734, 29-53=-975/2371, 28-53=-975/2371, 28-54=-1023/2453, 27-54=-1023/2453, 26-27=-1023/2453, 26-55=-1097/3025, 25-55=-1097/3025, 25-56=-728/2372, 24-56=-728/2372, 23-24=-194/488, 23-57=-194/488, 22-57=-194/488, 22-58=-998/297, 21-58=-998/297, 20-21=-974/235, 19-20=-974/235, 19-59=-392/1500, 18-59=-392/1500, 18-60=-575/1813, 17-60=-575/1813, 17-61 =-569/1805, 17-61-569/i 804 WEBS 113-119=-62/472,15-19=-910/359, 15-18=-124/596, 2-30=-2373/982, 3-29=-20/322, 5-29=-2056/823, 3-5=-597/337, 2-29=-1018/2772, 11-19=-333/1210, 11-13=-905/397, 10-22=-534/175, 11-22=-2533/1037, 9-22=-3233/1230, 5-26=-80/783, 6-25=-860/396, 7-25=-150/490, 7-24=-2190/875, 9-24=-280/804, 16-18=-562/209 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior r (1) 14-6-8 to 39-7-10, Exterior (2) 39-7-10 to 48-2-5, Interior (1)48-2.5 to 54-5-6, Exterior (2) 54-5-6 to 60-6-0; cantilever left and right expose exposed; Lumber DOL=i .60 plate grip DOLi .60 - 44, <' WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handlin ion guidance,' to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSl"), jointly produced by VVTCA and TPI ct specific guidan with project engineer/architect/general contractor. Mi'Tek assumes no responsibility for truss manufacture, handling, erection, or braci . ,rn Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid I I between the 4 d any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. £ Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 lb uplift at joint 1, 1052 lb uplift at joint 30, 113 and 355 lb uplift at joint 17. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ii) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. e Continued on page 2 'Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 M04 Hip 1 jJob Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:00 Page: 2 ID:LH1 eojDMKbNzMRt5uXLt51y8ENW-iAG6G6Ac?Z9H5YsdxG2qWmp3DbVJQDeEbMNKduy4PQz 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 40 13) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 14=44, 5-11=-74, 12-17=-74, 1-30=-30(F=-10), 17-30-20 El] L I 01 ( cs9385J)rr 11* 9FCj 0 I Job I Truss Truss Type Qty Ply 31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AA05 Hip 1 1 TJC b Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:03 Page: 1 ID:VMFxAdneXQ5Xra_t7er371y8E_F-6lxFu8DVHUXry0aCdPbX70RaOoWvdZJgHKc_DDy4PQw 4-7-12 13-4-14 144.4 • 13-8-13 24-114 28-1-13 30.44 358-14 404..0 314-11 353-8 • 60.8.8 25 31 pp uiuuu .i . I. MA-, al~i W-. , - 1. llipqE 014 5-1-7 4.84 Camber = 7/16 in Scale = 1:100.2 Plate Offsets (X, Y): [1:0-1-5,0-0-3), [5:0-4-0,0-2-8], [8:0-4-0,Edge],[9:0-3-8,0-2-8], [11:0-4-0,0-2-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.75 Vert(LL) -0.19 25-26 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.76 Vert(CI) -0.65 25-26 >569 240 BCLL 0.0 Rep Stress lncr Yes WB 0.85 Horz(CI) 0.08 17 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.11 26 >999 240 Weight: 3481b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purtins, except end verticals, and 2-0-0 oc purlins (2-11-10 max.): 5-28, 5-11,11-21. REACTIONS All bearings 0-5-8. except 1= Mechanical BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. (lb) - Max Horiz 30=-244 (LC 5) WEBS 1 Row at midpt 11-22, 9-22, 7-24 Max Uplift All uplift 100 (lb) or less at joint(s) except 1=-795 (LC 8), MiTek recommends that Stabilizers and required cross bracing be 17=-356 (LC 4), 22=-1130 (LC 4), 30=-1070 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray All reactions 250 (lb)or less at joint(s) except 1=344 (LC 4) Installation guide. 17=995 (LC 9), 22=2935 (LC 1), 30=2685 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-35=-639/1451, 1-35=-639/1465, i-36=-1046/2413, 2-36=-1046/2486, 2-37=-594/127, 3-37=-554/127, 5-28-3/411, 4-5=-382/91, 5-39=-3066/1246, 6-39=-3066/1246, 640=-2414/874, 740=-2414/874, 7-8=497/203, 8-9=497/203, 9-41=-i 127/2970, 10-41=-i 127/2970, 1042=-i 127/2970, 1142=-11 127/2970, 11-21=-36/330, 13-44=-776/276, 4445=785/276,1445=-792/276,14-15=-8771276,15-46=-15751545, 46-47=1642/545,1647=-1671/545, 1648=1949/675,1748=-1994/675,17-49=-1962/623,1749=-1984/623 . BOT CHORD 1-50=-1281/571, 1-50=-1280/570, 1-51=-2236/1002, 30-51=-2236/1002, 30-52=-2227/766, 29-52=-2227/766, 29-53=-982/2380, 28-53=-98212380, 28-54=-1033/2468, 27-54=-1033/2468, 26-27=-1033/2468, 26-55=-111 15/3066, 25-55=-1 115/3066, 25-56=-742/2414, 24-56=-74212414, 23-24=-203/497, 23-57=-203/497, 22-57=-203/497, 22-58=-1014/300, 21-58=-1014/300, 20-21=-987/233, 19-20=-987/233, 19-59=-392/1500, 18-59=-392/1500, 18-60=-574/1811,17-60=-574/1811,17-61=568/1802,17-61=-568/1801 WEBS 2-30=-2414/999, 2-29=-1041/2829, 3-29=-12/308, 5-29=-2089/839, 3-5=-576/324, 13-19=-65/478, 15-18=-125/596, 15-19=-908/358, 16-18=-560/208, 11-19=-331/1224, 11-13=-910/399, 10-22=-535/176, 11-22=-2574/1054, 9-22=-3280/1248, 5-26=-87/811, 6-25=-864/398, 7-25=-147/486, 7-24=-2224/889, 9-24=-276/795 NOTES O 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph: TCDL=0.opsf; BCDL=0.0p5f; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior ES-S r(i) 14-6-8 to 39-7-10, Exterior (2) 39-7-1 to 48-2-5, Interior (1)48-2-5 to 54-5-6, Exterior (2) 54-5-6 to 60-6-0; cantilever left and right expose exposed; Lumber DOL=1.60 plate grip DOL1.60 4, < WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handlin on guidance,' to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (BCSl"), jointly produced by WTCA and TPI ct specific guidan with project engineer/architect/general contractor. Milek assumes no responsibility for truss manufacture, handling, erection, or braci . LAJ Provide adequate drainage to prevent water ponding. C 89385 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 6) This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid I I between the or d any other members. A plate rating reduction of 20% has been applied for the green lumber members. IV Refer to girder(s) for truss to truss connections, lip, \c ' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 1,355 lb uplift at joint 17, 1070 nd 1129 lb uplift at joint 22. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ii) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. S . Continued on page 2 LUMBER TOP CHORD 2x4 DF No.1 &Btr G(i) Except Ti ,T5:2x4 OF No.2 G(i) BOT CHORD 2x6 OF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) *Except* W2:2x4 DF No.2 G(i) I Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AA05 Hip 1 Ii Job Reference (optional) California Tnjsframe, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:03 Page: 2 lO:VMFxAdneXQ5Xrx_t7er371 y8E_F-6IxFu8DVHUXry0aCdPbX7ORaOoWvdZJgI1Kc_DDy4PQw Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (lb/ft) Vert: 14=-74, 51174, 12-17=-74, 1-30=-30(F=-10), 17-30-20 %OfESS AD 4 i0 ( C89385J)rn C Job I Truss Truss Type M31948-OAKMONT-OF-CARLSBAD- ROO M31948 Qty I Ply AAO6 Hip 1 1 lob Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:07 Page: 1 ID:iUCCK0nKJ0qz6GssiuBXHwy800d-XJdNX9FNaPwQpTJnIx9El 132A?YSqwu6zlqeqYy4PQt Is 4-2-7 4.3.2 5-2-1 Camber = 1/4 in Scale = 1:108 Plate Offsets (X, Y): [6:0-5-80-34), [12:0-2-12,0-24], [13:0-5-0,0-3-4], (16:04-0,Edgej, [25:0-1-8,0-6-14] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.11 28 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.39 27-28 >822 240 BCLL 0.0 Rep Stress lncr YES WB 0.86 Horz(CT) -0.04 19 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.07 28 >999 240 Weight: 352 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4:2x4 OF No.i&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 OF No.2 G(i) except end verticals, and 2-0-0 oc purlins (3-6-3 max.): 6-13, 13-23. WEBS 2x4 OF Stud/STD G(3) *Except* W9:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/STD G(3) WEBS 1 Row at mid pt 13-15,6-32 REACTIONS All bearings 8-11-8. except 19= Mechanical, 33=0-3-8 MiTek recommends that Stabilizers and required cross bracing be (lb) - Max Horiz 2=178 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (Ib) or less at joint(s) except 2=-273 (LC 35) Installation guide. 32=-1074 (LC 4), 33=-849 (LC 4) Max Gray All reactions 250 (Ib) or less at joint(s) 2 except 32=2620 (LC 8), 33=2241 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-43=-717/1090, 243=-717/1105, 244=-75211606, 4445=-752/1611, 345=-752/1670, 346=-835/1866, 4647=-835/1906, 447=-835/1958, 649=-263/147, 7-49=-263/147,7-50=-15951737. 8-50=-15951737, 8-51=-2265/946, 9-51=-2265/946, 9-10=-2178/875, 10-52=-2178/875, 11-52=-2178/875, 11-53=-1305/532, 12-53=-1305/532, 12-54=-76/502, 13-54=-76/502, 13-23=0/381, 15-56=-1174/497, 56-57=-1183/497, 16-57=-1189/497, 16-17=-1262/497, 17-58=-1874/729, 58-59=-1921/729, 18-59=-1956/729, 18-60=-2184/843, 19-60=-2237/843 BOT CHORD 2-61=-987/551, 2-61=-986/551, 2-62=-1483/636, 32-62=-1483/636, 32-63=-114/257, 31-63=-114/257, 31-64=-611/1595, 30-64=611/1595, 29-30=-611/1595, 29-65=-820/2265, 28-65=-820/2265, 28-66=-749/2178, 27-66=-749/2178, 27-67=-406/1305, 26-67=406/1305, 26-68=-406/180, 25-68=406/180, 24-69=-631/1611, 23-69=-631/161 1, 22-23=-671/1613, 22-70=-671/1613, 21-70=-671/1613, 21-71=-570/1747, 20-71=-570/1747, 20-72=-731/2003, 19-72=-731/2003 WEBS 4-32=-1673/735, 13-24=-2300/922, 13-15=-1347/652, 13-21=-760/404, 15-21=-304/829, 17-21=-8201322,17-20=-86/517, 6-32=-1845/816, 4-6=-660/1826, 3-32=-532/137, 7-31=-1754/650, 7-29=-100/514, 8-29=-862/232, 9-28=-230/358, 9-27=-373/168, 11-27=-381/997, 11-26=-702/284, 12-26=-651/1819, 18-20=-503/183, 6-31=-269/808, 5-6=-407/112, 12-33=-790/280, 25-33=-4/368, 12-33=4/368, 24-33=-412/1047, 12-33=-412/1047 NOTES FESS Unbalanced roof live loads have been considered for this design. A fl Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.0psf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exter 3-8-6 to 6-0-10, Exterior (2) 6-0-10 to 22-9-3, Interior (1)22-9-3 to 39-7-10, Exterior (2) 39-7-10 to 48-1-8, Interior (1)48-1-8 to 54-0-7, 4-0-7 to 60- er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handli erect' e Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSl'), jointly produced by WTCA and TP rojectpO 110 with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracin Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. IVlt.- ' * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will M rd and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 Job I Truss Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 M06 1 Job Hip 1 1 Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:07 Page: 2 ID:iUCCKOnKJ0qz6GssiuBXHwy8Ood-XJdNX9FNaPwQpTJnIx9EI 132A?YSqwu6zIqeqYy4PQt 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 2, 1073 lb uplift at joint 32, 436 lb uplift at joint 19 and 849 lb uplift at joint 33. 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 10 0 0 I I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AAA1 Common Structural Gable 2 1 I Job Reference (optional) I California Truaframe, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:10 Page:1 ID:? WQeyP W2OnH3gZj6cvwV1Jy4S8q-P5suMXluedOsH5dYXNDAvtDpRd?emaBiuwoszJy4 Pop 0-1-12 54-0 9-10-4 12-0-0 -2-0-0 2-4-0 748-0 10-0-0 I I Li Scale = 1:47.2 Plate Offsets (X, Y): [2:0-2-150-2-0], [4:0-2-15,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdetl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.02 7-8 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.33 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.00 8 >999 240 Weight: 78 lb FT = 20% . LUMBER BRACING TOP CHORD 2x4 OF No.2 G(i) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/STD G(3) . MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 2-0-0. installed during truss erection, in accordance with Stabilizer (Ib) - Max Horiz 10=0 (LC 4) Installation guide. . Max Uplift All uplift 100 (lb) or less at joint(s) except 6=-707 (LC 11), 7=-118 (LC 4), 9=-120 (LC 4), 10=-708(LC 10) Max Gray All reactions 250 (Ib) or less at joint(s) except 6=976 (LC 8), 7=499 (LC 28), 9=502 (LC 26), 10=974 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-8051763, 19-20=-590/309, 3-21=-440/493, 3-22=454/505, 23-24=-594/294, 4-24=-809/765, 2-10=-956/702, 4-6=-9581701 BOT CHORD 9-25=-382/386, 9-26=-688/846, 8-26=-276/467, 8-27=-301/479, 7-27=-703/862, 7-28=-382/387 WEBS 3-9=-759/520, 3-7=-7661531, 3-8=0/379, 4-7=-884/867, 2-9=-880/862 • NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87rnph; TCOL=0.opsf; BCDLO.opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) -2-0-11 to 0-11-5, Interior (1) 0-11-5 to 1-11-9, Exterior (2) 1-11-9 to 7-11-9, Interior (1)7-11-9 to 9-0-11, Exterior (2) 9-0-11 to 12-0-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit hord and any other members. t. ' A plate rating reduction of 20% has been applied for the green lumber members. igtb D jWat Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 10, 706 lb uplift at joint 6 joint plift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 240 pbf. Lumber OOL(1.33) Plate grip OOL=(1 .33) Connect truss to resi * loads along bottom • 0-0-0 to 10-0-0 for 240.0 plf. U This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 D.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 fro ' rom scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, eOIee* ate between each notch. LOAD CASE(S) Standard 0 I Job I Truss Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AAB1 Common Supported Gable 1 1 Job Reference (Optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 824 S Jan 6 2020 Print 8.240 Sian 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:13 Page: 1 lO:ceDsBV8qa7F8zxwgTgZaqKy4RDw-qgYl?YKrnxYoR9YL7CVntXVrPZq1uzHr8au1Waey4PQm -2-0-0 5-5-0 10-10-0 12-10-0 Scale= 1:42 Plate Offsets (X, Y): [2:0-3-8,Edge], [2:0-3-13,Edgej, [6:0-3-8,Edge), [6:0-3-1 3,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 9 n/a n/a BCOL 10.0 Code IBC2015/TP12014 Matrix-MSH Weight: 56 lb FT = 20% I LUMBER . BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied 016-0-0 oc purlins. BOT CHORD 2x4 OF No.2 G(1) Except: WEBS 2x4 OF Stud/STD G(3) 1 Row at mid pt 3-6 OTHERS 2x4 OF Stud/SID G(3) BOT CHORD Rigid ceiling directly applied 016-0-0 oc bracing. REACTIONS All bearings 10-10-0. MiTek recommends that Stabilizers and required cross bracing be (lb) - Max Horiz 2=980 (LC 8) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (lb) or less at joint(s) 8 except 9=-177 (LC 29), Installation guide. W 2=-185 (LC 4), 6=-193 (LC 4) Max Gray All reactions 250 (lb) or less at joint(s) except 8=393 (LC 32), 9=300 (LC 37), 10=557 (LC 29), 2=587 (LC 34), 6=396 (LC 40) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-135/400, 2-20=-284/12, 20-21=-519/263, 2-22=-649/343, 22-23=-863/381, 23-24=-1001/611, 4-24=-1152/946, 4-30=-819/1209, 29-30=-744/868, 28-29=-610/634, 27-28=-267/621, 26-27=-277/332, 25-26=-121/329 BOT CHORD 2-40=-747/974, 2-40=-476/703, 2-41=-378/605, 10-41=-29/288, 10-42=-34/275, 9-42=-34/275 WEBS 3-9=-296/0,4-10=444/0, 5-8=-346/28 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110rnph (3-second gust) Vasd87mph; TCDLO.opsf; BCDL=O.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss Only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nqnconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit hord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=184 'Y)', 2=1 - This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1Z 1 C) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel ng the Top Chord m Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 240 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resi 9a loads'l'6Wo r 0-0-0 to 10-10-0 for 240.0 plf. * * 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIiTPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 fro ' rom scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, eOTe€ ate between each notch. - LOAD CASE(S) Standard 0 I I I It) II) CY Job I Truss Truss Type Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF I M31948 AAB2 Common Girder 1 1 I Job Reference (optional) I California Trusframe, LLC, I-lughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:16 Page:1 ID:tihdfJPS7PKcgdzEYPN6y4QAR-EFD9daNfETA?oo4itdt<a98Tkd1vrAd7aGsFABzy4P0j 10-10-0 5-5-0 12 Camber = 1/16 in Scale = 1:39.9 Plate Offsets (X, Y): [1:0-1-2,Edge], [3:0-1-2,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.09 4-11 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.24 4-11 >509 240 BCLL 0.0 Rep Stress lncr NO WB 0.17 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code lBC2015Pl2014 Matrix-MSH Wind(LL) 0.03 4-11 >999 240 Weight: 34 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD 2x4 DF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 1=181/0-3-8, (mm. 0-1-8), 3=551/0-3-8, (mm. 0-1-8), installed during truss erection, in accordance with Stabilizer 5=438/0-3-8, (min. 0-1-8) Installation guide. Max Uplift 1-13 (LC 4), 3=-222 (LC 4), 5=-248 (LC 4) Max Gray 1=568(LC 26), 3801 (LC 31), 5=762 (LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-370/8.1-12=-364/8,1-13=-1311/297, 2-13=-1274/297,2-114=-1272/290, 3-14=-1297/290, 3-15=-550/134, 3-15=557/134 BOT CHORD 1-16=-31/340, 1-16=-31/340, 1-5=-211/1176, 5-17=-211/1176, 4-17=-211/1176, 4-18=-211/1176, 3-18=-211/1176, 3-19=-130/477, 3-19=-130/477 WEBS 24=-39/427 NOTES Unbalanced roof live loads have been considered for this design. • Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 222 lb uplift at joint 3 and 248 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Cho rd and Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down and 68 lb up at 5-5-0 on to tion of such connection device(s) is the responsibility of others. AD 4,9 This truss is designed for factor 3.01, is to the Vert(CT) deflection ANSI/TPI 1. a creep of which used calculate per In the LOAD CASE(S) loads to the face the truss front back section, applied of are noted as (F) or (B). LOAD CASE(S) Standard CD 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 C 89385 t 1 I Uniform Loads (lb/ft) • Vert: 1-2-74, 2-3-74, 6-9-20 *'\ Concentrated Loads (lb) Vert: 2-152(F) S [IJ I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AAC1 Common Supported Gable 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:32:19 Page: 1 tD:GJGna86Zpzu2p1 Fak?KDTsy4QSv-eqvlFcPXWOYatTpHZmuHnrn5QvF57N?Nlyquqoly4pag -2-0-0 540-8 10-1-0 12-1-0 I- 0 Scale = 1:41.4 Plate Offsets (X, Y): (2:0-3-8,Edge], (2:0-3-13,Edge], [6:0-3-8,Edgej, [6:0-3-13,Edge] Loading (pso Spacing 2-0-0 CSI DEFL in (lc) Well Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Weight: 52 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2x4 DF No.2 G(1) Except: WEBS 2x4 OF Stud/STD G(3) 1 Row at midpt 3-6 OTHERS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. REACTIONS All bearings 10-1-0. MiTek recommends that Stabilizers and required cross bracing be (lb) - Max Horiz 2=-890 (LC 11) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (lb) or less at joint(s) 8 except 9=-144 (LC 29), Installation guide. 2=-186 (LC 4), 6=-192 (LC 4) Max Gray All reactions 250 (lb) or less at joint(s) except 8=364 (LC 32), 9=310 (LC 37), 10=518 (LC 29), 2=578 (LC 34), 6=406 (LC 40) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-135/400, 2-20=-30510, 2-20--5361271, 2-21=-446/215, 21-22=-5871561, 22-23=-9471562, 4-23=-1076/847, 4-28=-777/1106, 27-28=-7021816, 26-27=-3301821 25-26=-332/333, 24-25=-1201331 BOT CHORD 2-37=-680/875, 2-37=431/613, 2-38=-3211515, 10-38=-301260 WEBS 3-9=-255/0,4-10=433/0, 5-8=-330128 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit hord and any other members. t ''?. /0,4 A plate rating reduction of 20% has been applied for the green lumber members. kgtA D 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2185 *l 21 - This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '- q This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel ng the Top Chord m Chord, nonconcurrent with any other liveboads. L.J ' g g This truss has been designed for a total seismic drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resi 9a boads'lftb r 2. 0-0-0 to 10-1-0 for 240.0 plf. * * 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. V 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 fro om scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, eOTe€* ate between each notch. LOAD CASE(S) Standard . 1] Job uss Truss Type Qty Ply JAJAC2 M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 Common 1 1 i I Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:22 Page: 1 ID:6p8IbPbyOVzr4N_tYgrhA_y4QBU-3ObQudRQpJx9kxX.sEuRPPiros?5aKNTeniv0dy4pod 5-0-8 10-1-0 5-0-8 'I 5-0-8 12 5r Scale = 1:38 Plate Offsets (X, Y): [1 :0-3-0,Edgej, [3:0-3-0,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Vdefl lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.07 4-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.17 4-10 >728 240 BCLL 0.0 Rep Stress lncr YES WB 0.19 Horz(CT) 0.01 3 n/a nia BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.02 4-10 >999 240 Weight: 31 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 1=474/0-3-8, (mm. 0-1-8), 3474/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Uplift 1=-243 (LC 4), 3=-243 (LC 4) Installation guide. Max Gray 1=602 (LC 16), 3602 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-383/157, 1-1 1=-376/157, 1-12=-843/376, 2-12=-820/376, 2-13=-820/376, 3-13=-843/376, 3-14=-376/157, 3-14=-383/157 BOT CHORD 1-15=-149/332, 1-15=-149/332, 1-16=-2931760, 4-16=-293/760, 4-17=-2931760, 3-17=-293/760, 3-18=-149/332, 3-18=-1149/332 WEBS 24=-63/464 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat II; Exp C: Enclosed; C-C Exterior (2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 1 and 243 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code Section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. r LOAD CASE(S) Standard F I- 6 Rd I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AAD1 Common Supported Gable 1 1 Job Reference (optional) California Trusfrarne, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:25 Page:1 ID:53lkEjK9hAm81jX3bLMwexy4Q6g-TzGZWfUI6EJkbOGRv0?hOl LRVg77niWKlx9?yy4POa 10-11-13 -2411-0 6-2-0 11-10-8 0 0 0 0 Scale = 1:44.3 Plate Offsets (X, Y): [2:0-3-8,Edge], I2:0-3-13,Edgej, [4:0-2-10,0-5-81 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-SH Weight: 62 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 DC purlins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 5-6-11 Dc bracing. OTHERS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be WEDGE Right: 2x4 DF Stud/Std G installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 11-10-8. Installation guide. (lb) - Max Horiz 2=52 (LC 4) Max Uplift All uplift 100 (lb) or less at joint(s) 5, 6, 9 except 2=423 (LC 10), 4=-631 (LC 11), 7=-207 (LC 4), 8=-146 (LC 21) Max Gray All reactions 250 (lb) or less at joint(s) except 2=763 (LC 9), 4=795 (LC 8), 5=402 (LC 31), 6=334 (LC 30), 7=553 (LC 29), 8=329 (LC 28), 9=408 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-155711454, 14-15=-711/671, 3-15=-703/663, 3-16=-8051771, 4-16=-1526/1438 BOTCHORD 2-17=-1290/1327, 9-17=-954/991, 9-18=-534/571, 8-18=-374/411, 6-20=-367/403, 6-21=-559/595, 5-21=-719/755, 5-22=-1038/1071, 4-22=-1288/1325 WEBS 3-7-482/200 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.Opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-0-11 to 0-11-5, Interior (1) 0-11-5 to 3-1-14, Exterior (2) 3-1-14 to 11-5-5; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will tu rd and any other members. <5 g1fr D ( A plate rating reduction of 20% has been applied for the green lumber members. 44 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6, 5 except (jt=lb) '207, 8=146, 4 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel abon9r9lgd Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 240 plf. Lumber DOL=( 1.33) Plate grip DOL=(1.33) Connect truss to resi loads along bottom 0-0-0 to 11-10-8 for 240.0 plf. It This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/IPI 1. V 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 0 from rig ç cart, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provid a9FnC kjI een each notch. LOAD CASE(S) Standard Job Truss s Type M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 Qty I IPly MD2 rcrlu mmon 1 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:29 Page: 1 ID:4dNPkvOaKJytJ7dTb7Uify4Q_A-MlW4M1XpATp930aC8s3dBtWzGHLljv6vFNvM8jy4pQw 6-2-0 12-4-0 6-2-0 12 Camber = 1/8 in Scale= 1:41 • Plate Offsets (X, Y): [1:0-1-6,Edge], [3:0-1-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.12 4-11 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.33 4-11 >415 240 BCLL 0.0 Rep Stress lncr YES WB 0.19 l-torz(CT) 0.02 3 nla nia BCDL 10.0 Code - lBC2015ITP12014 Matrix-MSH Wind(LL) 0.04 4-11 >999 240 Weight: 381b FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 OF StudfSTD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 1=98/1-0-0, (mm. 0-1-8), 3=544/0-5-8, (mm. 0-1-8), installed during truss erection, in accordance with Stabilizer 5518/0-3-8, (mm. 0-1-8) Installation guide. Max Uplift 1-196 (LC 13), 3-261 (LC 4), 5=-298 (LC 4) Max Gray 1=391 (LC 26), 3=643 (LC 31), 5=825 (LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-885/371, 2-13=-844/371, 2-14=-841/364, 3-14=-870/364, 3-15=-416/159, 3-15=423/159 BOT CHORD 1-5=-273/779, 5-17=-273/779, 4-17=-273/779, 4-18=-273/779, 3-18=-2731779, 3-19=-157/358, 3-19=-157/358 WEBS 24=-36/463 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 1,261 lb uplift at joint 3 and 298 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. S LOAD CASE(S) Standard 0 . Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB 01 Roof Special 1 2 Job Reference (Optional) California Trusframe, LLC, 1ugflson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:33 Page:1 lD:P44W9MJU1oXzeqQssfKkSsy8D2A-EWlaBOaJDiJbYdNi8ZLjghAujifEN4A?taHuy4PQS 4## mi-13 S&24 Camber = 3/8 in Scale = 1:105.5 Plate Offsets (X, Y): t16:0-3-0,0-241, [19:0-2-9, Edge], [21:0-0-4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Ic 0.79 Vert(LL) -0.13 21-22 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.49 21-22 >666 240 BCLL 0.0* Rep Stress lncr Yes WB 0.49 Horz(CT) 0.06 19 n/a n/a BCDL 10.0 Code lBc2015/TPl2014 Matrix-MSH Wind(LL) 0.12 21-22 >999 240 Weight: 704 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) *Except* T1,T5:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-1-1 oc purtins, BOT CHORD 2x6 OF No.2 G(1) *Except* B3:2x6 DF SS G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-31, 6-11 WEBS 2x4 OF Stud/STD G(3) 11-26,15-16. REACTIONS (lb/size) 19=3637/0-5-8, (mm. 0-2-1), 27=3425/0-3-8, (mm. 0-1-14), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 33=1799/0-5-8, (mm. 0-1-8) Max Horiz 33=-233 (LC 5) . Max Uplift 19=-1621 (LC 4),27=-1303 (LC 4), 33-905 (LC 4) Max Gray 19=3860 (LC 7), 27=3498 (LC 7), 33=1834 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-38=-646/938, 2-38=-646/945, 2-39=-809/1306, 3940=-809/1319, 340=-809/1329, 3-41=-1066/167, 41-42=-981/167, 4-42=-914/1167,6-311=-2/397, 5-6=-385/103, 6-44=-236918711,44-45=-2369/8711, 745=-2369/871, 746=408/408, 4647=408/408, 847=4081408, 8-9=-4081408, 9-48=-1138/3211, 10-48=-1138/3211 10-49=-1138/3211, 11-49=-1138/3211, 11-26=-53/317, 13-51=-1088/445, 14-51=-1205/445, 14-52=-3255/1277, 15-52=-3309/1277, 15-53=-3557/1386, 16-53=-3557/1386, 16-54=-3914/1509, 17-54=-3942/1509, 17-55=4448/1724, 18-55=4520/1724, 18-56=-4985/1885, 19-56=-5010/1885, 19-57=-4759/1785, 19-57=-4780/1785 . BOT CHORD 2-58=-844/660, 2-58=-843/660, 2-59=-1196/843, 59-60=-1196/843, 33-60=-1196/843, 33-61=-1196/635, 32-61=-1196/635, 32-62=-786/2545, 31-62=-786/2545, 31-63=-833/2631, 30-63=-833/2631, 29-30=-833/2631, 29-64=-680/2369, 28-64=-680/2369, 28-65=-408/408, 27-65=408/408, 27-66=-693/241, 26-66=-693/241, 25-26=-677/194, 24-25=-677/194, 24-67=-571/2034, 23-67=-571/2034, 23-68=-931/2904, 22-68=-931/2904, 22-69=-1551/4339, 21-69=-1551/4339, 21-70=-1551/4339, 19-70=-1551/4339, 19-71=-1516/4253, 19-71=-1516/4253 WEBS 13-24=-269/751, 16-22=-640/1712, 3-33=-16501800, 4-32=-27/538, 6-32=-1779/665, 4-6=-1037/349, 3-32=-867/1810, 11-24=-386/1384,11-13=-1290/557,10-27=-539/181, 11-27=-3148/1223, 9-27=-3453/11264,7-29=-62/401, 6-29=-555/165, 7-28=-2449/917, 9-28=-327/978, 14-24=-1417/564, 14-23=-727/1840, 15-23=-2525/1028, 15-22=-529/1262, 17-22=-i 219/528, 18-21 =-417/1201 . NOTES 2-ply truss to be connected together with 1 O (0.131"x3") nails as follows: FESS Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. k D Bottom chords connected as follows: 2x6 -2 rows staggered at 0-4-0 oc. '*" 4., Web connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to p ions have been pt distribute only loads noted as (F) or (B), unless otherwise indicated. to' LW Unbalanced roof live loads have been considered for this design. C 89385 Wind: ASCE 7-10; Vu1t=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Ex io )-2-0-11 to 3-9-2, I r 1 . 3-9-2 to 8-11-15, Exterior (2) 8-11-15 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 40-11-8, Interior (1)40-11-8 to Exterior (2) 48 - cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. !V l\_ This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. £,'J This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621 lb uplift at joint 19, 905 lb uplift at joint 33 and 1303 lb uplift at joint 27. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 S Job M31948 I Truss AB01 Truss Type Roof Special Qty 1 Ply 2 I M31948-OAKMONT-OF-CARLSBAD- ROOF Job Reference (Optional) California Trusframe, LLC, I1ughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:33 Page: 2 lD:P44W9MJU1oXzeqQssfKkSsy8D2A-EWlaBOaJDiJbVdtzNi8ZLjghAuptEN4A?taHuy4PQS 11) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2982 lb down and 1185 lb up at 55-104 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-5=-74, 6-44=-74, 44-46-123(F=-49), 1146-74, 12-15-74, 15-16=-74, 16-20-74, 2-60-30(F-10), 19-60-20 . Concentrated Loads (lb) Vert: 21-2703 (F) S L.A S S S S 0 I Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB02 Roof Special 1 Ii Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:37 Page: 1 ID:6FHju59y8VbmikzVR1lLwy8CzC-e5RjqQcCWdiAP4cv2qhGzMlCl5l6sWzXsz5Eupy4pQp 40413 404-1 40.4.0 11 11 Camber = 5/16 in . Scale = 1:105.5 Plate Offsets (X, Y): [5:0-0-13,0-1-8], [7:0-3-8,0-1-8], [8:0-4-0,Edgej, [9:0-3-8,0-2-8], [12:0-0-13,0-1-8], [16:0-3-0,0-2-4], [18:0-4-9,0-1-14] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.15 20-33 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.49 20-33 >669 240 BCLL 0.0* Rep Stress lncr Yes WB 0.82 Horz(CT) 0.09 18 n/a n/a BCDL 10.0 Code lBC2015P12014 Matrix-MSH Wind(LL) 0.07 27-29 >999 240 Weight: 347 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(i) Except T2,T3:2x4 OF No.1&Btr G(i) TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, BOT CHORD 2x6 DF No.2 G(i) except end verticals, and 2-0-00c purlins (2-8-14 max.): 6-29, 6-11, WEBS 2x4 OF Stud/STD G(3) 11-24,15-16. REACTIONS (lb/size) 18=1202/0-5-8, (mm. 0-1-8), 25=3117/0-3-8, (mm. 0-3-6), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 31 =1838/0-5-8, (mm. 0-2-0) WEBS 1 Row at rnidpt 11-25.9-25,7-26 Max Horiz 31=-228 (LC 5) MiTek recommends that Stabilizers and required cross bracing be I Max Uplift 18=-567 (LC 4), 25=-i 178 (LC 4), 31=-923 (LC 4) installed during truss erection, in accordance with Stabilizer I • Max Gray 18=1241 (LC 9), 25=3157 (LC 7), 31=1875 (LC 8) Installation guide. I FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-36=-604/862, 2-36=-604/869, 2-37=-808/1306, 37-38=-808/1319, 3-38=-808/1329, 3-39=-1 127/193, 39-40=-1042/193, 440=-975/193, 6-29=4/400, 5-6=-385/102, 6-42=-2561/957, 42-43=-2561/957, 743=-2561/957, 7-44=-700/186, 44-45=-700/186, 8-45=-700/186, 8-9=-700/186, 9-46=-908/2631, 10-46=-908/2631, 10-47=-908/2631, 11-47=-908/2631, 111-24=-37/345,113-14=-609/277, 1449=-836/330,15-49=-912/330,15-50=-1534/603, 16-50=-1534/603, 16-51=-1647/611, 17-51=-1722161i, 17-52=-2128/817, 18-52=-2175/817, 18-53=-2i51/761, 18-53=-2178/761 607 CHORD 2-54=-772/621, 2-54=-771/621, 2-55=-i i96/843, 55-56=-i 196/843, 31-56=-1196/843, 31-57=-i 196/649, . 30-57=-1196/649, 30-58=-816/2645, 29-58=-816/2645, 29-59=-860/2727, 28-59=-860/2727, 27-28=-860/2727, 27-60=-753/2561, 26-60=-753/2561, 26-61=-421700, 25-61=-421700, 25-62=-686/245, 24-62=-686/245, 23-24=-676/204, 22-23=-676/204, 21-22=-53/782, 21-63=-370/1536, 20-63=-370/1536, 20-64=-648/1980, 18-64=-648/1980, 18-65=-640/1970,18-65=-640/1969 WEBS 14-21=-137/524, 15-21=-961/397, 16-20=-105/448, 3-31=-1689/816, 3-30=-89211867, 4-30=-41/549, 6-30=-1836/694, 4-6=-i093/371, 11-22=-279/1100, 11-13=-950/435, i7-20=-663/299, i i-25=-2489/982, 10-25=-534/i78, 9-25=-3273/1194, 7-27=43/377, 6-27=-483/134, 7-26=-2259/842, 9-26=-312/944 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=0.opsf; BCDL=0.opst; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)- erior(1) 3-9-2 to 8-11-15, Exterior (2) 8-11-15 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 40-11-9, Interior (i)40-ii-9 to 46-4- S6#oj -2-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=i .60 <' D 4 '%' Provide adequate drainage to prevent water ponding. t This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid ttween the bottom any other members. ••• ' O(1O rri rn 0 J01J A plate rating reduction of 20% has been applied for the green lumber members. -' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 18, 923 lb uplift at joint 1 1178 lb uplift at joi * . 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel p g the Chord o ti_ Chord, nonconcurrent with any other live loads. I r- Graphical purlmn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOp c ii) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=i .25 Uniform Loads (lb/ft) Continued on page 2 S I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB02 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:37 Page: 2 ID:6FHju59y8VbmikzVR1lLwy8CzC-e5RjqQcCWdiAP4cY2qhGzMICl5l6swzxsz5Eupy4PQP Vert: 1-5=-74, 642-74, 42-44-123(F-49), 1144-74, 12-15-74, 15-16-74, 16-19-74, 2-56-30 (F-10), 18-56-20 S C 0 I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB03 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:40 Page: 1 ID:uSwiaP5Rf2EmUWu2wDo8xGy8Coy-XsgEfnfIarCbuivJHgmC7CTIwjB_oGu6nb3S1ay4PQL . 41.1.10 474.I I.O.0 Camber = 3/16 in . ScaIei:105.5 Plate Offsets (X, Y): [5:0-0-13,0-1-8], [8:0-4-0,Edge], [9:0-3-8,0-1-8], [12:0-0-13,0-1-8], [15:0-3-0,0-2-4], [17:0-5-1,0-1-10], [25:0-3-12,04-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) -0.09 26-28 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.32 26-28 >982 240 BCLL 0.0 Rep Stress lncr Yes WB 0.98 Horz(CT) 0.08 17 n/a n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MSH Wind(LL) 0.04 26-28 >999 240 Weight: 351 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T2:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purtins, BOT CHORD 2x6 OF No.2 G(1) except end verticals, and 2-0-00c purlins (3-9-12 max.): 6-28, 6-11, WEBS 2x4 OF Stud/STD G(3) 11-23,14-15. REACTIONS (lb/size) 17=1234/0-5-8, (mm. 0-1-8), 24=2864/0-3-8, (mm. 0-34), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 301716/0-5-8, (mm. 0-1-14) WEBS 1 Row at mid pt 11-24,9-24 Max Horiz 30=-224 (LC 5) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 17=-574 (LC 4), 24=-1071 (LC 4), 30=-868 (LC 4) installed during truss erection, in accordance with Stabilizer • Max Gray 17=1272 (LC 9), 24=3024 (LC 7),30=1751 (LC 8) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-35=-6051863, 2-35=-605/869, 2-36=-810/1309, 36-37=-810/1322, 3-37=-810/1331, 3-38=-941/111, 38.39=856/111, 4-39=-808/111, 6-28=-51402, 5-6=-385/102, 6-41=-1878/661, 7-41=-1878/661, 742=-540/182, 8-42=-540/182, 8-9=-540/182, 943=-732/2261 1043=-732/2261, 1044=-732/2261, 1144=-732/2261, 11-23=-i 1/351, 13-46=-951/384, 14-46=-1037/384, 14-47=-1506/602, 15-47=-15061602, 15-48=-1610/612, 16-48=-1676/612, 1649=-2201/808, 49-50=-2249/808, 17-50=-2316/808, 17-51=-21196/7311, 17-51=-2219/731 BOTCHORD 2-52=-773/622, 2-52=-772/621, 2-53=-1198/844, 53-54=-1198/844, 30-54=-1198/844, 30-55=-1198/655, . 29-55=-1198/655, 29-56=-551/1976, 28-56=-551/1976, 28-57=-581/2020, 27-57=-581/2020, 26-27=-581/2020, 26-58=-456/1878, 25-58=-456/1878, 25-59=-1 77/548, 24-59=-177/548, 24-60=-363/406, 23-60=-363/406, 23-61=-359/421, 22-61=-359/421, 21-22=-359/421, 21-62=-348/1452, 20-62=-348/1452, 20-63=-632/2076, 19-63=-63212076, 19-64=-63212076, 17-64=-632/2076, 17-65=-622/2059, 17-65=-62212058 WEBS 13-21=-187/589, 14-21=-820/355, 15-20=-103/404, 16-20=-769/306, 16-19=-8/455, 3-30=-1568/763, 3-29=-815/1692, 4-29=-42/450, 6-29=-1353/487, 4-6=-865/285, 11-21=-186/851, 11.13=1085/482, 10-24=-530/176, 11-24=-2672/944, 6-26=-4981137, 7-26=-57/394, 7-25=-1657/595, 9-25=-221/722, 9-24=-2637/936 NOTES Unbalanced roof live loads have been considered for this design. . Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.Opsf; h=251t; Cat. II; Exp C; Enclosed; C-C Exterior (2)- erior(1) 3-9-2 to 8-1 1-15, Exterior (2) 8-11-15 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 40-11-9, Interior (1)40-11-9 to 45-4- -2-5 Interior (1) 53-2-5 to 54-4-14, Exterior (2) 54-4-14 to 60-2-11; cantilever left and right exposed ; end vertical left and right exposed; Lumbe 0 Provide adequate drainage to prevent water ponding. , A, This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. '-• psf c I ' This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid ttween the bottom any other members, with BCDL = lOOpst. '-' 89385 A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 17, 868 lb uplift at joint 1071 lb uplift at joi * .8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 80.01b dead located at all mid panels and at all panel p g the Chord Chord, nonconcurrent with any other live loads. I I1L. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Op c This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase1.25 Uniform Loads (lb/ft) • Continued on page 2 0 Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB03 Roof Special 1 1 Job Reference (Optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:40 Page:2 D:uSwjoP5Rf2EmUWu2wDo8xGy8Coy-XsgEfnfiarCbuivJHgrnC7CTtwj5_oGlJ6nb3S1ay4PQL Vert: 1574, 6-11=-74, 12-14=-74, 14-15-74, 15-18-74, 2-54=-30(F=-1O), 17-54=-20 . 13 fl 0 0 0 ES 'luAb ( C89385.J 1) J 1*) 11 0 Job I Truss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB04 Roof Special 1 Ii Job Reference (optional) California Trus(rame, LLC, Hughsoo, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:44 Page: 1 ID:oTVMEXcvgzRGRUn16uXwM7y8CIi-PdwlV9iDd4i 1NJD4VNq8I2dYZKV8k44iiC1fALy4POH 0 47-2.7 40.43 6-12 10.4-18 14-113 20-2 .7-2 .f.3T.XP '.301 47-4-6 67.63 fl.7.fl 67-20 ill ______ _______... 00 malm- --.-== - - 03-12 0 Camber = 1/4 in I Scale= 1:102.5 Plate Offsets (X, Y): [4:0-0-13,0-1-8],[6:0-3-8,0-1-8], Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well LId PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.12 18-32 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.39 18-32 >833 240 BCLL 0.0 Rep Stress lncr Yes WB 1.00 Horz(CT) 0.10 16 n/a n/a BCDL 10.0 Code 16C2015/TP12014 Matrix-MSH Wind(LL) 0.07 24-26 >999 240 Weight: 343 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except T2,T4:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-11-15oc puilins, BOT CHORD 2x6 OF No.2 G(1) except end verticals, and 2-0-00c purlins (2-9-12 max.): 5-26, 5-10, WEBS 2x4 OF Stud/STD G(3) 10-21,13-14. REACTIONS (lb/size) 16=120210-5-8, (mm. 0-1-8), 22=3147/0-3-8, (mm. 0-3-6), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 28=1655/0-5-8, (mm. 0-1-13) WEBS 1Row at mid pt 6-23,8-22.10-22 Max Horiz 28=-227 (LC 5) MiTek recommends that Stabilizers and required cross bracing be I Max Uplift 16=-558 (LC 4), 22=-1205 (LC 4), 28=-781 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray 16=1242 (LC 9), 22=3178 (LC 7), 281692 (LC 8) 1 Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-33=-138/637,1-33=-138/644,1-34=-353/1068,2-34=-353/1102, 2-35=1293/349,35-36=-1209/349, 36-37=-1208/349, 337=_1141/349, 5-26=-1/402, 4-5=-385/101, 5-39=-2537/1014, 39-40=-2537/1014, 6-40=-2537/1014, 6-41 =-721/223, 41-42=-721/223, 7-42=-721/223, 7-8=-721/223, 843=-864/2446, 9-43=-864/2446, 9-44=864/2446, 10-44=-864/2446, 10-21=-38/350, 12-46=-877/322, 13-46=-968/322, 13-47=-1648/619, 14-47=-1648/619, 14-48=-1764/636, 15-48=-1825/636, 15-49=-2128/781, 16-49=-2176/781, 16-50=-2139/718, 16-50=-2156/718 BOT CHORD 1-51=-563/129, 1-51=-5621129, 1-52=-986/363, 52-53=-986/363, 28-53=-986/363, 28-54=-986/220, 27-54=-986/220, . 27-55=-935/2638, 26-55=-935/2638, 26-56=-973/2710, 25-56=-973/2710, 24-25=-973/2710, 24-57=-811/2537, 23-57=-811/2537, 23-58=-23/731, 22-58=-231731, 22-59=-626/259, 21-59=-626/259, 21-60=-620/224, 20-60=-620/224, 19-20=-620/224, 19-61=-429/1717, 18-61 =-429/1717, 18-62=-612/1974, 16-62=-612/1974, 16-63=-604/1962, 16-63=-604/1961 WEBS 12-19=-99/503,13-19=-1052/430,13-18=-263/126,14-18=-1581539, 2-28=-1477/644, 2-27=-589/1549, 327=143/575, 3-5=-1208/520, 5-27=-1734/681, 10-19=-304/1093, 10-12=-967/424, 5-24=.-486/179, 6-24=-74/391, 6-23=-2198/873, 8-23=-344/970, 8-22=-3159/1204, 9-22=-530/176, 10-22=-2381/930, 15-18=-574/239 NOTES 1) Unbalanced roof live loads have been considered for this design. O 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.Opsf; BCOL=0.opst; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0- rior(1) 5-9-13 to 8-11-15, Exterior (2)8-11-1510 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 40-11-9, Interior (1) 40-1 1-9 to 474- IF $&o- 0-2-11; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. t '".' 44, <, This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '-. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid ttween the bottom any other members. - (S 0fl 70 rM ° A plate rating reduction of 20% has been applied for the green umber members. - Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 16, 781 lb uplift at joint 1205 lb uplift at joi * . 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel p g the Chord on Chord, nonconcurrent with any other live loads. I t\_ Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOp c This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncreasel .25 Uniform Loads (lb/ft) Continued on page 2 I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB04 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:44 Page: 2 ID:oTVMEXcvgzRGRUn16uXwM7y8cIi-PdwIV9iDd4i 1NJD4WWq8l2dYZKV8k44iiC1fALy4PQH Vert: 14=-74, 5-39=-74, 39-41-123(F=-49), 10-41=-74, 11-13-74, 13-14=-74, 14-17=-74, 1-53-30 (F=-10), 16-53=-20 S 1-1 46 I1* . Job Truss I Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AB05 Roof Special 1 2 Job Reference (optional) California Trusframe, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:47 Page:1 ID:CjcnhhIVsxZ8WV?7qzazTLy8cZv-qcbt7AI5w?4cEnyfceOrvgF5EXazxZ98OAGJngy4PQE 03404 0640 8-12 10.8-1I -. ----- EMMMMMM II _____•.5$5fr___.5I.'.3If. -.- pC,1.2I fll.:.. 0-2-12 lee Camber = 1/4 in Is Scale = 1:100.7 Plate Offsets (X, Y): [15:0-3-0,0-24],[18:04-11,Edge],[20:0-0-4,Edge],(24:0-7-0,0-5-01, [27:04-0,0-4-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (l c) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.08 20-21 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.30 20-21 >999 240 BCLL 0.0 Rep Stress lncr Yes WB 0.47 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH Wind(LL) 0.07 20-21 >999 240 Weight: 701 lb FT = 20% LUMBER -- BRACING TOP CHORD 2x4 OF No.2 G(i) Except T2:2x4 DF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, BOT CHORD 2x6 DF No.2 G(1) Except B4:2x6 DF SS G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-30, 5-10, WEBS 2x4 OF Stud/STD G(3)Except W19:2x6 DF No.2 G(1) 10-25,14-15. REACTIONS (lb/size) 18=3080/0-5-8, (mm. 0-1-12),26=3424/0-3-8, (mm. 0-1-14), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 32=1605/0-5-8, (mm. 0-1-8) Max Horiz 32=-223 (LC 5) O Max Uplift 18=-1368 (LC 4), 26-1314 (LC 4), 32761 (LC 4) Max Gray 18=3247 (LC 7), 26=3482 (LC 7), 32=1645 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-37=-179/712, 1-37=-179/719, i-38=-353/1069, 2-38=-353/1103, 2-39=-12221318, 3940=-1138/318, 4041=-1138/318, 341=-1071/318.5-30=-2/404,4-5=-386/101, 5-43=-2176/859,43-44=2176/859,6-44=-2176/859,6-45=-354/41 1, 45-46=-354/4111, 746=-354/411, 7-8=-354/411, 8-47=-104012910, 9-47=-1040/2910, 9-48=-1040/2910, 10-48=-1040/2910, 10-25=-49/331, 12-50=-994/392,13-50=-1 111/392, 1351=3434/1297,14-51 =-3471/1297, 14-52=-3388/1289, 15-52=-3388/1289, 15-53=-3668/1375, 16-53=-3701/1375,16-54=4521/1716, 17-54=4561/1716, 17-55=-5089/1905, 18-55=-5113/1905, 18-56=4832/1789, 18-56=4847/1789 . BOT CHORD 1-57=-634/169, 1-57=-633/168, 1-58=-986/363, 58-59=-986/363, 32-59=-986/363, 32-60=-986/215, 31-60=-986/215, 31-61 =_827/2357, 30-61=-827/2357, 30-62=-861/2415, 29-62=-861/2415, 28-29=-861/2415, 28-63=-663/2176, 27-63=-663/2176, 27-64=403/363, 26-64=-403/363, 26-65=-715/310, 25-65=-715/310, 25-66=-708/277, 24-66=-708/277, 23-24=-708/277, 23-67=479/1845, 22-67=479/1845, 22-68=-963/3050, 21-68=-963/3050, 21-69=-1580/4463, 20-69=-1580/4463, 20-70=-158014463, 18-70-1580/4463, 18-71=-1554/4401, 18-71=-1554/4400 WEBS 1223=_193/634, 14-22=-20121823, 14-21=-276/681, 15-21=-520/1459, 2-32=-1431/624, 231=560/1482, 3-31=-1121526, 3-5=-1121/486, 5-31=-1516/587, 10-23=432/1430, 10-12=-i 1351483, 13-23=-1279/504, 13-22=-783/2033, 5-28=-538/220, 6-28=-94/420, 6-27=-2269/898, 8-27=-363/1021, 8-26=-3190/1215, 9-26=-5321178,10-26=-2790/1075, 16-21=-1369/572, 17-20=-491/1363 . NOTES 2-ply truss to be connected together with 1 O (0.131"x3") nails as follows: %OF ESSI0A Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. D 44 (<to Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 -3 rows staggered at 0-2-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to p 69 ions have been pu distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. C 89385 Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCOLO.opsI; h25ft; Cat. II; Exp C; Enclosed; C-C Es io )0-0-0 to 5-9-13, In o 1 5-9-13 to 8-11-15, Exterior (2) 8-11-15 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2)35-3-101040-11-8, Interior (1)40-11-8 to - , Exterior (2) 49-4 - 1; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 6,P Provide adequate drainage to prevent water ponding. IVt't.. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1368 lb uplift at joint 18, 761 lb uplift at joint 32 and 1314 lb uplift at joint 26. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/WI 1. 0 Continued on page 2 Job M31948 I Truss AB05 Truss Type f Roof Special Qty 1 Ply 2 M31948-OAKMONT-OF-CARLSBAD- ROOF Job Reference (optional) California Trusfrâme, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:47 Page: 2 IO:CjcnhhlVsxZ6WV?7qzazTLy8CZv-qCbt7Al5w?4cEnyfCeOrvgF5EXazxZ98OAGJngy4PQE 11) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 0 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2321 lb down and 923 lb up at 55-104 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 14=-74, 543=-74, 43-45-123(F=-49), 1045-74, 11-14-74, 14-15=-74, 15-19-74, 1-59-30 (F-10), 18-59-20 . Concentrated Loads (lb) Vert: 20=-2104 (F) 4 0 0 oF ESS <D4 7 v I((I ( C89384) 9 0 Job I Truss ss Type Qty 31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ADO1 FHiup 1 Nly-J'ob Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:50 - -- Page: 1 ID:DV5534CbmEP?2?PTjwt?Orny8DI-tp-EnH0mCn_DwSB5EgEtmxYXJtbXlan8pJb48uzO?y4PQB 30-1-10 30-1.14 .2.04 4.4.12 10.4-13 LIlO 10.0-14 30.1-0 30.7-2 10.1042 11-440 NiMMMUNNE1 ME== IMENNEEnw-''o 4.0.14 0.10 2.1.14 Camber = 3/8 in e Scale 2 1:100.9 Plate Offsets (X, Y): [5:0-0-13,0-1-8], [6:0.6-0,0.2.121, [11:0-5-0,0-2-8], [13:0-0-13,0-1-8], [15:0-4-0, Edge], [24:0-0-8,0-6-14], [25:0-3-8,0-2-0] Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.81 Vert(LL) .0.14 27.29 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.70 Vert(CT) .0.53 27-29 >603 240 BCLL 0.0 Rep Stress lncr Yes WB 0.96 Horz(CT) -0.03 18 nla n/a BCOL 10.0 Code 18C20151TP12014 Matrix-MSH Wind(LL) 0.09 27-29 >999 240 Weight: 332 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4:2x4 OF No.1 &Btr G(i) TOP CHORD Structural wood sheathing directly applied or 3-1-90c puilins, BOT CHORD 2x6 OF No.2 G(1) except end verticals, and 2-0-0 oc purlins (2.10-2 max.): 6-29, 6-12, WEBS 2x4 OF Stud/STD G(3) Except W9:2x4 OF No.2 G(1) 12-22. OTHERS 2x6 OF No.2 G(i) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 18=1103/ Mechanical, (mm. 0-1-8), 31=1869/0-5-8, (mm. WEBS 1 Row at mid pt 12-14 0-2-0), 32=2444/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 31=363 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 18=434 (LC 4), 31=-939 (LC 4), 32=-916 (LC 4) Installation guide. Max Gray 18=1127(LC 7), 31=1876 (LC 8), 32=2450 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-42=-598/862,2-42=-598/869,2-43=-805/1307,4344=-805/1317, 344=-805/1329, 3-45=-1132/214,4546=-1047/214, 4-46=-1047/214, 6-29=-26/303, 5-6=-383/98, 648=-309211229, 7-48=-3092/1229, 7-49=-324711262, 849=-324711262, 8-9=-2708/1027, 9-50=-2708/1027, 10-50=-2708/1027, 10-51=-1505/554, 11-51=-1505/554, 11-52=-170/644, 1252=170I644, 12-22=0/386, 14-54=-1104/502, 54-55=-11671502, 15-55=-1172/502, 1516=_1246/502, 16-56=-1859/728, 56-57=-1908f728, 17-57=-19421728,17-58=-2170/840, 18-58=-2223/840 . BOT CHORD 2-59=-772/616,2-59=-771/6116, 2-60=-1197/838,60-611=-11197/838, 31-61=-1197/838, 31-82=-1 197/474, 30-62=-1197/474, 30-63=-1139/3121, 29-63=-1 139/3121, 29-64=1210/3339,28-64=-1210/3339,27-28=1210/3339, 27-65=-976/2745, 26-65=-976/2745, 26-66=-503/1505, 25-66=-503/1505, 25-67=-459/189, 2467=459/189, 23-68=-542/1447, 22-68=-542/1447, 21-22=-600/1432, 21-69=-600/1432, 20-69=-600/1432, 20-70=-571/1734, 19-70=-571/1734, 19-71=-728/1990, 18-71=-728/1990 WEBS 1223=2212/856, 14-20=-274/796, 16-20=-821/314, 16-19=-84/518, 3-31=-1694/839, 4-30=-66/641, 6-30=-2160/825, 4-6=-i 138/409, 3-30=-904/1874, 17-19=-504/179, 12-20=-649/322, 12-14=-1291/614, 7-29=-454/142, 7-27=-270/122, 8-27=-2641750, 8-26=-596/248, 10-26=-533/1438, 10-250-913/359, 11-25=-779/2172, 11-32=-429/218, 24-32=-4/367, 11-32=-4/367, 23-32=40211055, 11-32=-40211055 .NOTES Unbalanced roof live loads have been considered for this design. OFESSI Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterio 1} 1) 3-6-3 to 6-11-3, Exterior (2) 6-11-3 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 43-2-3, Interior (1)43-2-3 to 50-1-1 cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=i .60 i c Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LLJ This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wi ad it betv)ee any other members. * * . 6) A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o A. . Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 939 lb uplift at joint 31, 434 lb uplift at joint 18 a 1 1p ttii This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the op hord and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the Orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. Continued on page 2 Job I Truss I Truss Type . Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AD01 Hip 1 1 Job Reference (optional) (.arltomla Trustrame, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:50 Page: 2 ID:DV5534CbmEP?2?PTjwt?Omy8DI-fp-EnHomCnDwSB5EgEtmxyxJtbxIan8pJb48uzo?y4pQB 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 10 • 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-5=-74, 6-12-74, 13-18=-74, 2-61-30 (F-1O), 24-61-20, 23-35-20 40 0 Job I Truss Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD02 Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:53 Page: 1 ID:Yw83gNx3kQqTGRq4yaR01y8DOj-fMz8OEpsWrrIyiPpVvvF9xv6nycvLAo1 n6je?Ky4PQ8 $54.12 as-i-ia Ga-12 44.14 014 54.4 s_i Camber = 3/8 in . Scale = 1:100.9 Plate Offsets (X, Y): Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.13 28-30 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.49 28-30 >645 240 BCLL 0.0 Rep Stress lncr Yes WB 0.91 Horz(CT) -0.03 18 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.09 28-30 >999 240 Weight: 333 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) *Except* T4:2x4 DF No.1 &Btr G(i) TOP CHORD Structural wood sheathing directly applied or 3-1-90c purbins, 601 CHORD 2x6 DF No.2 G(i) except end verticals, and 2-0-0 oc purlins (2-11-1 max.): 6-30, 6-12, WEBS 2x4 DF Stud/STD G(3) *Except* W9:2x4 DF No.2 G(i) 12-22. OTHERS 2x6 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 181105/ Mechanical, (mm. 0-1-8), 32=1870/0-5-8, (min. WEBS 1 Row at mid pt 12-14 0-2-0), 332441/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 32=330 (LC 4) installed during truss erection, in accordance with Stabilizer • Max Uplift 18=425 (LC 4), 32=-938 (LC 4), 33=-926 (LC 4) Installation guide. Max Gray 18=1121 (LC 7), 32=1877 (LC 8), 33=2456 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 243=-598/862, 243=-598/869, 244=-804/1306, 4445=-804/1316, 345=-804/1329, 3-46=-1133/213, 4647=-1048/213, 447=-1048/213, 6-30=-21/307, 5-6=-383/105, 649=-3035/1259, 749=-3035/1259, 7-50=-3184/1290, 8-50-3184/1290, 8-9=-2615/1063, 9-51=-2615/1063, 10-51=-2615/1063, 10-52=-1461/607, 11-52=-1461/607, ii-53=-89/556, 12-53=89/556,12-22=41/522, 14-55=-1085/477, 55-56=-1 148/477, 15-56=-1153/477, 15-16=-1227/477, 16-57=-1845/706, 57-58=-1893/706, 17-58=-1927/706, 17-59=-2155/818,18-59=-2208/818 . BOT CHORD 2-60=-772/616, 2-60=-771/616, 2-61=-1197/837, 61-62=-1197/837, 32-62=-1197/837, 32-63=-1197/507, 31-63=-1 197/507, 31-64=-109213010, 30-64=-1092/3010, 30-65=-11 165/3221, 29-65=-1 165/3221, 28-29=-1165/3221, 28-66=-938/2650, 27-66=-938/2650, 27-67=-482/1461, 26-67=482/1461, 26-68=-433/184, 25-68=-433/184, 23-24=-519/214, 23-69=-553/1444, 22-69=-553/1444, 21-22=-583/1419, 21-70=-583/1419, 20-70=-583/1419, 20-71=-550/i 721, 19-71=-550/1721, 19-72=-708/1977, 18-72=-70811977 WEBS 12-23=-2253/890, 14-20=-274/782, 16-20=-824/316, 16-19=-87/521, 3-32=-1694/838, 3-31=-903/1874, 4-31=-74/625, 6-31=-2067/816, 4-6=-i 145/425, 17-19=-503/180, 12-20=-640/329, 12-14=-1289/621, 7-30=-441/139, 7-28=-271/124, 8-28=-258/727, 8-27=-595/249, 10-27=-518/1394, 10-26=-916/361, 11-26=758/2111, 11-33=-447/188, 25-33=-4/367, 11-33=-4/367, 24-33=408/1053,11-33=-40811053 NOTES Unbalanced roof live loads have been considered for this design. OF ESSi Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterio i 1) 3-6-3 to 6-11-3, Exterior (2) 6-11-3 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 43-2-3, Interior (1)43-2-3 to 50-1-1 . cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL 1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wi it betv)€ePt any other members. . 6) A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. 'P Bearing at joint(s) 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o A. q. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 32, 425 lb uplift at joint 18 a bp gttt This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the op hord and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. Continued on page 2 IJob I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD02 Hip 1 1 Job Reference (optional) California Truaframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:53 Page: 2 ID:Yvw83gNx3kQqTGRq4yaR01y800}.IMz8OEpsWnlyiPpYvVF9xV6nycVLAo1 n6ie?Ky4PQ8 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncreasel .25 Uniform Loads (lb/if) Vert: 1-5=-74, 6-12=-74,13-18-74. 2-62=-30 (F=-10), 25-62=-20, 24-34-20 40 C BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purtins, except end verticals, and 2-0-0 oc purlins (3-3-3 max.): 6-26, 6-11. 11-21. REACTIONS (lb/size) 17961/ Mechanical, (mm. 0-1-8),22=2735/0-3-8, (mm. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 0-2-15), 28=1735/0-5-8, (mm. 0-1-14) WEBS 1 Row at midpt 9-22 Max Horiz 28=352 (LC 4) MiTek recommends that Stabilizers and required cross bracing be I Max Uplift 17=-375 (LC 4), 22=-1029 (LC 4), 28=-885 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray 17=1004 (LC 9), 22=2744 (LC 7),28=1761 (LC 8) Installation guide. LUMBER TOP CHORD 2x4 DF No.2 G(1) *Except* T4,T2:2x4 DF No.1 &Btr G(1) BOT CHORD 2x6 DF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) 0 Job Truss I Truss Type Qty I Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD03 Hip 1 Job Reference (optional) California Trusframe, L-C, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:57 Page: 1 ID:Jn7lfzOodjoLYHndZbSUa?y807j-X7CtBbsNa4LBQJjank2CJngngZzlHzYchkhr85y4PQ4 01 .2.0.0 4.0.12 10.4.13 14.114 20.2.1 25-8-7 30-10.12 30.1.14 40-110 47.4.11 80.11.8 88.4.0 j5 4-0-la 8-Il-I 4.8-Il 8.3.0 8.4.0 840 403 8.0.11 12 8-0-2 11 4o 4.9 4614 30 12 16 31 49 612 so 84 4Z 4" 12 30.10.12 354M0 II 15.4.13 144-12 23-2.4 4 204.7 0-0.12 3.44 4.3-2 Camber = 114 in Scaler 1:98.1 Plate Offsets (X, Y): [5:0-0-130.1-8], [6:0-640-3-01, [12:0-0-13,0-1-8], [14:0-4-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.88 Vert(LL) -0.11 24-26 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.39 24-26 >804 240 BCLL 0.0 Rep Stress lncr - Yes WB 0.99 Horz(CT) 0.05 17 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.06 24-26 >999 240 Weight: 328 lb FT = 20% FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-598/863, 2-34=-598/869, 2-35=-806/1309, 35-36=-806/1318, 336=806/1331, 3-37=-957/132, 37-38=-873/132, 4-38=-8721132, 5-6=-384/99, 640=-2267/892, 740=-2267/892, 7-41=-21291748, 8-41=-21291748, 8-9=-2129/748, 9-42=-804/2174, 10-42=-804/2174, 1043=-804/2174, 1143=-804/2174, 11-21=-27/342, 13-45=-773/351, 45-46=-846/351, 1446=-853/351,14-15=-937/351,1547=-1545/584, 4748=-11600/584,11648=-1641/584, 1649=-18761698,1749=-11936/698 BOT CHORD 2-50=-773/616, 2-50=-7721616, 2-51=-1198/839, 51-52=-i 198/839, 28-52=-i 198/839, 28-53=-1 1981487, . 27-53=-i 198/487, 27-54=-798/2293, 26-54=-798/2293, 26-55=-690/2129, 25-55=-690/2129, 24-25=-690/2129, 24-56=-821690, 23-56=-821690, 23-57=-821690, 22-57=-821690, 22-58=-405/379, 21-58=405/379, 20-21=-398/391, 20-59=-398/391, 19-59=-398/391, 19-60=-437/1477, 18-60=437/1477,18-61 =-598/117311,117-61 =-598/17311 WEBS 13-19=-105/521, 115-119=-8311/320,15-18=-91/527, 3-28=-1579/785, 3-27=-826/1708, 4-27=-19/501, 6-27=-15621553, 4-6=-921/321 11-19=-159/741, 11-13=-959/438, 16-18=-509/183, 10-22=-531/174, 11-22=-2299/904, 9-22=-2778/1022, 7-24=-534/247, 7-26=-156/503, 9-24=-657/1722, 9-23=0/373 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-0-11 to 3-6-3, Interior (1) . 3-6-3 to 6-11-3, Exterior (2) 6-11-3 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 43-2-3, Interior (1)43-2-3 to 50-1-10, Exteri 5-8-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL= 1.60 0%OF ESSi0 Provide adequate drainage to prevent water ponding. <' ' AD j This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid % " 44, f 'teen the botto $ any other members. .. . A plate rating reduction of 20% has been applied for the green lumber members. C.15 C 89385 Irm Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 17, 885 lb uplift at joint 1029 lb uplift at joi * .9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI i. This truss has been designed for a moving concentrated load of 250.0Ib live and 80.01b dead located at all mid panels and at all panel p g the Chord Chord, nonconcurrent with any other live loads. I tL. r Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, tOp c This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI i. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=i .25, Plate lncreasel .25 Uniform Loads (lb/if) Continued on page 2 LI Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD03 Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:32:57 Page: 2 ID:Jn7Ifz0odioLYHndZbSUa?y8D7i-X7CtEbsNa4LBQJjankZCJngngZzlHzYchkhr85y4PO4 Vert: 1-5=-74, 6-11 =-74, 12-17=-74, 2-52=-30(F=-10), 29-52=-20 . 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD04 Hip 1 I i Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek industries, Inc. Mon Dec 28 12:32:59 Page: 1 ID:edkkPj4_50060mX_RD0S6Ky8CVc-TWKPfHud5hbvgdszv9c9PCl7XNd?ltev92AyCzy4PQ2 441-12 10.415 14-I14 .2.1 am.., mp_i.,A an.ta a.., 44.74 . 40 0.5-12 6-4-6 4.8-2 Camber = 3116 in Scale = 1:95 Plate Offsets (X, Y): [4:0-0-13,0-1-8], [7:04-0,Edgej, [8:0-3-8,0-1-8], [11:0-0-13,0-1-8],[16:0-2-14,0-2-0] Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Ic 0.86 Vert(LL) -0.14 17-32 >999 360 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.44 17-32 >676 240 BCLL 0.0 Rep Stress Incr Yes WB 0.95 Horz(CT) 0.06 16 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.05 23-25 >999 240 Weight: 327 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) 'Except' T2,I5:2x4 OF No.1 &6tr G(1) TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, BOT CHORD 2x6 OF No.2 G(1) except end verticals, and 2-0-00c purlins (3-10-7 max.): 5-25, 5-10, WEBS 2x4 OF Stud/STD G(3) 10-20. REACTIONS (lb/Size) 16=956/ Mechanical, (mm. 0-1-8), 212776/0-3-8, (mm. 601 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 0-2-15),27=1 546/0-5-8, (mm. 0-1-11) WEBS 1 Row at midpt 8-21 Max Noriz 27=-214 (LC 5) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 16=-360 (LC 4), 21=-1072 (LC 4), 27=-747 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray 16=1001 (LC 9), 21=2780 (LC 7),27=1574 (LC 8) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-33=-1321638, 1-33=-132/645,1-34=-351/1071, 2-34=-351/1105, 2-35=-1115/290, 35-36=-1045/290, 36-37=-1031/290, 3-37=-1031/290, 5-25=-21406, 4-5=-385/97, 5-39=-18701741, 6-39=-1870/741, 640=-614/186, 740=-614/186, 7-8=-614/186, 8-41=-660/1822, 9-41=-660/1822, 942=-660/1822, 1042=-660/1822, 10-20=0/374, 1244=-756/314, 1344=-825/314,13-14=-877/314,1445=-14051501, 1545=-1449/501,15-46=-1624/587,4647=-1697/587, 1647=-1788/587 BOT CHORD 1-48=-563/125, 1-48=-562/125, 149=-988/359, 49-50=-988/359, 27-50=-988/359, 27-51 =-988/150, 26-51=-988/150, 26-52=-75212010, 25-52=-75212010, 25-53=-776/2048, 24-53=-776/2048, 23-24=-776/2048, 23-54=-600/1870, 22-54=-600/1870, 22-55=-44/614, 21-55=-44/614, 21-56=-347/304, 20-56=-347/304, 19-20=-346/307, 19-57=-346/307, 18-57=-346/307, 18-58=-318/1278, 17-58=-318/1278, 17-59=-478/1569, 16-59=-478/1569 WEBS 12-18=-87/468, 14-18=-741/272, 14-17=-188/654, 2-27=-1361/614, 2-26=-526/1382, 3-26=-66/471, 3-5=-1008/459, 5-26=-1238/467, 10-18=-204/760, 10-12=-888/414, 5-23=474/197, 6-23=-89/399, 6-22=-1516/621, 8-22=-256/732, 8-21=-24621945, 9-21=-526/174, 10-21 =-2045/826, 15-17=-517/225 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDLO.Opsf; BCDLO.0p5f; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 5-6-14, Interior (1) 0 5-6-14 to 6-11-3, Exterior (2) 6-11-3 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 43-2-3, Interior (1)43-2-3 to 50-1-10, Exte 55-8-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 oO SS104 Provide adequate drainage to prevent water ponding. D V4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - " 4/,' <' 'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid "veen the botto d any other members. . S. . A plate rating reduction of 20% has been applied for the green lumber members.LLJ Refer to girder(s) for truss to truss connections. C 89385 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 16, 747 lb uplift at joint 7 1072 lb uplift atjoi 1 * . 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel p g the Chord om Chord, nonconcurrent with any other live loads. I t Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' Op C A 01 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CI) deflection per ANSIITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) I Continued on page 2 Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ADO4 J Hip 1 1 Job Reference (optional) California Trusrame, LLG, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:32:59 Page: 2 ID:edkkPj4_5QD60mX_RD0S6Ky8CVc-TWKPfHud5hbvgdszvgcgPCI7xNd?Itev92Ayczy4pQ2 Vert: 14=-74, 5-10-74, 111674, 1-50-30(F-1O), 30-50-20 10 0 0 0 Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD05 Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:02 Page: 1 ID:soolEglrS9kNwes614nquQy8CRS-u5?YHJwVOczUX4bYal9NOrNeqaejyERMr0Ocply4PQ? 4.1-12 15.4.15 14-11-1 28-S7 88-18.12 88.1.14 18-19.6 14.4.2 48-7-10 58-2.6 *0-14 5-29.1 4.0-fl 5.1.2 5-4.0 5.0.0 *6.4 5021 4.2.2 7014 43 0* bs 31 12 13 5 31 407 34 A~— 49 59 6 52 55 0 7 8 54 7 59 +. 4 5*5. 4 - 80-18-12 0$4-10 44. 11 14-0-12 20-2-1 254-7 4 0.1.t I *8-1* 500 500 04.12 5.4-6 4-5-2 Camber = 3/16 in Scale = 1:95 40 Plate Offsets (X, Y): [4:0-0-13,0-1-8], [7:04-0,Edge], [8:0-3-8,0-1-8], [11:0-0-13,0-1-8], [16:0-2-14,0-2-0], [22:0-3-12,0-4-8] Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 125 TC 0.85 Vert(LL) -0.14 17-32 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.44 17-32 >678 240 BCLL 0.0* Rep Stress lncr Yes WB 0.95 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.04 23-25 >999 240 Weight: 328 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals, and 2-0-00c purlins (3-11-6 max.): 5-25, 5-10, 10-20. REACTIONS (lb/size) 16=955/ Mechanical, (mm. 0-1-8),21=277810-3-8, (mm. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 0-2-15). 27=1546/0-5-8, (mm. 0-1-11) WEBS 1Row atmidpt 8-21 Max Horiz 27=-209 (LC 5) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 16=-360 (LC 4), 21=-1071 (LC 4), 27=-747 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray 16=1000 (LC 9), 21=2781 (LC 7), 27=1574 (LC 8) 1 Installationguide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-33=-1321638, 1-33=-1321645, 1-34=-35011070, 2-34=-350/1104, 2-35=-1115/291, 35-36=-10451291, 36-37=-10311291, 3-37=-10301291, 5-25=-3/407, 4-5=-385197, 5-39=-1815/719, 6-39=-1815/719, 640=-590/179, 740=-590/179, 7-8=-5901179, 8-41=-639/1776, 9-41=-639/1776, 9-42=-639/1776, 10-42=-639/1776, 10-20=0/378, 1244=-763/317, 13-44=-8321317, 13-14=-884/317, 1445=-1403/501, 1545=-1447/501, 15-46=-1623/588, 46-47=-1695/588, 1647=-1786/588 BOT CHORD 1-48=-563/125, 1-48=-562/125, 1-49=-988/359, 49-50=-988/359, 27-50=-988/359, 27-51=-988/155, 26-51=-988/155, 0 26-52=-723/1952, 25-52=-723/1952, 25-53=-746/1987, 24-53=-746/1987, 23-24=-746/1987, 23-54=-575/1815, 22-54=-575/1815, 22-55=-38/597, 21-55=-38/597, 21-56=-335/290, 20-56=-335/290, 19-20=-335/293, 18-57=-335/293, 18-58=-318/1276, 17-58=-318/1276, 17-59=-478/1568, 16-59=-478/1568 WEBS 12-18=-85/461,14-18=-7371271,14-17=-188/656, 2-27=-1361/614,2-26=-526/1381, 3-26=-57/454, 5-26=-1180/443, 3-5=-1001/456, 10-18=-2101767, 10-12=-883/414, 15-17=-517/225, 5-23=464/192, 6-23=-89/400, 6-22=-1487/607, 8-22=-2561734, 8-21=-2409/923, 9-21=-526/174, 10-21=-2009/81 1 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h25ft: Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 5-6-14, Interior (1) . 5-6-14 to 6-11-3, Exterior (2) 6-11-3 to 14-9-12, Interior (1) 14-9-12 to 35-3-10, Exterior (2) 35-3-10 to 43-2-3, Interior (1)43-2-3 to 50-1-10, Exte 55-8-8• cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 SS/o Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. psI <.'' u D '-' " 44 <' 'been * This truss has been designed for a live load of 20.opsI on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid the botto'c $ any other members. . A plate rating reduction of 20% has been applied for the green lumber members. COD C 89385 Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 16, 747 lb uplift at joint 7 1071 lb uplift at joi 1 * . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This for truss has been designed a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel p g the Chord V- Chord, nonconcurrent with any other live loads. I Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom Chord. £ OF c This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel .25, Plate Increase=1.25 Uniform Loads (lb/ft) Continued on page 2 LUMBER TOP CHORD 2x4 OF No.2 G(1) *Except* T2,T5:2x4 DF No.1 &Btr G(1) BOT CHORD 2x6 OF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) I Job I Truss Truss Type Qty I Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AD05 Hip 1 1 Job Reference (optional) (alifomia Trusirame, LLG, Hughson, Heiden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:02 Page: 2 ID:sooIEgIrS9kNwes614nquQy8CRS-u5?YHJwvOczux4bvaIgNorNeqaejyERMroQcpIy4pQ? Vert: 14=74, 5-10=-74, 11-16=-74, 1-50=-30(F=-1O), 30-50=-20 Li Job uss I Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 rArEO1 Roof Special 1 1 J Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:06 Page: 1 lD:AdcCKwi_OrTGWl8UcgBVSy8Fqr-IghhvKz0hXL2OYK7FQj4eT?AaomL9bBoxdGPdy4ppy 6-0-0 12-10-12 43-4-4 4741-0 -2-3-0 4.6-12 9-6-0 16-2-4 25-15-1 25-7-11 30-6-4 36-3.4 03.6-0 45.6-0 Mmm wom M~11 M1111111 OEM Er 3-6-0 3-0-5 3-10-6 Camber= 11/16 . Scale = 1:87.4 Plate Offsets (X, Y): Loading (psfl Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.25 25-27 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.95 25-27 >444 240 BCLL 0.0 Rep Stress lncr Yes WB 0.95 Horz(CT) 0.13 21 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MSH Wind(LL) 0.17 25-27 >999 240 Weight: 290 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4,T6,T5:2x4 OF No.1 &Btr 0(1) TOP CHORD Structural wood sheathing directly applied or 3-4-20c purlins, BOT CHORD 2x6 OF SS G(1) except end verticals, and 2-0-0 oc purlins (2-7-11 max.): 4-5, 8-27, WEBS 2x4 OF Stud/STD 0(3) 8-14, 14-20. REACTIONS All bearings 0-5-8. except 18=0-6-15, 190-0-7(input: 0-0-1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. (lb) - Max Horiz 2=241 (LC 4) WEBS 1 Row at midpt 10-23,12-21 Max Uplift All uplift 100 (lb) or less at joint(s) 19 except 2=-689 (LC 4) MiTek recommends that Stabilizers and required cross bracing be 18=485 (LC 8), 21=-1323 (LC 4) installed during truss erection, in accordance with Stabilizer • Max Gray All reactions 250 (lb) or less at joint(s) 18 except 2=1610 (LC Installation guide. 8), 19=394 (LC 61), 21=3416 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-3117/1025, 2-34=-3093/1025, 2-35=-3158/1065, 35-36=-3113/1065, 36-37=-3109/1065, 3-37=-3090/1065 3-38=-2799/988, 4-38=-2748/988, 4-39=-2750/1002, 5-39=-2750/1002, 5-40=-2483/887, 6-40=-2407/887, 8-27=-20/327, 7-8=-362/72, 842=4114/1673, 942=4114/1673, 943=-2573/1037, 10-43=-2573/1037, 12-46=-1355/3658, 1346=1355/3658,1347=-1 355/3658,1447=-1355/3658,14-20=0/339,16-18=-527/255 BOT CHORD 249=-li 11/2963, 249=-i 111/2964, 2-50=-li 18/2976, 31-50=-i 118/2976, 31-51=-li 18/2976, 30-51=-ili8/2976, . 30-52=-993/2618, 29-52=-993/2618, 29-53=-1057/2836, 28-53=-1057/2836, 28-54=-1767/4609, 27-54=-1767/4609, 26-27=-1 805/4679, 26-55=-1 805/4679, 25-55=-1805/4679, 25-56=-1 510/4097, 24-56=-i 510/4097, 24-57=-873/2556, 23-57=-873/2556, 21-59=-1787/717, 20-59=17871717,20-60=-1761/689,19-60=-1761/689,19-61=-1761/689, 61-62=-1761/689,18-62=-117611689 WEBS 4-30=-11311586,4-29=-147/582, 5-29=-565/187, 3-31=0/364, 3-30=-603/146,14-18=-660/1902, 9-25=-146/491, 8-25=-747/328, 9-24=-17i21707, 110-24=-313/854, 10-23=-3016/1174. 12-23=-470/1304, 6-28=-916/2345, 5-28=-760/287, 8-28=-2840/1138, 6-8=-2855/1184, 13-21=-520/169, 14-21=-2178/908, 12-21 =-3901/1481 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h25ft; Cat II; Exp C; Enclosed; C-C Exterior (2)- tenor (1) 5) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid een the bottom 'ç5 D 4) This truss has been designed for a io.0 psf bottom chord live load nonconcurrent with any other live loads. 2-2-15 to 3-5-6, Exterior (2) 3-5-6 to 9-6-0, Interior (i)9-6-0 to 11-5-14, Exterior (2) 11-5-14 to 16-0-8, Interior (1) 16-0-8 to 39-7-12, Exterior ntilev left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=i .60 3) Provide adequate drainage to prevent water ponding. any other members. __ 6) A plate rating reduction of 20% has been applied for the green lumber members. 1' C 89385 7) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except at1b) 2-6 485, 21=1 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel poi ttC 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 Chord, nonconcurrent with any other live loads. 0 ii) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Continued on page 2 00 I Job I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AEO1 FRof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:06 Page: 2 lD:jAdcCKw_OrTGWl8UcgBVSy8Fqr-lghhvKzOhXL2OYK7FQj4eT?AaornL9bBoXdGpdy4ppy Uniform Loads (Ib/ft) Vert: 14=-74, 4-5-74, 5-7-74, 8-10=-74, 1045117(F.43), 14-45-74, 15-16-74, 16-17-74, 2-21-20, 21-62-30(F-1O), 186220 0-SIt 2-8-7 8-1-5 1 5-8-10 5-8-10 3-3-11 13-1 -11 = 34 = 44 = 48 4X6 = 5XII 23 F 5 31 21 20 Job I Truss I Truss Type Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AF01 Roof Special [Qty 1 1 Job Reference (optional) euuIornua I rusrrame, LL, rlugnoon, rieaen tstraoa Hun: 8.24 S Jan 6 2020 Print 8240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:08 Page: 1 ID:EFjMIe4Uajbg0XsIA41 HNzy8Spd-iFNpXM?G_SkdF?2iwYGnG6dd0?eVMxREDxrw0yy4PPv 12-8-1 13-2-0 3..94 9.44 131-11 19-19-7 21-11-11 27-8-8 33-3-0 I I II . 40 p ii 1'i 14 iL Jim is x8 sf4 = Sf8 4x8 82-8-8 I 6-2-7 I 12-8-1 I 18-11-1 28-10-2 I 6L 544 Camber = 3/8 in Scale = 1:62.5 Plate Offsets (X, Y): [1:0-1-0,0-1-13], [7:04-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well Ltd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.24 12-13 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.73 12-13 >532 240 BCLL 0.0 Rep Stress Incr Yes WB 0.98 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.07 15-16 >999 240 Weight: 182 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(l) Except Ti :2x4 DF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 OF No.1 &Btr G(1) except end verticals, and 2-0-0 oc purlins: 4-9. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Left: 2x4 DF Stud/Std G . WEBS 1 Row at midpt 8-11 REACTIONS '(lb/size) 1=1518/ Mechanical, (mm. 0-1-8), 10-591/ Mechanical, (mm. I MiTek recommends that Stabilizers and required cross bracing be I 0-1-8), 11=2185/0-3-8, (mm. 0-2-6) installed during truss erection, in accordance with Stabilizer Max Horiz 1=71 (LC 5) 11nsta11ati0n guide. I Max Uplift 1=-581 (LC 4), 10-895 (LC 34), 11-876 (LC 4) Max Gray 1=1540 (LC 7), 10=279 (LC 4), 11=2247 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-3205/1192, 2-20=-3163/1192, 2-21=-2963/1107, 21-22=-2907/1107, 3-22=-2850/1107, 3-23=-2446/962, 4-23=-2387/962, 4-24=-2208/906, 5-24=-22121906, 5-25=-2286/894, 25-26=-2286/894, 6-26=-2286/894, 6-7=-1389/552, 7-8=-1389/552, 9-10=-139/412 BOT CHORD 1-29=-1087/2840, 16-29=-1087/2840,16-30=-908/2476,15-30=-908/2476, 15-31=-799/2296,114-31=-799/2296, 13-14=-799/2296,13-32=-666/1999, 32-33=-666/1999, 33-34=-666/1999,12-34=-666/1999,12-35=-350/1186, 11-35=-350/1186 WEBS 5-15=-413/114, 5-13=-281/135, 6-13=-134/483,6-12=-1047/414, 8-12=-304/952, 2-16=-421/155, 3-16=-81/562, 4-115=-314/852, 3-15=-589/267, 9-11 =-591/236, 8-11 =-I 867/672 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-5-8 to 4-0-15, 1nterior(1) 4-0-15 to 8-5-2, Exterior (2) 8-5-2 to 17-10-0, Interior (1) 17-10-0 to 30-2-14, Exterior (2) 30-2-14 to 33-6-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will U5 rd and any other members, with BCDL = 10.0p5f. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 1, 895 lb uplift at joint lb uplift at joint This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.Olb dead located at all mid panels and at all panel Chord, nonconcurrent with any other live loads. * Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. IV III. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AF02 California 1 1 I Job Reference (Optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:11 Page: 1 ID:ivGKVlef3GWCahWQi?yOVmy8HyG-7q2yAO19HN6C6TnGthpuukF9BCjy2Mzgvv4bcHy4PPs 1-3-8 6-11-8 13-11-1 14-5-0 1-14 24-8 10-3-9 14411 19-10-0 25-8-15 33-3-0 fl . Camber = 114 in Scale = 1:67.4 Plate Offsets (X, Y): [2:0-3-00-2-4], [6:0-3-2,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) lldefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.14 15-16 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.51 15-16 >759 240 BCLL 0.0* Rep Stress lncr Yes WB 0.76 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.05 15 >999 240 Weight: 272 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, BOT CHORD 2x4 OF No.1&Btr G(1) except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-3, 6-9. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. OTHERS 2x4 OF Stud/STD 0(3) WEBS 1 Row at mid pt 6-13, 7-12, 8-11 REACTIONS (lb/size) 10=418/ Mechanical, (mm. 0-1-8), 112002/038, (mm. 0-2-5), MiTek recommends that Stabilizers and required cross bracing be 181514/ Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Horiz 18=63 (LC 5) Installation guide. • Max Uplift 10=-907 (LC 38), 11-783 (LC 4),18=-550 (LC 4) Max Gray 10=197 (LC 4), 112168(LC 7), 181527(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-49=-2488/896, 3-49=-2488/896, 3-50=-2850/1035,4-50=-2819/1035, 4-51=-2865/1044, 5-51=-2811/1044, 5-52=-2291/882, 6-52=-2247/882, 6-53=-2062/821, 53-54=-2062/821, 7-54=-20621821, 7-55=-1496/598, 8-55=-1496/598, 8-56=-422/447,1-18=-383/57 BOT CHORD 18-57=-428/1 191. 17-57=-428/1 191, 17-58=-940/2690, 16-58=-940/2690, 16-59=-808/2345, 15-59=-808/2345, 15-60=-673/2043, 14-60=-673/2043, 13-14=-673/2043, 13-61=-644/1998, 12-61 =-644/1998, 12-62=-420/1411, . 62-63=-420/1411, 63-64=A20/1411,11-64=-420/1411 WEBS 2-17=-633/1835, 3-17=-1215/453, 7-13=-134/368, 6-13=-352/284, 7-12=-833/317, 8-12=-218/745, 4-16=-402/127, 4-17=-354/331, 5-16=-128/617, 5-115=-539/2110,2-118=-11760/620, 6-15=-163/625, 9-1 1=460/188, 8-11=-1946/694 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 2-14 to 4-9-0, Interior (1)4-9-0 to 12-3-1, Exterior (2) 12-3-1 to 19-6-9, Interior (1) 19-6-9 to 31-6-8, Exterior (2) 31-6-8 to 35-0-12; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss Only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details licable, or consult . qualified building designer as per ANSI/TPI 1. r Provide adequate drainage to prevent water ponding. %O SiOjp Gable studs spaced at 1-4-0 oc. ( gp D ' This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % 44i <t' * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid we en the botto _ d any other members, with BCDL = 10.Opsf. A plate rating reduction of 20% has been applied for the green lumber members. LLJ C 89385 Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 lb uplift at joint 10, 550 lb uplift at joint 783 lb uplift at join . * .11) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel p th €hor om Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist dra sOr dXi rd from 0-0-0 to 33-3-0 for 63.9 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. Continued on page 2 S Job I Truss s Type I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 Qty Ply AFO2 FCr1u ifornia 1 1 I I Job Reference (optional) I California Truafrarne, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:33:11 Page: 2 ID:ivGKVlef3GWCahWQj?yOYrny8HyG-7q2yAO19HN6C6TnGchpUukF9BCjyZMZgvv4bcHy4PPs 16) 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between 5 each notch. LOAD CASE(S) Standard S C C . [1 S S I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AF03 Roof Special 1 I 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:14 Page: 1 ID:4Ghm_ELbHgezuR8aMXKty8HoK-XPk4oP41ZIUnzwWrHpNBvNffeSmgb7ctIFDcy4Ppp 4-1-8 2-7-8 8469 14-2-11 10-2.1 22-11-8 27.0-1 . 4-7-11 0-8-8 Camber= 11/16 Scale = 1:67.2 Plate Offsets (X, Y): 12:0-3-0,0-241 (6:0-3-8,Edgej, [8:0-3-8,0-1-8], [9:0-3-8,0-2-8], (13:0-3-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI L DEFL in (lc) Well L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.25 16-17 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.93 16-17 >418 240 MT18HS 220/195 BCLL 0.0* Rep Stress lncr Yes WB 0.93 Horz(CT) 0.24 12 n/a n/a BCDL 10.0 Code 16C2015/TP12014 Matrix-MSH Wind(LL) 0.16 16-17 >999 240 Weight: 190 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T4:2x6 OF SS G(1) TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4 OF No.1 &Btr G(1) and 2-0-00c purlins (3-9-15 max.): 2-3, 6-10. WEBS 2x4 OF No.2 G(1) *Except* W1,W9,W3,W2,W1 4,W1 3:2x4 OF Stud/ BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. STD G(3) WEBS 1 Row at midpt 6-18,9-12 REACTIONS (lb/size) 12=157810-3-8, (min. 0-1-11), 20=1509/ Mechanical, (mm. MiTek recommends that Stabilizers and required cross bracing be 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 20=140 (LC 4) Installation guide. Max Uplift 12=-636 (LC 4), 20-555 (LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-2621/971, 3-22=-2621/971, 3-23=-2722/989, 4-23=-2646/989, 6-25=-4876/1966, 7-25=-4876/1966, 7-26=4105/1619, 26-27=-4105/1619, 8-27=4105/1619, 8-28=-2490/986, 9-28=-2490/986, 10-1 1=-356/227, 1-20=412/93 BOT CHORD 20-31=-746/1755, 19-31=-746/1755, 19-32=-1074/2709, 18-32=-1074/2709,18-33---1911/4806,17-33=-191 1/4806, 17-34=-1921/4827, 16-34=-1921/4827, 15-16=-1893/4866,15-35=-1893/4866,14-35=-1893/4866, 14-36=-1545/4103, 13-36=-1 545/4103, 13-37=-91212485, 12-37=-912/2485 WEBS 3.19_1186/441, 3-18=-537/124, 4-18=-556/1470, 4-6=-2626/1089, 6-18=-2658/1078, 7-16=-61/283, 6-16=-280/312, 7-14=-900/391, 8-14=-180/563, 8-13=-1820/711, 9-13=-317/908, 6-17=0/385, 5-6=-373/80, 2-19=-518/1521, 2-20=-2089/733, 10-12=-340/277, 9-12=-2810/1084 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 2-1-4 to 6-1-0, Interior (1)6-1-0 to 11-8-1, Exterior (2) 11-6-1 to 20-6-7, Interior (1)20-8-7 to 30-8-8, Exterior (2) 30-8-8 to 35-0-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FES 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlffPl 1. (C 89385J rn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 20 and 636 lb uplift at I This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel is\along the Top Chor Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlmn along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI i. LOAD CASE(S) Standard OP CA 0 S Job Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAO- ROOF M31948 M31948 AF Roof Special 1 2 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 62020 Milek Industries, Inc. Mon Dec 28 12:33:17 Page: 1 ID:PH5w9Mdn_Q_BXNe4RL4eKOy8Aev-y_PDOR6wsDsLqOFQyxwu7?VGzdnfz6wZIrXvqxy4PPm S 7-6-0 -2-3-0 6-0-0 11-10-14 16-2-4 21-11-4 28-7-4 88-2-8 8.0-0 - 4-4-14 4-3-6 6-8.15 6-6-1 6-7-4 1-1 2X 9 I X6 26 8 8 12 27 28 26 30 31 22 33 34 IN 15 37 39 35 17 8 4.10 6*8 11-15-14 t 21-11-4 1 28-7-4 lIlt 5-10-14 4-1-10 5-10-11 6-6-1 5-8.0 9g Camber = 1/2 in Scale = 1:68.9 Plate Offsets (X, Y): [2:0-5-3,Edge], [3:0-3-0,0-2-4], [7:0-2-00-3-0], [9:0-3-80-1-8], [18:0-2-12,0-4-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well L/d PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) -0.18 14-16 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.69 14-16 >598 240 BOLL 0.0* Rep Stress lncr NO WB 0.51 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.13 14-16 >999 240 Weight: 411 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T3,T4:2x4 DF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, BOT CHORD 2x6 DF No.2 G(1) *Except* B1:2x8 DF SS G except end verticals, and 2-0-00c purlins (5-6-15 max.): 3-4, 7-10. WEBS 2x4 OF No.2 G(1) *Except* W12,W2:2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 24653/0-5-8, (mm. 0-2-8),12=1798/0-3-8, (mm. 0-1-8) Max Horiz 2=224 (LC 4) Max Uplift 2-2043 (LC 4),112-726 (LC 4) . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-4S13/1748, 2-21=4790/1748, 2-22=-5285/2020, 3-22=-5240/2020, 3-23=4866/1911, 4-23=-4866/1911, 4-24=-3903/1492, 24-25=-3860/1492, 5-25=-3806/1492, 7-27=-6006/2404, 27-28=-6006/2404, 8-28=-6006/2404, 8-29=-3588/1419, 9-29=-3588/1419, 10-11 =-509/101 BOT CHORD 2-32=-1702/4308, 2-32=-170214308, 2-33=-1981/4891, 33-34=-1960/4843, 18-34=-1960/4842, 18-35=-2097/5237, 17-35=-2097/5237, 17-36=-2619/6538, 16-36=-2619/6538, 15-16=-2633/6568, 15-37=-2633/6568, 14-37=-2633/6568, 14-38=-2333/5992, 13-38=-2333/5992, 13-39=-i 347/3581, 12-39=-1347/3581 WEBS 3-18=-590/1647, 5-7=-3915/1611, 5-17=-1030/2642, 4-17=-1918/780, 7-17=-3407/1380, 8-14=-128/484, 7-14=-886/325, 8-13=-2570/1047, 9-13=-335/950, 10-12=-236/427, 9-12=-3803/1480, 7-16=0/387, 6-7=-367/72, 4-18=-765/251 NOTES 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-5-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCOL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 7-6-0, Interior (1) S 7-6-0 to 11-5-15, Exterior (2)11-5-15 to 20-8-14, Interior (1)20-8-14 to 30-6-2, Exterior (2) 30-6-2 to 35-0-12; cantilever left and right exposed; right exposed; Lumber DOL1.60 plate grip DOLi .60 %O S/OA, Provide adequate drainage to prevent water ponding. D '( This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .44. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid t tween the botto d any other members. A plate rating reduction of 20% has been applied for the green lumber members. LAJ r-1 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2043 lb uplift at joint 2 and 726 lb uplift at i1 C 89 85 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S 11) This truss has been designed for a moving concentrated load of 250.0115 live and 80.0115 dead located at all mid panels and at all panel n ong the To m Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IV'-. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3024 lb down and 1315 lb up at 1-9-12 cOIiLYh ign/ selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Continued on page 2 S S Job I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AF04 FROOf Special 1 2 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:17 Page: 2 ID:PH5w9Mdn_Q_BXNe4RL4eKOy8Aev-yPDQR6wsDsLqOFQyxwu7?VGzdnfz6wZIrxvqxy4ppm Uniform Loads (lb/ft) Vert: 1-3=-74, 34-74, 4-6=-74, 7-10=-74, 2-1 1-20 Concentrated Loads (Ib) Vert: 33=-3000 (F) • • I I 0 14-3-0 14-11-6 30-2-4 35-1-14 4-4-12 9-2-15 14-1I-I 20-11-7 ,A..c_la 334-0 U Job I Truss I Truss Type Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 J AG01 California 1 1 Job Reference (Optional) California Trusframe, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:19 Page: 1 lD:VKETH4Zu5OKNzdpacwUoTwy8T3n-uMXzr77AOq633hOp4MzMCQaauRQuR.xwslgooupy4ppk Camber = 1/16 in 0-2-12 0-1-12 . Scale = 1:64.6 Plate Offsets (X, Y): [1:0-0-6,Edge], [4:0-3-9,0-2-5], [16:0-3-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.70 Vert(LL) -0.18 12-13 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.36 12-13 >883 240 BCLL 0.0* Rep Stress lncr Yes WB 0.89 Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MSH Wind(LL) -0.01 11-12 >999 240 Weight: 2921b FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) *Except* T1:2x4 OF No.1 &Btr G(1), T2:2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purtins, (1) except end verticals, and 2-0-0 oc purlins (3-6-14 max.): 4-7. BOT CHORD 2x4 DFNo.1&BtrG(1) BOT CHORD Rigid ceiling directly applied or6-0-oocbracing, Except: WEBS 2x4 OF Stud/STD G(3) Except* W14,W2:2x4 DF No.2 G(1) 10-0-0 oc bracing: 15-16. OTHERS 2x4 OF Stud/STD G(3) WEBS 1 Row at midpt 5-12,6-11 REACTIONS (lb/size) 11=1425/0-3-8, (min. 0-34),17=1495/0-5-8, (min. 0-2-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 17=78 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 11=-739 (LC 4), 17=-750 (LC 4) Installation guide. Max Gray 11=3027 (LC 25), 17=2324 (LC 26) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-46=-53/329, 146=-53/333, 1-47=-342/i 021, 4748=-342/1047, 2-48=-342/1059, 2-49=-2392/334, 349=-2355/329, 3-50=-2940/444, 50-51=-2915/444, 4-51=-2883/444, 4-52=-2993/430, 52-53=-2993/430, 53-54=-2993/430, 54-55=-2993/430, 55-56=-2993/430, 5-56=-2993/430, 5-57=-2332/299, 57-58=-23321299, 58-59=-2332/299, 59-60=-2332/299, 6-60=-23321299, 6-61=-494/588, 7-61=-378/486, 7-62=-295/384, 8-62=-197/313, 9-10=-358/111 BOT CHORD 1-64=-282150, 1-64=-282150, 1-65=-9421347, 17-65=-9421347, 17-66=-942/312, 16-66=-942/389, 16-67=-237/2173, . 15-67=-237/2173, 15-68=-283/2727, 14-68=-283/2727, 13-14=-283/2727,13-69=-245/3068, 12-69=-245/3068, 112-70=-308/1783, 70-71=-126/1783,11-71=-57/1783,11-72=-251/223 WEBS 8-10=-179/406, 4-13=428/622, 5-13=-395/477, 5-12=-1597/296, 6-12=-206/1640, 3-15=-380/861, 2-16=-587/2652, 3-16=-876/231, 7-11 =-526/1 19, 8-11 =-597/208, 6-11 =-3040/396, 4-15=428/325, 2-17=-2181/638 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-0-0 to 3-6-3, Interior (1)3-6-3 to 10-10-9, Exterior (2) 10-10-9 to 17-10-15, Interior (1)17-10-15 to 30-2-4, Exterior (2) 30-24 to 35-0-2; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End le, or consult qualified building designer as per ANSI/TPI 1. %O /O Provide adequate drainage to prevent water ponding. <.5 gtP D <' Gable studs spaced at 1-4-0 oc. ynI 4,_ < This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '.-4Z' I ) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid ttween the bottom any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 739 lb uplift at joint ii and 750 lb uplift at j . * .10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel p th phor om Chord, nonconcurrent with any other live loads. E This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.30) Plate grip DOL(1 .30) Connect truss to resist dra fJ rd from 0-0-0 to 35-1-14 for 56.9 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 410 lb down and 129 lb up at 14-11-1, 313 lb down and 146 lb up at 16-2-12, 313 lb down and 146 lb up at 18-2-12, 313 lb down and 146 lb up at 20-2-12, 342 lb down and 95 lb up at 22-0-12, 306 lb down and 147 lb up at 24-0-12, and 307 lb down and 147 lb up at 26-0-12, and 367 lb down and 63 lb up at 28-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 I Job I Truss Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AGO1 California 1 1 I I Job Reference (optional) I California Trusfrarne, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:19 Page: 2 ID:VKETH4Zu5OKNzdpacwtJoTwy8T3n-uMXzr77AOq633hOp4MzMCQaauRQURxWsl900upy4PPk This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSIITPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 .25 Uniform Loads (lb/ft) Vert: 1-4=-74,4-7=-74, 7-8-74, 8974, 1143-20, 10-11-30(F-10) Concentrated Loads (lb) Vert: 52=58, 53=62, 5562, 56=62, 57=40, 59=64, 60=64 I 0 I JJob Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AHO1 California Girder 1 3 lJob Reference (optional) California Trusframe, LLC, Hughson, Hetden Estrada Runs 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:23 Page:1 ID:7qeqdzL33YaQe6D8FUrMNiy8UOZ-m8nuhuBhS3dvYJiaJC1INGIKH2qgNpyRgno1ay4ppg 11.24 11-114 21-6-0 22-2-12 4-2-2 6-7-6 11-10-11 21-6-5 26-0-10 20-0-4 33-7-0 [J . fl Camber = 1/4 in Scale = 1:63.8 . Plate Offsets (X, Y): (2:0-3-0,0-2-4), [4:0-1-15,0-3-0], (6:0-3-8,Edge], [9:0-3-3,Edge], [11:0-3-0,0-3-8], [16:0-3-8,0-4-01 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 11-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-14 >809 240 BCLL 0.0 Rep Stress lncr Yes WB 0.61 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) - 0.06 12-14 >999 240 Weight: 591 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) Except T2:2x6 DF No.2 G(1) TOP CHORD BOT CHORD 2x6 DF N0.2 G(1) WEBS 2x4 DF Stud/STD G(3) Except* W2:2x4 DF No.2 G(1) REACTIONS All bearings 4-4-0. except 9=0-1 1-13 BOT CHORD (Ib) - Max Horiz 1=-2 (LC 54) Max Uplift All uplift 100 (lb) or less at joint(s) except 1=-2273 (LC 48) Max Gray All reactions 250 (lb)or less at joint(s) 1 except 1711267 (LC 35) Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-17,16-17. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-24=0/3030, 1-24=0/3035, 1-25=0/5209, 25-26=0/5221, 2-26=0/5231, 2-27=-382210, 3-27=-3806/0, 3-28=-6770/0, 4-28=-6747/0, 4-29=-885010, 29.30=.8850/0, 30-31=-8850/0, 5-31=-8850/0, 5-32=-8850/0, 32-33=-8850/0, 33-34=-8850/0, 6-34=-8850/0, 6-35=-9519/0, 7-35=-954210, 736=12202I0, 8-36=-12218/0, 8-37=-1312510, 37-38=-13132/0, 9-38=-13153/0, 9-39=-8327/0, 9-39=-8337/0 BOT CHORD 140=-2849/0,140=-2849/0,141 =4797/0, 1741=4797/0, 1742=4797/0, 4243=4797/0,1643=4797/0, 16-44=0/3504, 4445=0/3504, 45-46=0/3504, 15-46=0/3504, 15-47=0/6322, 47-48=0/6322, 14-48=0/6322, 13-14=0/8785, 1349=0/8785,12-49=018785,12-50=0/1 1278, 50-51=0/11278, 51-52=0/11278, 11-52=0/11278, 11-53=0/12123, 53-54=0/12123, 10-54=0/12123, 10-55=0/12123, 55-56=0/12123, 9-56=0/12123, 9-57=0/8232, 9-57=0/8232 WEBS 4-15=-523/58, 4-14=0/3486, 5-14=-549/221, 6-14=-119/696, 6-12=0/2998,3-15=0/3453, 3-16=-2886/14, 7-12=-3034/129, 7-11=0/2798, 8-11 =-1 240/0, 8-10=0/995, 2-17=-9788/0, 2-16=0/10290 NOTES 3-ply truss to be connected together with 1 O (0.131x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-10 2x4 - 2 rows staggered at 04-0 oc. I All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connec rovided to distribute only loads noted as (F) or (B), unless otherwise indicated. %OFESSI0 Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exter -8-2 to 6-10-7, Exterior (2) 6-10-7 to 16-5-6, Interior (1) 16-5-6 to 17-6-10, Exterior (2) 17-6-10 to 27-1-2, Interior (1)27-1-2 to 30-5-14, Exter -14 to 33-10 left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. UJI 89385 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid w t between the botto any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2273 lb uplift at joint 1 and 2273 lb uplift at joi This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points al and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. I Continued on page 2 I Job I Truss I Truss Type Qty Ply I M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AF-101 California Girder 1 3 Job Reference (optional) California Trusfrarne, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:23 Page: 2 ID:7qeqdzL33YaQe6D8FUrMNiy8UQZ-rn8nUhUBhS3dWJiaJC1lNGlKH2qgNpyRgnD1ay4ppg 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 326 lb down and 6 lb up at 12-2-3, and 327 lb down and 56 lb up at 21-9-13 on top chord, and 2928 lb down at 6-0-12, 1517 lb down and 114 lb up at 8-0-12, 637 lb down at 10-0-12, 698 lb down at 14-0-12, 696 lb down at 16-0-12, 696 lb down at 17-114, 706 lb down at 19-11-4, 331 lb down at 23-11-4, 1517 lb down and 114 lb up at 25-11-4, 632 lb down at 27-114, and 632 lb down at 29-11-4, and 632 lb down at 31-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSl/TPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/fl) Vert: 14=74, 4-6=-74, 6-9=-74, 18-21-20 Concentrated Loads (lb) Vert: 13-641 (F), 10-538 (F), 43=-1161 (F), 44-673 (F), 46r540 (F), 47=-683 (F), 48641 (F), 49=-700 (F), 50-2 (F), 52=-673 (F), 53=-538 (F), 56=-538(F) • 17, El] El] I El AD AMWA- cUJI r' 51 1Ivi ( C89385J) p11* • 0 3-6-13 . 6-7-0 19-10-3 4x6 3x4 11 4x8 = 3x8 = 48 = 3x8 = 304 = 5x6 = 'LI) 011 4x6 = 411 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AH02 California 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.2405 Jan 62020 MiTek Industries, Inc. Tue Dec 29 19:01:23 2020 Page 1 ID:TjTDqoEVXLqblF4vT38RoMy8VXj-2bZff7r8gWSHas5S8me_fZMlZjPOabLNyqeocMy4_dw 4-1-4 8-2-4 13-6-13 16-2-0 19-10-3 25-1-1 30-0-2 33-5-0 3 -8-835-8-8 4-1-4 4-1-0 5-4-9 2-7-4 3-8-3 5-2-13 4-11-2 3-4-14 03L8 2-0-0 Scale = 1:58.6 Camber = 1/4 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.1611-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.5211-12 >677 240 BCLL 0.0 * Rep Stress lncr YES WB 0.80 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.0711-12 >999 240 Weight: 169 lb FT = 20% [J I LUMBER- TOP CHORD 2x4 DF No.1&Btr G *Except* T3: 2x4 OF No.2 G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-9-15 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = -139/Mechanical 9 = 1544/0-7-4 (mm. 0-1-10) 16 = 2131/0-5-8 (mm. 0-2-4) Max Horz 1 = -50(LC 4) Max Uplift 1 = -165(LC 9) 9 = -638(LC 4) 16 = -720(LC 4) Max Gray 1 = 245(LC 33) 9 = 1544(LC 1) 16 = 2131(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23--2481744, 23-24=-231/767, 24-25=-231/781 2-25=-231/834, 2-26=-1248/489, 3-26=-i 144/489, 3-27=-1680/654, 27-28=-1667/654, 4-28=-1602/654, 4-29=-1476/644, 29-30=-1482/644, 5-30=-1485/644, 5-31=1786f743, 31-32=-1782f743, 6-32=-1178V743, 6-33=-1930/765, 33-34-2001/765, 7-34=-2010/765, 735=_2637/943, 8-35=-2710/943, 8-36=-2976/1028, 36-37=-3009/1028, 9-37-3049/1028, 9-38=-908/173 BOT CHORD 1-39=-695/301 16-39-695/301, 16-40=-695/301, 1540=-695/301 15-41=-314/1096, 14-41=-314/1096, 1442=-472/1726, Continued on page 2 BOT CHORD 1-39=-695/301 16-39-695/301, 16-40=-695/301 15-40-695/301 115-41=-314/1096,14-411=-314/11096, 1442=472/1726,1342=472/1726,12-13=472/1726, 12-43=-729/2349, 1143-729/2349, 1144852/2777, 944=-852/2777, 945=-941789 WEBS 3-14=-95/534, 4i4_112/407, 6-12=1 44/472, 2-15=-675/1969, 3-15=-768/294, 7-12=-745/291, 5-14=-635/182, 5-12=-87/263, 7-11 =-35/553, 8-11 =-596/119, 2-16=-1 933/679 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exte6or(2) 0-3-8 to 3-7-15, Interior(l) 3-7-15 to 8-11 -5, Exterior(2) 8-11-5 to 25-0-11 Interior(l) 25-0-11 to 32-8-4, Exterior(2) 32-8-4 to 36-0-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L1 .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) exce - 5,9=638,16=720. This truss is designed in accordan ational Building Code section 2306.1 and referenced st This truss has been designe q5t ocOnç e d of 250.01b live and 80.01b dead located at all mid 648 1 all panel the Top Chord and Bottom Chord, nonncurrent co ther live loads. Graphical purlin represen qv do s not depict the si orientation of the purtin along the top and/or bo hord. C 89385 '' Hanger(s) or other conne on evice(s) shall be p cient to support concentrated load(s) 99 lb do *1 461b up at 2-0-8 5*1 down and 149 lb up at 16-0-12, and 57 lb down an i4 up at 17 n rd. The design/selection of such conned re ty of others. This truss is designed for a cr , sed to calculate the Vert(CT) deflection per ANSI/TPl 1. F CM.. 0 Job Truss Qty Ply M31948-OAKMONT-OFCARLSBAD- ROOF M31948 AHO2 FCrussType ia 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Pent: 8.240 s Jan 62020 Muck Industries, Inc. Tue Dec 29 19:01:23 2020 Page 2 ID:TjTDqoEVXLqbIF4vT38RoMy8VXj-2bZff7r8gWSRas5S8me_fZMlZjPOabLNYqeOcMy4_dw NOTES- 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncreasel .25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-74, 4-6=-74, 6-1O-74, 16-17-30(F-1O), 16-20=-20 . Concentrated Loads (Ib) Veil: 23=59 30=-57 31=-57 S S S S S S ESS,* k We ( C89385JJrr 1)1* 0 I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AH03 California 1 1 Job Reference (optional) Run: 8.240 S Jan 62020 Pont: 8.240 s Jan 62020 MiTek lndust,fes, Inc. Tue Dec 29 19:01:24 2020 Page 1 lD:bzAFamiKCvo5adYoIZyvZyy8V4i.-Vi71tTsmRpa8B0gehT9DCnvxf7lbJ62XnUOa8py4_dv 8-2-4 13-6-13 16-2-0 18-10-3 25-1-1 30-0-2 33-5-0 33-8-835-8-8 8-2-4 5-4-9 2-7-4 3-8-3 5-2-13 4-11-1 1 3-4-14 &3.8 2-0-0 Scale = 1:58.7 Camber a 1/4 in 3x4 = 2x4 II 2x4 II 4x6.34 4 6 10 Uj U U 6x8 4x4 - 4x8 = 3x4 = 5x6 = 2x4 II 3x8 = 3x8 = 4-1-4 8-2-4 13-6-13 19-10-3 26-5-3 33-8-8 6-7-0 7-3-5 Plate Offsets (X,Y)— r1.02403..21 11:0-9-13,0-2-21, [1:0-2-5,0-0-0], [2:0-5-10,0-2-0], [12:0-3-0, Edge], [15:0-2-5,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.1617-18 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.54 17-18 >666 240 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(CT) 0.11 15 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.06 17-18 >999 240 Weight: 177 lb FT = 20% LUMBER- TOP CHORD 2x4 DF N0.2 G *Except* Ti: 2x4 DF No. 1&BtrG BOT CHORD 2x4 OF No.1&BtrG WEBS 2x4 DF Stud/Std G OTHERS 2x4 OF Stud/Std G WEDGE Left: 2x4 OF Stud/Std -G BRACING- TOP CHORD . Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-5-15 max.): 3-11. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 2-22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 22 = 1820/0-5-8 (mm. 0-1-15) 15 = 1543/0-7-4 (mm. 0-1-10) 1 = 20/Mechanical Max Horz 1 = -50(LC 4) Max Uplift 22 = -673(LC 4) 15 = -663(LC 4) ..1 = -90(LC 9) Max Gray 22 = 1828(LC 7) 15 = 1543(LC 1) 1 = 325(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30-821462, 30-31=-82/474. 2-31=-82/527, 2-32=-1762f757, 32-33=-1685/757, 3-33=-1646/757, 3-35=-1573f783, 5-35=-1573/783, 5-36=-15721783, 7-36=-1572f783, 7-37=-1835/876, 37-38=-1835/876, 8-38=-1835/876, 8-39=-1834/874,11-39=-1834/874,11-41=-1918/851, 41-42=-11 968/851, 1242=-i 969/851, 12-13=-2031/851, Continued on page 2 TOP CHORD 1-30=-82/462, 30-31=-82/474, 2-31=-82/527, 2-32=-17621757, 32-33=-1685/757, 3-33=-1646/757, 3-35=-1573/783, 5-35=-15731783, 5-36=1572f783, 7-36=-1572/783, 7-37=-1835/876, 37-38=-1835/876, 8-38=-1835/876, 8-39=-1834/874,11-39=-1834/874,11-41=1918/851, 41-42=-1 968/851, 12-42=-i 969/851, 12-13=-2031/851, 13-43=-2662/1004, 14-43=-2725/1004, 14-44=-3018/1100, 44-45=-3050/1100, 1545=-3081/1100, 15-46-963/195 BOT CHORD 1-48=-440/194, 22-48=-440/194, 22-49=-440/1345. 21-49=-440/1345, 21-50=-440/1 345, 20-50=-440/1345, 20-51=-609/1737,19-51=-609/1737,18-19=-609/1737, 18-52=-780/2342, 17-52=-780/2342, 17-53=-918/2813, 15-53=418/2813,15-54=-1 15/851 WEBS 2-20=-64/349, 3-20=-209/455, 11-18=.-176/475, 4-5=-432/90, 13-18=-732/239,113-17=40/555, 14-17=-600/1133, 2-22=-2261/827, 2-21=—i 8/372, 7-20=-534/266, 7-18=-1 15/285 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=0.0psf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2) 0-3-8 to 3-7-15, Interior(l) 3-7-15 to 12-9-12, Exterior(2) 12-9-12 to 21-2-4, Interior(l) 21-2-4 to 32-8-4, Exterior(2) 32-8-4 to 36-0-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=1.60 Provide adequate drainage to prevent This truss has been designed for . ctg d live load nonconcurrent with any other live loads. ' 4' * This truss has been design Of e bottom chord in all areas where a rectangle 3-6-0 wide will e e bottom chord and any other members. c A plate rating reduction of asTheen applied fort umber members. Refer to girder(s) for truss tvis contcg935 " Provide mechanical conne on y others) of truss late capable of withstanding 100 lb uplift at jo except (jt=lb) 22= 1*' 3. This truss is designed in ac d e with the al Building Code section 2306.1 and referenced 1. Op CA Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AH03 California 1 1 Job Reference (optional) Hun: 6.240 S Jan b 2020 I-'nnt: 6.240 s Jan 9 2020 MiTek Industries, Inc. Tue Dec 29 19:01:24 2020 Page 2 ID:bzAFamiKCvo5adYolZyvZyy8V4i-Wn71 tTsmRpa8B0gehT9DCnvxf7lbJ62XnUOa8py4_dv NOTES- This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-74, 3-6=-74, 5-36-34, 36-38=-74, 838=_34, 9-11=-74, 11-16=-74, 22-26=-30(F=-10), 22-23-20 . S 11 S I ,Oirj ESSi D4 C-,! ( C89385JJ 0 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AH04 Common 4 1 - Job Reference (optional) Run: 8.240 a Jan 6 2020 Print: 8.240 s Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 19:01:24 2020 Pagel lD:bnmXHDKKCZDsCTxcEmNt7jy8V3v-Wn71 tTsmRpa8B0gehT9DCnvvk7nsJ2KXnUOa8py4dv 5-5-8 11-2-0 16-8-8 22-3-0 28-1-5 33-5-0 9835_8_8 5-5-8 5-8-8 5-6-8 5-6-8 5-10-5 5-3-11 Scale = 1:57.2 Camber = 1/4 in 4x6 = 0 4x6 3x4 "/ 4x6 = 5x8 = 4x4 = 2x4 II 4x6 = 4-1-4 11-2-0 16-8-8 22-3-0 28-1-5 33-8-8 4-1-4 7-0-12 cjLg c1rLc Plate Offsets (XV)- [1:0-1-3,0-1-131,[12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.1613-14 >999 360 M120 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.4710-11 >750 240 BCLL 0.0 * Rep Stress lncr YES WB 0.82 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.0510-11 >999 240 Weight 161 lb FT=20% 0 0 0 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = -170/Mechanical 14 = 2029/0-5-8 (mm. 0-2-3) 8 = 1502/0-7-4 (mm. 0-1-10) Max Horz 1 = -50(LC 4) Max Uplift 1 = -240(LC 31) 14 = -667(LC 4) 8 = -613(LC 4) Max Gray 1 = 219(LC 29) 14 = 2049(LC 7) 8 = 1502(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-204/834, 21-22=-204/846, 2-22=-204/910, 2-23=-1594/595, 3-23=-1467/595, 3-24=-1 542/611 24-25=-1474/611, 4-25=-1468/611 4-26-1468/612, 26-27=-1475/612, 5-27=-1543/612, 5-6=-2096/786, 6-28=-2153/786, 7-28=-2226/786, 7-29=-2836/932, 29-30=-2842/932, 8-30=-2897/932, 8-31 -904/149 BOT CHORD 1-32=-776/281, 14-32=-776/281 • 14-33-85/351 13-33=-85/351 13-34=-381/i 379, 12-34=-381/1379,12-35=-562/1959, 11-35=-562/1959, 11-36=-759/2616,10-36=-759/2616, 10-37=-759/2616, 8-37=-759/2616, B-38=-71/812 WEBS 2-14=-21041715, 4-12=-266r754, 3-13=-347/136, 2-13=-322/1167, WEBS 2-1-2104/715, 4-12=-266f754, 3-13=-347/136, 2-13=-322/1167, 3-12=-259/86, 5-12=-878/321, 5-11 =-82/592, 7-11 =-810/212, 7-10=0/434 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2) 0-3-8 to 3-7-15, Interior(i) 3-7-15 to 13-7-9, Exterior(2) 13-7-9 to 204-7, Interior(1) 204-7 to 32-8-4, Exterior(2) 32-8-4 to 36-0-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=l .60 plate grip DOLi .60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0"- b) 1=240, 14=667, 8=613. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving cbncentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. ii) In the LOAD CASE(S) section, 10 e of the truss are noted as front (F) or back (B). g1AD 4-1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanc mberc , elli ease=1.25 Uniform Loads (plf) Vert: 14=-74, 4-9-74, 14- *3 (F=-i0), 14-18-2 * 0 0 0 0 Job I Truss I Truss Type Qty I Ply I M31948-OAXMONT-OF-CARLSBAD- ROOF M31948 AJ O1 Half Hip J 1 I i Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:35 Page: 1 lD:BrHVivZI5BpTmPXEc0GksPy8UWlc-QRV0CbKCdt7o9duOjF6soFG5hJ4AuCReusTuy4ppU -2-3-0 4-5-12 10-0-2 14-11-8 19-8-14 25-8-1 30-9-0 2-3-0 4-5-12 - 5-8-6 4-11-8 4-9-6 5-11-3 5-0-15 2X t I x4 32 12 Sr— 41,31 31 T 1 6 33 rM 5a34 5M T21M go 36 37M 29 J115 P PR PR 10.00im 41 12 42 = aS 6 8 U110 = 44~112 4-2-0 10-0-2 14-9-12 19-8-14 2541-1 30-9-0 4-2-0 5-64 4-9-10 4-11-2 5-114 5-0-15 Camber = 1/2 in 0-3-12 Scale = 1:61.1 Plate Offsets (X, Y): [2:0-6-6,0-041,[6:0-6-8,0-2-12],[11:0-3-8,0-1-8],[12:04-0,0-34] 0i1 Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) l/defl L/d TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.17 12-13 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.73 12-13 >429 240 BCLL 0.0 Rep Stress lncr Yes WB 0.80 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code lBC2015lTP12014 Matrix-MSH Wind(LL) 0.11 12-13 >999 240 LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 169 lb FT = 20% TOP CHORD 2x4 DF No.2 G(1) *Except* 12:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, BOT CHORD 2x4 OF No.1&Btr G(1) except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 6-9. WEBS 2x4 OF Stud/STh G(3) Except W10:2x4 DF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. OTHERS 2x4 OF Stud/STD G(3) WEBS 1 Row at midDt 6-14 REACTIONS (lb/size) 10=1151/Mechanical, (mm. 0-1-8),15=1938/0-5-8, (mm. 0-2-1) MiTek recommends that Stabilizers and required cross bracing be Max Noriz 15=210 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 1O=-423 (LC 4),15=-960 (LC 4) 1 Installation guide. Max Gray 10=1152(LC 7), 15=1938(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-447/503,2-28=447/510, 2-29=-851/1321, 3-29=-851/1356, 3-30=-1152/211, 4-30=-1029/211,4-31=-384/310, 31-32=-346/281, 6-33=-3412/1214, 33-34=-3410/1214, 7-34=-3408/1214, 7-35=-3568/1299, 8-35=-3568/1299, 8-36=-2354/865, 36-37=-2354/865, 9-37=-2354/865, 9-10=-i 103/420 BOT CHORD 2-38=-487/507, 2-38=-487/507, 2-39=-1220/878, 3940=-1220/878,15-40=-1220/878,1541=-1220/668, 1441=_1220/668, 14-42=-1144/3342, 13-42=-1144/3342, 13-43=-1238/3527, 12-43=-1238/3527, 12-44=-803/2323, 1144=-803/2323, 1145=-301/347 WEBS 6-14=-2536/964, 6-13=-81/309, 56=388/91, 4-14=-37/601, 3-14=-972/1970, 7-13=-514/335, 7-12=-316/150, 8-12=-459/1305, 8-11=-837/340, 9-1 1=-881/2472,4-6=-1129/338, 3-15=-1794/8711 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 10-5-9, Exterior (2)10-5-9 to 19-1-15, Interior (1)19-1-15 to 27-6-6, Exterior (2) 27-6-6 to 30-74; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Provide adequate drainage to prevent water ponding. r Gable studs spaced at 1-4-0 oc. SiO* This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. gkAD * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide n the bt6 nd any other members. I A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. UJI C 89385 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 423 lb uplift at joint 10 and 960 lb uplift at l . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. * * This truss has been designed for a moving concentrated toad of 250.01b live and 80.01b dead located at all mid panels and at all panel nt ong the To cB m Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist from 0-0-0 to 30-9-0 for 65.0 plf. Op c Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 0 from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 0 Continued on page 2 0 S I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AJ01 Half Hip 1 1 Job Reference (optional) California Trusframe, L-C, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:35 Page: 2 ID:BrHVjvZI5BpTmPXEc0GksPy8UWk-QRVOCbKCdI7o9duOjF6soFG5tu4ABuCReusTuy4PPU 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 .25 Uniform Loads (lb/It) Vert: 1-5=-74, 6-9=-74, 25-40-30 (F-10), 10-40=-20 %OF ESsi0 ( C89385J)rr P11* 11 0 1] Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AK01 Roof Special Girder 1 1 Job Reference(optional) California Trusframe, LLC, l-fughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:37 Page: 1 ID:?9Lrv4lm1 fwiLRe2iOJpMXy8XiU-MqdndHLT9MNWDSmG78HaxDKctthb5e5OvuyNzxrny4PPS 0 16-11-0 17.7.6 5-10-15 11-104 16-114 2346-13 26-11-0 31-2-0 . Scale1:6O.1 Plate Offsets (X, Y): [4:0-3-0,0-2-9], [6:0-5-5,0-1-31 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.08 9-11 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 9-11 >550 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH Wind(LL) 0.02 12-13 >999 240 Weight: 174 lb FT = 20% LUMBER BRACING . -- - TOP CHORD 2x6 OF No.2 G(1) *Except* T2:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purtins, BOT CHORD 2x6 OF No.2 G(1) except end verticals, and 2-0-00c purlins (6-0-0 max.): 14. WEBS 2x4 OF Stud/STD G(3) Except Wi:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 23-7-8. except 13=0-3-8, 12=0-3-8 MiTek recommends that Stabilizers and required cross bracing be (Ib) - Max Horiz 13=-76 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (lb) or less at joint(s) 8 except 6=-265 (LC 4) Installation guide. . 9=-224 (LC 4), 11=-136(LC 4), 12=-139(LC 4), 13=-193(LC4) Max Gray All reactions 250 (lb) or less at joint(s) except 6=717 (LC 24), 8=819 (LC 35), 9=1395(LC 34), 11=2181 (LC 33), 12=1028 (LC 32), 13=2026 (LC 31) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-995/65, 2-19=-57/271, 19-20=-57/271, 20-21=-57/271, 21-22=-57/271, 3-22=-57/271, 6-30=-272171 BOT CHORD 13-31=-59/568, 31-32=-59/568, 32-33=-59/568, 12-33=-591568, 12-34=-59/568, 11-34=-59/568, 10-11 =-6/402, 10.35=_6/402, 9-35=-6/402 WEBS 4-9=-974/152, 5-8=-5621135, 3-11=-1275/99, 3-9=-571/47, 2-13=-682/90, 2-11=-1465/103 • NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 14-7-6, Exterior (2) 14-7-6 to 20-7-6, Interior (1)20-7-8 to 28-2-11, Exterior (2) 28-2-11 to 31-2-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. • A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing 100 lb 8 13=193, 9 Of 139. plate capable of withstanding uplift at joint(s) except (jt1b) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. V AD A This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel p Top Clói or Chord, nonconcurrent with any other live loads. . C) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 369 lb down and 94 lb up at 0-1-1 '2 lb do 'e u 342 lb down and 129 lb up at 4-4-4, 342 lb down and 129 lb up at 6-4-4, 342 lb down and 129 lb up at 8-4-4, 342 lb down and 1291 10-4-4 dti d at 1244, 330 lb down and 88 lb up at 15-8-12, and 330 lb down and 8 lb up at 16-11-6, and 347 lb down and 30 lb up at 26-10-40 ord, and 414 lb do • up at 0-1-12, and 359 lb down and 86 lb up at 244, and 359 lb down and 86 lb up at 444 on bottom chord. The design/selection o cft, onnection d e responsibility of others. IV l This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Op c LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 14=-74, 4-7=-74, 12-134-30 (F-1O), 6-12-20 S Continued on page 2 Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AK01 Roof Special Girder 1 I 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:37 Page: 2 ID:?9Lrv4tm1fwiLRe2iOJpMXy8XiLJ-MqdndHLT9MNWDSrnG78HaxDKc1,hb5e5OvuyNz)(my4pp5 Concentrated Loads (lb) Vert: 13=-148, 1=-84, 16-26, 18-26, 19=-26, 20-26, 22-26, 29-37, 31=-27, 33=-27 I .' . 0 I Job I Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AKO2 Roof Special 1 1 Job Reference (optional) California Trustrame, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:40 Page: 1 ID:hqSk5XiFti9LA47lsNlposy8XAz-mPIvFl0LRHrn55wVroGrHZsy5BuaPrp8yawbd85y4ppp 14-11-0 15-4-6 4-6-1 104-13 14-11-5 21-11-6 25-1-7 28-11-0 Camber Scale = 1:56.6 Plate Offsets (X, Y): [4:0-6-1,0-1-5] RN Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.22 12-13 >769 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.46 12-13 >357 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MSH Wind(LL) 0.01 8-16 >999 240 Weight: 151 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) Except 12:2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-00c purlins, BOT CHORD 2X4 OF No.i&Btr G except end verticals, and 2-0-Ooc purlins (2-2-0 max.): 1-4. WEBS 2x4 OF Stud/STD G(3) 601 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 7=531/0-5-8, (mm. 0-1-8), 10=1873/0-3-8, (mm. 0-3-8), WEBS 1 Row at mid pt 2-13.3-10 13=572/0-3-8, (mm. 0-1-15) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 13=-74 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 7=-173 (LC 4), 10=-516 (LC 4),13=-141 (LC 5) Installation guide. Max Gray 7=788 (LC 39), 103300 (LC 35), 13=1795 (L(; 33) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-855/55, 2-19=-781/101, 19-20=-781/101, 20-21=-781/101, 3-21=-7811101, 3-22=-55/822, 22-23=-54/838, 4-23=-53/854, 4-24=-24/361, 24-25=-26/316, 5-25=-75/314, 5-26=-791/238, 6-26=-826/238, 6-27=-1351/256, 27-28=-13621256, 7-28=-1 378/256, 7-29=-575/122, 7-29=-582/122 BOT CHORD 13-30=-120/868, 12-30=-120/868, 12-31=-238/559, 11-31=-238/559, 10-ii=-238/559, 10-32=-538/182, 9-32=-538/182, 9-33=-145/535, 8-33=-145/535, 8-34=-20211258, 7-34=-20211258, 7-35=-1071490, 7-35=-107/490 WEBS 2-12=-360/64, 2-13=-1385/200, 3-12=-70/603, 3-10-2170/222, 4-9=-181/805, 5-9=-942/296, 5-8=-50/792, 4-1 0=-1669/339, 6-8=-826/60 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultliomph (3-second gust) Vasd=87rnph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 12-1-7, Exterior (2)12-1-7 to 18-1-7, Interior (1)18-1-7 to 25-11-0, Exterior (2)25-11-0 to 28-11-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opst on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit betweeDlia bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. ESSi0 %OF Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 13, 173 lb uplift at joint 7 accordance with section and referenced standard jo ,( This truss is designed in the 2015 International Building Code 2306.1 ANSIITPI 1. This truss has been designed for load 250.01b live 80.01b dead located a moving concentrated of and at all mid panels and at all panel the Top Chor Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i.i - RO 'z rn ii) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 369 lb down and 94 lb up at 0-1-1 lb dofi fit1' 'r2 t 2411 342 lb down and 129 lb up at 441-4, 342 lb down and 129 lb up at 6-4-4, 342 lb down and 129 lb up at 8-4-4, 342 lb down and 129 lb 104-4, 270 lb down at 12-4-4, 307 lb down and 47 lb up at 13-8-12, and 329 lb down and 8 lb up at 15-1-7, and 357 lb down and 46 lb up at 25-3-0 onto ho, . The desig 0 h connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. V" Op LOAD CASE(S) Standard C 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-4=-74, 4-7=-74, 13-14=-20 Concentrated Loads (lb) Continued on page 2 0 I Job I Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 J AK02 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 8 2020 Milek Industries, Inc. Mon Dec 28 12:33:40 Page: 2 ID:hqSk5XjFti9LA47IsNtposy8XAz-rnPlvFlOLRHm55wVroGrI-IZsy58uaPrP8yawbcJ85y4ppp Vert: 1=-84, 226, 3=-26, 6-59, 17=-26, 19 -26, 21 -26 0 C 0 0 OFESSIÔ AD4( C8 0 0 I Job Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AK03 Roof Special 2 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:43 Page: 1 ID:YvVPwzq8ssi8ABwFgoqAUMy8X0U-B_2uKQDkC8fyNEQUPOBuae46dD2zjOGuqHlQy4PPM 12-11-0 13-1-6 3-11-0 11-2-1 12115 21-1-9 28-11-0 Camber = 1/4 Scale = 1:59.8 Plate Offsets (X, Y): [4:0-4-0,0-2-2], [6:0-1-lOEdge] iim e 0 0 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.88 Vert(LL) -0.23 10-11 >737 360 MT20 220/195 TCOL 17.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.59 7-14 >303 240 BCLL 0.0* Rep Stress lncr YES WB 0.68 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MSH Wind(LL) 0.05 7-14 >999 240 Weight: 161 lb FT=20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G(1) Except T2:2x4 OF No.i&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 OF No.1 &Btr G(1) except end verticals, and 2-0-00c purlins (6-0-0 max.): 1-4. WEBS 2x4 OF Stud/STD G(3) Except W1:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/SID G(3) WEBS 1 Row at midpt 5-8 REACTIONS (lb/size) 6=513/0-5-8, (mm. 0-1-8), 81745/0-3-8, (mm. 0-1-15), MiTek recommends that Stabilizers and required cross bracing be 11=448/0-3-8, (mm. 0-1-8) 1 installed during truss erection, in accordance with Stabilizer Max Horiz 11=-84 (LC 5) Installation guide. Max Uplift 6=-195 (LC 4), 8=-607 (LC 4), 11=-183(LC 4) Max Gray 6=627 (LC 35), 8=1830 (LC 38), 11=614 (LC 30) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-365/61, 2-17=-268/1140,17-118=-268/1140, 3-18=-268/140, 3-19=-14/396,19-20=-14/399, 4-20=-14/402, 4-21=-821556, 21-22=-82/464, 5-22=-82/393, 5-23=-545/214, 23-24=-593/214, 6-24=-639/214, 6-25=-400/115, 6-25=406/115 BOT CHORD 11-26=0/253, 26-27=0/253, 27-28=0/253, 10-28=0/253, 8-31=-1421536, 7-31=-1421536, 7-32=-142/536, 6-32=-1421536, 6-33=-i 16/351, 6-33=-i 16/351 WEBS 5-8=-1087/421, 5-7=-26/507, 2-11=482/149,3-10=-89/442, 3-8=-826/274, 4-8=-788/190 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vulti10mph (3-second gust) Vasth87mph; TCDL=0.Opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 10-7-5, Exterior (2)10-7-5 to 16-7-5, Interior (1)16-7-5 to 25-11-0, Exterior (2) 25-11-0 to 28-11-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOLi .60 plate grip DOL=1 .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit betw92.rLW&1Lottom chord and any other members, with BCDL = 10.0psf. r A plate rating reduction of 20% has been applied for the green lumber members. of ESSI0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 11, 195 lb uplift at joint 6 jo This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.Olb dead located at all mid panels and at all panel the Top Chor m Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L.J -' Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 331 lb down and 14 lb up at 12-1 top C& AN. Th e of such connection device(s) is the responsibility of others. * * This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. V LOAD CASE(S) Standard IV It. 1) Dead + Roof Live (balanced): Lumber 1ncrease1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) r CA Vert: 14=-74, 4-6=-74, 11-12-20 Concentrated Loads (lb) Vert: 20=-2 Camber = Scale = 158.3 Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AK05 California 1 Ii I I Job Reference (optional) I California Trusframe, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Muck Industries, Inc. Mon Dec 28 12:33:46 Page: 1 lD:mR1WdFiWVYksaat6a99RJy8Whl-7M6ol0SuGpONBhOpbqOSGvfzwH4wgahkCJOpJy4ppK 2-3-2 -1-8-14 9-0-8 14-1-13 18-9-14 22414 28-1-8 [IJ Plate Offsets (X, Y): (4:0-3-0,0-2-81, [9:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.92 Vert(LL) -0.16 14-15 >964 360 MT20 220/195 TOOL 17.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.33 14-15 >468 240 BOLL 0.0 Rep Stress lncr YES WB 0.98 Horz(CT) -0.02 15 n/a n/a BOOL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.02 10-18 >999 240 Weight: 156 lb FT= 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(i) Except T2:2x6 OF SS G(i) TOP CHORD Structural wood sheathing directly applied or 4-2-60c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-6. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS All bearings 0-3-8. except 9=0-5-8, 2=0-1-8 MiTek recommends that Stabilizers and required cross bracing be (lb) - Max Horiz 2=-200 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (lb)or less at joint(s)2 except 12=-954 (LC 4) Installation guide. 15=-207 (LC 4) Max Gray All reactions 250 (lb)or less at joint(s) except 2=396 (LC 16), 12=2028 (LC 31), 15=642 (LC 29) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-419/58, 3-20=-1 1/263, 4-20=-79/263, 4-21=-410/273, 5-21=-411/273, 5-22=-97/727, 22-23=-971727, 23-24=-97/727, 6-24=-971727, 8-27=-847/317, 9-27=-871/317, 9-28=-408/137, 9-28=-415/137 BOT CHORD 14-30=-55/370, 13-30=-551370, 12-13=-55/370, 11-32=-246/784, 10-32=-2461784, 10-33=-246/784, 9-33=-2461784, 9-34=-129/360, 9-34=-129/360 WEBS 4-15=-457/169,6-12=-1368/700, 6-1 1=-821545, 8-1 1=-8221252, 8-10=-25/466, 4-14=-5/404, 5-14=-105/283, 5-12=-1388/5211 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCOL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -1-6-14 to 1-5-2, Interior (1) 1-5-2 to 13-8-2, Exterior (2)13-8-2 to 17-1-13, Interior (1)17-1-13 to 25-1-8, Exterior (2) 25-1-8 to 28-1-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. ESSIo* Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at--lb) 15=207 4 Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel ng the Top Chord m Chord, nonconcurrent with any other live loads. ij rn Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 687 lb down and 22 lb up at 12-7- o*t p chord. The desig of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 vF CM.. Uniform Loads (lb/ft) Vert: 1-2=-34, 2-3=-74, 3-4-74, 4-24=-74, 6-24-34, 6-7=-74, 6-9=-74, 15-16=-20 Concentrated Loads (lb) Vert: 2258 Camber = 1/1t Scale = 1:58.3 0 0 HE C Job I Truss I Truss Type Qty Ply M31948-OAXMONT-OF-CARLSBAD- ROOF I M31948 AK06 . California 1 1 I Job Reference (optional) I California Trusfrarne, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:49 Page: 1 ID:rnRiWdFiWVYksaat6a99RJy8Whl-O8LJSNV_K2upglhaqfVOQlqhYXf55VQGfqHby4y4PPG 24-2 18-1.13 0 -1-6-14 9-04 16-14 18-9-14 224-8 28-1-8 Plate Offsets (X, Y): (4:0-3-0,0-2-8), (6:0-3-9,0-2-5), [8:0-3-0,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.16 13-14 >974 360 MT2O 220/195 TCOL 17.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.33 13-14 >472 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) -0.01 14 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.02 9-17 >999 240 Weight: 153 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except T2:2x6 DF SS G(1) TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc puulins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS All bearings 0-3-8. except 8=0-5-8, 2=0-1-8 Milek recommends that Stabilizers and required cross - Max Horiz 2=-67 (LC 5) ~bacin,:be] (Ib) installed during truss erection, in accordance with Stabi Max Uplift All uplift 100 (lb) or less at joint(s) 2 except 11=-601 (LC 4) Installation guide. 14=-172 (LC 4) • Max Gray All reactions 250 (lb) or less at joint(s) except 2=402 (LC 16), 11=1954 (LC 31),14=562 (LC 29) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-393/45, 4-20=-278/125, 5-20=-280/125, 5-21=-153/757, 21-22=-153/757, 22-23=-153/757,23-24=-153/757, 6-24=-1531757, 25-26=-277/42, 7-26=-312/42, 7-27=-951/305, 8-27=-976/305, 8-28=-442/133, 8-28=-449/133 BOT CHORD 10-32=-243/884, 9-32=-243/884, 9-33=-243/884, 8-33=-243/884, 8-34=-120/387, 8-34=-120/387 WEBS 4-14=-398/150, 6-11=-1511/387, 6-10=-127/563, 7-10=-869/360,7-9=15/460. 5-13=-50/333, 5-11=-1135/388 NOTES Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.0p5f; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -1-6-14 to 1-5-2, Interior (1) 1-5-2 to 12-5-3, Exterior (2) 12-5-3 to 20-11-0, Interior (1)20-11-0 to 25-1-8, Exterior (2)25-1-8 to 28-1-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except (jt=lb) 14=171,8=1 SS Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSlPl 1. 4d 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel p om Chord, nonconcurrent with any other live loads. If/ Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 109 lb up at 14 nd 33 16-1-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. * LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1 .25 j IVI Uniform Loads (lb/ft) It Vert: 1-2=-34, 2-3=-74, 3-4=-74, 4-6=-74, 6-8=-74, 14-15=-20 Is Camber = 111 Scale = 1:61.3 Plate Offsets (X, Y): [11:0-3-110-2-5] Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AK07 California 1 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:33:53 Page: 1 ID:Net3v_rZAyCPkKlcXYRz1 Fy8WYn-uvbq_bYVOHOE8w?L3VaKbb_M08?8OKrsaRFp5ry4PPC 18-1-13 20-9-14 -1-6-14 6-3-2 13-2-4 19-8-13 23-2-13 30-4-8 . Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.23 13-14 >788 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.47 13-14 >379 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.03 17 n/a nla BCDL 10.0 Code IBC2015ITPI2014 Matrix-MSH Wind(LL) 0.02 13-14 >999 240 Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) *Except* 12:2x6 DF SS G(i) TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, BOT CHORD 2x4 DF No.2 G(1) Except B2:2x4 DF No.1 &Btr G(1) except end verticals, and 2-0-0 oc purlins (5-4-14 max.): 4-9. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS All bearings 0-3-8. except 11=0-5-8, 2=0-1-8 MiTek recommends that Stabilizers and required cross 71bracing (Ib) - Max Horiz 2=-159 (LC 4) installed during truss erection, in accordance with Stabi Max Uplift All uplift 100 (lb) or less at joint(s) except 2=-183 (LC 10), Installation guide. 14=492 (LC 4),17=-292 (LC 36) Max Gray All reactions 250 (lb) or less at joint(s) except 2=341 (LC 17), 14=2084 (LC 32),17=755 (LC 10) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-544/173, 4-24=0/277, 5-24=0/275, 5-25=-1215/363, 25-26=-1215/363, 26-27=-1215/363, 6-27=-1215/363, 6-28=-1198/360, 9-28=-i 198/360, 9-30=-1252/296,30-31=-1269/296,10-31=-1286/296,10-32=-1408/331, 11-32=-14401331,11-33=-494/0,11-33=-501/0 BOT CHORD 17-34=-173/477, 16-34=-173/477, 16-35=-173/492, 15-35=-173/492, 14-15=-173/492, 14-36=-277/165, 13-36=-277/165, 13-37=-198/1300,11-37=-198/1300,11-38=0/390,11-38=0/390 WEBS 4-17=551/281,4-16=-3/460,4-14=-808/361, 5-14=-1773/350,5-13=-330/1557,9-13=-447/105,10-13=-310/105 NOTES Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=0.Opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -1-6-14 to 1-5-2, Interior (1) 1-5-2 to 14-2-14, Exterior (2)14-2-14 to 224-12, Interior (1)22-4-12 to 27-5-3, Exterior (2) 27-5-3 to 30-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. r Provide mechanical connection (by Others) of truss to bearing plate at joint(s) 2. %Or ESS/0 Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 17, 491 lb uplift at joint 14 Oini 4d lb uplift at joint 2. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 1 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel abong1Tgçd Chord, nonconcurrent with any other live loads. Ix ii) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. * * Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 101 lb up at 14-0 , 330 lb dow J4u 16-0-12, and 330 lb down and 6 lb up at 18-1-13 on top chord. The design/selection of such connection device(s) is the responsibility o This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. . 'V LOAD CASE(S) Standard OF c " 1) Dead + Roof Live (balanced): Lumber Increase1 .25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-34, 2-3=-74, 3-4=-74, 4-27=-74, 6-27=-34, 7-9=-74, 9-12=-74, 17-18=-20 Camber Scale = 1:60.9 I Job I Truss s Type M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 Oty AKO8 rCal'ifornia 1 "Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:33:56 Page: 1 ID:Net3v_rZAyCPkKlcXYRz1 Fy8WYn-JUGzcmaNgCnp?Njwkd71 CEcsCL1 pbioIGPTTiAy4PP9 20-1-13 23-2-13 -1-8-14 8-3-2 13-2-4 20-1-8 20-0-14 28-1-8 304-8 Plate Offsets (X, Y): [5:0-3-8,0-1-8], (8:0-3-11,0-2-5) Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 IC 0.85 Vert(LL) -0.23 10-11 >769 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.48 10-11 >373 240 BCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(CT) -0.03 14 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.01 10-11 >999 240 Weight: 147 lb FT =20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except 12:2x6 OF SS G(1) TOP CHORD BOT CHORD 2x4 DF No.2 G(1)Except B2:2x4 OF No.1&Btr G(1) WEBS 2x4 OF Stud/STD G(3) BOT CHORD REACTIONS All bearings 0-3-8. except 80-5-8, 20-1-8 (lb) - Max Horiz 2=-ill (LC 4) Max Uplift All uplift 100 (lb) or less at joint(s) except 2=-184 (LC 10), 11=-377 (LC 4), 14=-291 (LC 34) Max Gray All reactions 250 (lb) or less at joint(s) except 2=340 (LC 16), 11=2246 (LC 30), 14=760(LC 10) Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0oc purlins (3-3-3 max.): 4-6. Riaid ceilina directly aoalied or 2-2-0 oc bracina. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-5461171, 5-22=-15521249, 22-23=-15461249, 23-24=-15421250, 24-25=-15421250, 25-26=-15411250, 26-27=-1537/251, 6-27=-15321251, 6-28=-1623/251, 7-28=-1653/251, 7-29=-1804/321, 29-30=-1805/321, 8-30=-1835/321, 8-31=-624/0, 8-31=-631/0 801 CHORD 14-32=-177/484, 13-32=-177/484, 13-33=-177/500, 12-33=-177/500, 11-12=-177/500, 10-35=-189/1666, 8-35=-189/1666, 8-36=0/510, 8-36=0/510 WEBS 4-14=-5671285, 4-13=-3/460, 4-11 =-769/359, 5-11 =-1 949/243, 5-10=-24011857, 6-10=-515/121, 7-10=-363/178 NOTES Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2)-i-6-14 to 1-5-2, Interior (1) 1-5-2 to 16-6-15, Exterior (2) 16-6-15 to 25-0-12, Interior (1)25-0-12 to 27-5-3, Exterior (2) 27-5-3 to 30-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1 .60 plate grip 00L1 .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. r Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. FESSi0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 14, 376 lb uplift at joint 11 'Sb in lb uplift at joint 2. I5, Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel aid along,rr5d Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * * Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 76 lb up at 14-0- 3 b down and 16-0-12, and 330 lb down and 109 lb up at 18-0-12, and 330 lb down and 8 lb up at 20-1-14 on top chord. The design/selection of suc ion Ls) is responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 1P C A LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increasel .25, Plate Increasei .25 Uniform Loads (lb/ft) Vert: 1-2=-34, 2-3=-74, 3-4=-74, 4-6=-74, 6-9=-74, 14-15=-20 0 I Ll I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AK09 California Girder 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:00 Page: 1 ID:6XGXFLD8mT1 StcJTaQT9Woy8WVi.8FWTS8dukQl-IFU? 1hzTCzN4nX4yRmXT4uB1 Rhrxy4PP5 22-1-9 22-9-14 28-1-8 -1-6-14 5-4-1 8-3-2 13-2-4 18-0-1 22-1-13 24-9-7 304.8 Camber = 1/8 in F, Scale = 1:64.5 Plate Offsets (X, Y): [7:0-3-80-3-0], [10:0-3-9,0-2-5], [13:0-3-8,0-4-8], [14:0-3-8,04-8], [15:0-3-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Ildefi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip OOL 1.25 IC 0.93 Vert(LL) -0.17 13-14 >999 360 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.39 13-14 >461 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.02 13-14 >999 240 Weight: 171 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except 12:2x6 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-10-20c purtins, BOT CHORD 2x6 OF No.2 G(1)Except* B2:2x6 OF SS G(1) except end verticals, and 2-0-00c purlins (2-5-6 max.): 5-8. WEBS 2x4 OF Stud/STD G(3)*Except* W7:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. REACTIONS All bearings 0-3-8. except 10058, 150-5-0(input 0-3-8), 2=0-1-8 WEBS 1 Row at midpt 7-15 (lb) - Max Horiz 2=-1 13 (LC 4) MuTek recommends that Stabilizers and required cross bracing be Max Uplift All uplift 100 (lb) or less at joint(s) 15 except 2=-111 (LC 10), installed during truss erection, in accordance with Stabilizer 10=-180 (LC 4),18=-339 (LC 41) 1 Installation guide. Max Gray All reactions 250 (lb)or less at joint(s) except 2=376 (LC 18), 10=2696 (LC 26), 15=4681 (LC 36), 18=621 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-18=-468/135, 4-24=-389/1065, 5-24=--447/1035, 5-25=420/982, 6-25=-4221980, 6-26=0/1972, 26-27=0/1972, 27-28=0/1972, 7-28=0/1972, 7-29=4171/0, 29-30=-417110, 30-31=-4171/0, 8-31=-417110, 8-32=-550810, 32-33=-5512/0, 9-33=-5633/0, 9-34=-5814/0.10-34=-5826/0,10-35=-5845/0,10-35=-5856/0 BOT CHORD 18-36=-315/324, 17-36=-3i5/324, 16-17=-1972/82, 16-37=-1972/82, 15-37=-1972/82, 15-38=0/4171, 38-39=0/4171, 3940=014171,1440=0/4171, 1441=015187, 4142=0/5187, 4243=015187,13-43=0/5187,1344=0/5376,12-44=0/5376, 1245=015376,1045=0/5376,1046=0/5361, 1046=0/5361 WEBS 5-17=-357/409, 8-13=0/1389, 4-18=442/385, 4-17=-1028/134, 8-14=-1320/105, 6-17=-385/1551, 7-15=-6665/0, 9-13=369/94, 6-15=-1 440/230, 7-14=0/1684, 9-12=-82/427 NOTES Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) -1-6-14 to 1-5-2, Interior (1) 1-5-2 to 18-5-3, Exterior (2) 18-5-3 to 27-0-14, Interior (1)27-0-14 to 27-5-3, Exterior (2) 27-5-3 to 30-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit b chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. <3 g1A D WARNING: Required bearing size at joint(s) 15 greater than input bearing size. t3 Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. ' 9' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 18 180, 2=110. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. '' C 89385 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel along the Top Chor m Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 77 lb up at 14-0-12, 16-0-12, 335 lb down and 108 lb up at 18-0-12, 335 lb down and 121 lb up at 20-0-12, and 576 lb down and 25 lb up at 22-1-14, and 3571 Qi -0-12 on top chord, and 443 lb down at 14-0-12, 423 lb down at 16-0-12, 423 lb down at 18-0-12, 423 lb down at 20-0-12, 421 lb down at 22-0-12, an 4-0-12, and 351 lb down at 26-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I S S S S 0 Continued on page 2 . Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AK09 California Girder 1 1 I I I Job Reference (optional) I California Trusframe, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:00 Page: 2 ID:6XGXFLD8mT1StcJTaQT9Woy8WVi-BFWT58dukQHFU?1 hzTCzN4nX4yRmXT4uB1 Rhrxy4PP5 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-2=-34, 2-3-74, 3-5-74, 5-8-74, 8-11-74, Concentrated Loads (lb) Vert: 14=-145(B), 7-18, 26=-7,28=-18, 30-18, 31-67, 33-38 (B), 38-190 (B), 40-145(B), 41-145 (B), 43-141 (B), 44-28 (B), 4520 (B) • 17, • C Camber = 1/4 in Scale = 1:63.1 Plate Offsets (X, Y): 12:0-1-12,0-2-01, [3:0-0-130-1-8], [7:0-1-6, Edge) . Job I Truss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AL01 Roof Special 3 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:34:03 Page: 1 I0:BoUQhGAzYJ74Jj5qJ364FWy8Xus-bqBc4Agm1 LfqLSmGfctg?iP1dAQLkqAKt?gLSGy4PP2 4-54 10-7-13 18-5-1 25-5-8 Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.25 8-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.69 8-9 >440 240 BCLL 0.0 Rep Stress lncr YES WB 0.91 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSI-t Wind(LL) 0.05 8-15 >999 240 Weight: 132 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G(1) *Except* Ti :2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF No.2 G(1) Except B2:2x4 OF No.1 &Btr G(1) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) WEBS i Row at midt 2-4.6-9 REACTIONS (lb/size) 7=1190/0-5-8, (mm. 0-1-8), i2=1190/0-5-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz i2=-120 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 7=413 (LC 4),12=-431 (LC 4) Installation guide. . MaxGrav 7=1214(LC7),12=1190(LC1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1135/423,1-16=-2088/776,16-17=-2086/776, 2-17=-2085/776, 2-11=-850/341, 4-19=-1421/500, 5-19=-1421/500, 5-6=-1517/500, 6-20=-2358/789, 20-2i=-2436/789, 7-21=-2482/789, 7-22=-969/315, 7-22=-982/315 BOT CHORD 10-11 =736/2139, 10-24=-736/2139, 9-24=-736/2139, 9-25=-676/2234, 8-25=-676/2234, 8-26=-676/2234, 7-26=-676/2234, 7-27=-288/873, 7-27=-288/873 WEBS 1-1 1=-794/2229, 2-4=-1548/605, 2-9=-948/447, 4-9=-284/875, 6-9=-1 040/388, 6-8=-18/491 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-7-2, Exterior (2) 4-7-2 to 7-7-2, Interior (1)7-7-2 to 22-5-8, Exterior (2)22-5-8 to 25-5-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL=i .60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 12 and 413 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points al nd Bottom Chord, nonconcurrent with any other live loads. s9. /Q This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. AD 4,tl LOAD CA(S) C 89385 fa S I Job uss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 rT O2 Roof Special 2 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek lnduslries, Inc. Mon Dec 28 12:34:07 Page: 1 lD:2HlX1KXL4i9dgRLFbR5HX8y8XqW-UbR7wXjH4a9Fq331 uRqc9YZlYnnEgeHwodeYb1y4PP_ 4-6-6 16-1-IS 1845-2 2546-8 2741-8 UJ Camber = 5/16 in Scale = 1:66.9 49 Plate Offsets (X, Y): [2:0-2-00-1-12], [3:0-0-13,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.97 Vert(LL) -0.25 9-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.70 9-10 >435 240 BCLL 0.0 * Rep Stress lncr YES WB 0.90 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MSH Wind(LL) 0.04 9-10 >999 240 Weight: 135 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G(11) *Except* I1:2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF No.2 G(1) *Except* 82:2x4 DF No.1 &Btr G(1) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) WEBS 1 Row at midpt 24,6-10 REACTIONS (lb/size) 7=1368/0-5-8, (mm. 0-1-8), 13=1182/0-5-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 13=-129 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 7=-546 (LC 4), 13=421 (LC 4) Installation guide. . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1127/412,1-17=-2075/754,17-18=-2073/754,2-18=-2072f754, 2-12=-844/332, 4-20=-1411/482, 5-20=-1412/482, 5-6=-1507/482, 6-21=-2309/706, 7-21=-24501706, 7-22=-759/25, 7-22=-774/25 BOT CHORD 11-12=-662/2132, 11-24=-66212132, 10-24=-662/2132, 10-25=-540/2192, 9-25=-540/2192, 9-26=-540/2192, 7-26=-540/2192, 7-27=0/657, 7-27=0/657 WEBS 1-12=-769/2211, 2-4=-1538/587, 2-10=-945/439, 4-10=-261/867, 6-10=-997/313, 6-9=0/481 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llornph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-7-2, Exterior (2) 4-7-2 to 7-7-2, Interior (1)7-7-2 to 24-9-3, Exterior (2) 24-9-3 to 27-9-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 421 lb uplift at joint 13 and 546 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/IPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD This truss is CASE(S) designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. AD 4A, ( C89385,4') Op 0 4-5-8 5-11-8 12-7-8 154-2 224.8 27.8-8 I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AL03 Roof Special Girder 2 1 Job Reference (optional) California Trusframe, LLC, Hugh500, Helden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:10 Page: 1 ID:bkkZ1ggyaclgWrh3B8zAnly8Vk3-uA6FYZI9NVXqhXocZaNJnABEP_vot?HMUbsCBMy4 POx I I Camber = 3/8 in Scale = 1:69.9 Plate Offsets (X, Y): [2:0-7-12,Edge], (4:0-3-0,0-241, (9:0-3-13,0-24], [14:0-3-0,0-4-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) tldefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.15 12 >999 360 MT18HS 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.55 11-12 >552 '240 MT20 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.95 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.10 12-14 >999 240 Weight: 174 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins, BOT CHORD 2x6 OF SS G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) 'Except W2,W5:2x4 DF No.2 G(1), W6:2x6 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. No.2 G(1) WEBS 1 Row at midpt 2-116,24 REACTIONS (lb/size) 9=2260/0-5-8, (min. 0-2-7),16=2852/0-5-8, (min. 0-3-1) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 16=-125 (LC 40) installed during truss erection, in accordance with Stabilizer 1 Max Uplift 9=-570 (LC 4),16=464 (LC 4) Installation guide. • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-432/82, 4-23=-3395/505, 5-23=-3.488/505, 5-6=-3872/603, 6-24=-3883/603, 7-24=-3967/603, 7-25=-4546/759, 8-25=-46371759, 8-26=4838/821, 9-26=4870/821, 9-27=48271777, 9-27=-4844/777 BOT CHORD 16-28=-681/5321, 15-28=-681/5321, 15-29=-716/5298, 14-29=-716/5298, 14-30=-366/3584, 13-30=-366/3584, 12-13=-366/3584, 12-31=-579/4257, 11-31=-579/4257, 11-32=-656/4466, 9-32=-656/4466, 9-33=-649/4452, 933=_649/4451 WEBS 2-16=-5771/835, 2-4=4628/678, 2-14=-2368/553, 4-14=-540/4388, 5-14=-754/258, 5-12=-115/619, 7-12=-840/240, 7-11 =-1 2/499, 8-11=-537/114 • NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-7-2, Exterior (2) 4-7-2 to 7-7-2, Interior (1)7-7-2 to 24-9-3, Exterior (2) 24-9-3 to 27-9-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. I A plate rating reduction of 20% has been applied for the green lumber members. ESSioA, Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 16 and 570 lb uplift at joint 9 %OF This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ' .AAD 4<' This truss has been designed for load 250.01b live 80.alb dead located 'Top C1& a moving concentrated of and at all mid panels and at all panel p or Chord, nonconcurrent with any other live loads. I C) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2562 lb down and 86 lb up at 8-1 'om chord. The d selection of such connection device(s) is the responsibility of others. L0 rn C 89385 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * * • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1 .25 . Iv t.. c' Uniform Loads (Ib/ft) £'ñr 'S Vert: 1-2=-74, 3-10-74, 9-16-20 r i- Concentrated Loads (lb) Vert: 14=-2562 (B) C Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AL05 Half Hip 1 1 Job Reference (optional) California Trusframe, LLC, I-lughson, Heiden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:14 Page: 1 lD:0MhY78cEzZqDJtVJgZAcVPy8Xnq-nxMmOwogRk2GA85NoPSFxOMvccAnprcyPDqQK7y4POt 4-4-14 10-7-5 18-4-8 24-11-8 11 Camber = 1/4 in Scale = 1:63.1 Plate Offsets (X, Y): [2:0-6-0,0-34], [3:0-0-13,0-1-8], [7:0-2-1,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.25 8-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.69 8-9 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.07 7 n/a n/a BCOL - - 10.0 Code lBC2015/TPl2014 Matrix-MSH Wind(LL) 0.03 8-9 >999 240 Weight: 133 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G(1)*Except* T1:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4 OF No.2 G(1) Except B2:2x4 OF No.1&Btr G(1) and 2-0-0 oc purlins (3-11-2 max.): 1-2, 2-11. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEDGE Right: 2x4 OF Stud/Std G WEBS 1 Row at midpt 2-4.6-9 REACTIONS (lb/size) 71166/Mechanical, (mm. 0-1-8), 12=1166/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 12=-127 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 7=408 (LC 4),12=-436 (LC 4) Installation guide. Max Gray 7=1191 (LC 7), 12=1166(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1119/432,1-16=-1558/616,16-17=-1558/616, 2-17=-1561/616, 2-1 1=-900/371 4-20=-1378/495, 5-20=-1381/495, 5-6=-1473/495, 6-21=-21781741, 21-22=-2242/741, 7-22=-23041741, 7-23=-978/321, 7-23=-996/321 BOT CHORD 10-11 =-532/115911, 10-25=-53211591, 9-25=-532/1591, 9-26=-631/2055, 8-26=-631/2055, 8-27=-631/2055, 7-27=-631/2055, 7-28=-287/856, 7-28=-287/856 WEBS 1-1 1=-669/1803, 2-4=-1440/588, 2-9=-5201238, 4-9=-220/728, 6-9=-8921337, 6-8=-4/447 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.0psf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-6-10, Exterior (2) 4-6-10 to 8-9-9, Interior (1)8-9-9 to 21-11-8, Exterior (2)21-11-8 to 24-11-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. r Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 436 lb uplift at joint 12 and 408 lb uplift at joint FE Si0,i, This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. kgP 0 A This truss has been designed for a moving concentrated load of 250.01b live and 80.0115 dead located at all mid panels and at all panel p We Top cib om Chord, nonconcurrent with any other live loads. 1 c. Graphical purlmn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1 '- C 89385 LOAD CASE(S) Standard . A I I I U U Job Job I Truss s Type Qty Ply I M31948-OA}(MONT-OF-CARLSBAD- ROOF M31948 AMO1 I Truss rcrou mmon 1 2 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:18 Page: 1 ID:kpGmLopJwwkg?NvjWSesBy8Y_D-ljbHElrAVyYhemP91 FWB5sXlBOhllIfYJqoeTuy4P0p 4-7-4 10-64 12-11-10 21-7-4 23-10-4 fl . Scale = 1:60.6 Plate Offsets (X, Y): [3:0-3-8,0-1-8],[6:0-3-8,Edge], [6:0-3-1 3,Edgel Loading (psfl Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a - n/a 999 BCLL 0.0* Rep Stress Incr YES WB 0.34 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Weight: 260 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/STD G(3) - REACTIONS All bearings 21-7-4. (Ib) - Max Horiz 16*97 (LC 4) Max Uplift All uplift 100 (lb) or less at joint(s) except 8=-263 (LC 4), 9=-326 (LC 21), 10=-230 (LC 4), 11=-114 (LC 29),12=-141 (LC 28),14=-1029 (LC ii), 15=-394 (LC 4), 16=-i101 (LC 8) Max Gray All reactions 250 (lb) or less at joint(s) 9 except 8=634 (LC 34), 10=538 (LC 41), 11=352(LC 40),12=355 (LC 39),14=2012 (LC 8), 15=662 (LC 37), 16=962 (LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-27=-629/748, 2-27=-388/592, 2-28=-146/401, 3-28=-296/428, 3-4=-631/1324, 4-29=-578/1045, 5-29=-578/1010, 5-30=-635/1031, 6-30=-635/987, 6-31 =-710/1090, 6-31=-710/1081, 1-16=-940/1133 . BOT CHORD 16-32=-408/371, 15-32=-982/989, 15-33=-1140/740, 33-34=-951/740, 14-34=-951/740, 13-14=-9511740, 12-13=-951/740, 12-35=-951/740, 11-35=-951/740, 11-36=-951/740, 10-36=-951/740, 10-37=-947/730, 9-37=-9471730, 9-38=-947/730, 8-38=-947/730, 8-39=-947/730, 6-39=-947/730, 640=-947/730, 640=-947/730 WEBS 2-15=-571/373,1-15=-`! 164/868, 3-114=-119110/1090, 3-15=-1266/1762, 5-10=-465/178 NOTES 1) 2-ply truss to be connected together with lOd (0.131 *x3*) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply conneci ovided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.Opsf; BCDLO.opsf; h25ft; Cat. II; Exp C; Enclosed: C-C Corn tT04 20-0-0 to 33-3-11, Corner (3) 33-3-11 to 36-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. 'hp DOL1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry G etails as applica qualified building designer as per ANSIITPI 1. ... rn 6 C 89 ) Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. * Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide w any other members. ii) A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 15, 1101 lb uplift at joint 16, 1029 lb uplift at joint 12, 113 lb uplift at joint 11, 229 lb uplift at joint 10, 325 lb uplift at joint 9 and 262 lb uplift at joint 8. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 26. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. • Continued on page 2 OF c m. joint 14, 141 lb Job M31948 I Truss AM01 I Truss Type Common Qty 1 Ply 2 I M31948-OAKMONT-OF-CARLSBAD- ROOF Job Reference (Optional) California Trustrame, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:18 Page: 2 lD:kpGmL0pJwwkg?NvjWSesBy8YD-bHElrAvyYhemP91 FWB5sXlBDhlIIfYJqoeTuy4POp 15) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) This truss has been designed for a total seismic drag toad of 2000 lb. Lumber DOL=(1.30) Plate grip DOL=(1.30) Connect truss to resist drag toads along bottom chord from 0-0-0 to 21-74 for 217.2 plf. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/IPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 0 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. Studding applied to ply: 2(Back) LOAD CASE(S) Standard • • • • • C89385 to A . 0 [] I Job I Truss I Truss Type Qty Ply I M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 ANJO1 Roof Special 3 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:21 Page: 1 ID:OVrOWE0vUozM?ZPyEMRVAzy8Zhz-4IHPsKt3ntwGVD8jiO4ujv8AFQbIy6ioo1I4Dy4pom 4-9-12 8-9-12 14-8-4 19-5.8 . 11 6 Camber = 1/16 in 0-3-12 3-11-4 0-9-14 . Scale = 1:56.8 Plate Offsets (X, Y): [1:0-1-6,Edge], [5:0-240-2-0] Loading (psi) Spacing 2-0-U CSI DEFL in (lc) Well Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.77 Vert(LL) -0.10 9-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.25 9-10 >666 240 BCLL 0.0* Rep Stress lncr Yes WB 0.37 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.01 11-14 >999 240 Weight: 101 lb FT = 20% LUMBER BRACING TOP CHORD 20 DF No.1 &Btr G(1) *Except* 12:2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 1=175/Mechanical, (mm. 0-1-8), 8=688/0-3-8, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 11=985/0-5-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 11=134 (LC4) I Installation guide. • Max Uplift 1-56 (LC 4), 8=-342 (LC 4), 11=-333(LC 4) Max Gray 1=428(LC 29), 8=746(LC 35), 11=987 (LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-579/149, 317=532/149, 6-7=-229/293 BOT CHORD 10-24=-286/825, 9-24=-286/825, 9-25=-288/805, 8-25=-288/805 WEBS 5-8=-939/398, 3-5=-523/254, 5-10=-509/116, 2-10=-176/668, 5-9=0/423, 4-5=-403/107, 2-11=-830/294, 6-8=-414/151 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLU.Upsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1)3-0-U • to 11-6-8, Exterior (2)11-6-8 to 19-3-10; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Upsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1, 342 lb uplift at joint 8 and 333 lb uplift at joint 11. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WK 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (lb/ft) r" LLJ Vert: 14=-74, 5-6-74,12-22=-30 (F-10), 7-22-20 VIL to CA 0 Job I Truss I Truss Type Qty Ply M31948-OAI<MONT-OF-CARLSBAD- ROOF M31948 ANJO2 Roof Special 1 1 Job Reference (optional) California Trusfrarne, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:25 Page.i ID:VQz9QVYZsC'YWKornWq8fCKy8Zaq-y3Weihxar6QiqRvxD8quuqrn1 zl uskZwQ?VD_y4POi 4-9-12 18-24 19-5-8 148-12 8-9-12 14-8-4 15-4-0 1-8-11 4-0-0 9-10-8 0-1- - 3-1-0 3-84 4X 1 X4 21 12 41" Sr u 19 is 25 12+27 1 1 28 ! I 12 12 14 1 IF 1401 3-1-0 40-0 I 5-8-12 1 3-9-8 - Camber = 3/16 in 0-2-12 Ll Scale = 1:60.4 Plate Offsets (X, Y): [1:0-2-6,Edge], [6:0-2-8,0-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.10 10-11 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.30 10-11 >664 240 BCLL 0.0* Rep Stress lncr Yes WB 0.58 Horz(CT) 0.02 9 nla n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.03 11-12 >999 240 Weight: 971b FT=20% LUMBER BRACING - TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD 13(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=861/ Mechanical, (mm. 0-1-8),13=959/0-5-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 13=259 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 9=404 (LC 4), 13=-369 (LC 4) Installation guide. 0 Max Gray 9=872 (LC 7), 13=959 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-778/82, 2-18=-767/82, 2-19=-9221171, 3-19=-901/171, 3-20=-986/210, 4-20=-909/210, 6-10=-486/249, 5-6=-406/130, 6-22=-1 048/473, 7-22=-1052/473, 7-9=435/402 BOT CHORD 1-24=-88/776, 13-24=-88/776, 13-25=-347/820, 12-25=-347/820, 12-26=-347/820, 11-26=-347/820, 11-27=-373/983, 10-27=-373/983 WEBS 4-111=-11/349,4-6=-935/367, 6-11=-339/101, 7-10=486/1142, 3-11-108/335, 2-13=-634/231 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd=87mph; TCDL=0.opsI; BCDLO.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1 ) 3-0-0 to 11-6-8, Exterior (2) 11-6-8 to 14-6-8, Interior (1) 14-6-8 to 16-5-7, Exterior (2) 16-5-7 to 19-5-7; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404 lb uplift at joint 9 and 369 lb uplift at joint 13 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi n Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. ii) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (5j) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 LJ 89 Uniform Loads (lb/ft) * Vert: 1-5=-74, 6-7=-74, 7-8-74, 13-14-30 (F=-10), 9-13-20 r-i 0 0 Job I Job I Truss Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ] AN03 Roof Special I Truss Type 1 1 Job Reference (optional) California Trustrame, LLC, Hughson, 1-lelden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:27 Page: 1 ID:XOmsgRpspg6_FXejzc_WHmy8ZXv-uSeh7NyqNjhQD8bt3eBIzmOCJreqMnYsOicucHIy4POg 1.8-12 18-2-I3 18.94 -2-3-C 4-9.12 8-9-12 1441-4 18-4-9 i.84j , 48-12 84.12 14.8-8 18.4.9 I i-4) 8-1.0 1 4-0-0 1 0-8-12 0-2-12 Camber = 1116 in Scale = 1:63.8 Plate Offsets (X, Y): [7:0-5-8,0-2-4) Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.11 11-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 11-12 >739 240 BCLL 0.0* Rep Stress Incr Yes WB 0.56 Horz(CT) 0.02 10 n/a n/a BCDL - 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.01 11-12 >999 240 Weight: 105 lb FT=20% LUMBER BRACING TOP CHORD 20 OF No.1&Btr G(i) *Except* T2:2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 5-6-15oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 10=830/ Mechanical, (mm. 0-1-8), 14=1162/0-5-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 14=184 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 10=-351 (LC 4), 14=-556 (LC 4) 1 Installation guide. 0 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=458/502, 2-18=-4581506, 2-19=-722/1053, 3-19=-72211060, 3-20=-916/47, 4-20=-887/47, 4-21=-935/203, 5-21=-875/203, 7-23=-991/392, 8-23=-996/392, 8-10=-796/348 BOT CHORD 2-24=432/466, 2-24=-432/466, 2-25=-960/747, 14-25=-9601747, 14-26=-960/564, 13-26=-960/564, 13-27=-115/821, 12-27=-115/821, 12-28=-316/970, 11-28=-316/970 WEBS 5-12=0/355, 5-7=-898/316, 7-12=-376/90, 8-11=-391/1099, 4-13=-296/184, 3-14=-1086/536, 7-11=-450/197, 6-7=-407/107, 3-13=-699/1374 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultilomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsI; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 11-6-8, Exterior (2) 11-6-8 to 19-5-7; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLi .60 plate grip DOL=i .60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 10 and 556 lb uplift at joint 14. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points al nd Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. ii) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) C 893 Vert: 11-6=-74,7-8=-74, 8-9=74,114-15=-30 (F-10), 10-14-20 * 0 0 0 Job .1 Truss I Truss Type Qty M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ANO4 Roof Special 1 I Pl lJob 1 Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:30 Page: 1 ID:jI6oTYVMwg3kv5S24ZmCUny8ZEx-J0KplOige34cKSkmk?bOOhD2ftiZ79J4ijGuCy4POd 141-12 184-8 18-5-8 -244 4-0-12 8-9-12 1441-4 10-8-15 t I 4-8-12 5-8-12 14-8-8 18-8-15 I 1-elfI --°1 4-0-0 1 5-8-12 1 5-11-7 0-2-12 Camber = 1/8 in Scale = 1:63.8 Plate Offsets (X, Y): [7:0-24,0-1-8] Loading (psf) Spacing .2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.10 11-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.26 11-12 >780 240 BCLL 0.0 Rep Stress Incr Yes WB 0.57 Horz(CI) 0.02 10 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MSH Wind(LL) 0.01 11-12 >999 240 Weight: 105 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 5-4-80c purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 10=827/ Mechanical, (mm. 0-1-8), 14=1168/0-5-8, (min. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 14=311 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 10=-370 (LC 4), 14=-525 (LC 4) Installation guide. 'Max Gray 10=846 (LC 7), 141168(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-4381477, 2-18=-438/482, 2-19=-735/1059, 3-19=-735/1066, 3-20=-924/0, 4-20--896/0, 4-21=-930/137, 5-21=-882/137, 7-11=455/220, 6-7=-410/132, 7-23=-1064/449, 8-23=-1069/449, 8-10=-810/368 BOT CHORD 2-24=-435/469, 2-24=435/469, 2-25=-967/760, 14-25=-967/760, 14-26=-967/449, 13-26=-967/449,13-27=-197/829, 12-27=1971829,12-28=-348/1001,11-28=-348/1001 WEBS 5-12=0/363, 5-7=-875/295, 7-12=-398/54, 8-11=-450/1142, 3-14=-1093/509, 4-13=-302/176, 3-13=-665/1395 NOTES Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-10; Vuttil0mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 11-8-8, Exterior (2) 11-6-8 to 14-6-8, Interior (1)14-6-8 to 16-5-7, Exterior (2) 16-5-7 to 19-5-7; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 10 and 525 lb uplift at joint 14. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel point D Botton Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LW 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q5 1) Dead + Roof Live (balanced): Lumber tncrease=1.25, Plate lncrease=1.25 C 89385 rn Uniform Loads (lb/ft) Vert: 1-6=-74, 7-8=-74, 8-9 74, 14-15-30(F 1o), 10-14-20 U 0 0 1] Job I Truss I Truss Type Qty Ply M31948-OAXMONT-OF-CARLSBAD- ROOF M31948 ANO5 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:32 Page: 1 lD:FfyubZtJmufwQDR4ZkH906y8ZBt-FPRaA40zCGJiKvTrrBrnTgp61jsLH1 1 bbX0CNz4y4POb 1-8-12 15510 18-5-0 -2-3-0 4-0-12 84-12 1444 18.7-0 * 111 44-12 8-0-12 14-0-8 18-7-0 I l-eØl 3-1-0 1 4.0.0 'I 5-8-12 I 4-0-14 0-2-12 Camber = 1/8 in Scale = 1:63.8 Plate Offsets (X, Y): 17:0-2-4,0-1-81 0 Loading (psO Spacing 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.10 11-12 >999 360 MT20 220/195 TCDL 17.0 Lumber.DOL 1.25 BC 0.85 Vert(CT) -0.26 11-12 >774 240 BCLL 0.0* Rep Stress ncr Yes WB 0.57 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.01 11-12 >999 240 Weight: 105 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, BOT CHORD 2x4 DF No.2 G(i) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 10=823/ Mechanical, (mm. 0-1-8), 14=1174/0-5-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 14=311 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 10=-366 (LC 4),14=527 (LC 4) Installation guide. 0 Max Gray 10=844 (LC 7), 141174(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-4381477, 2-18=438/482, 2-19=-734/1059, 3-19=-734/1066, 3-20=-93011, 4-20=-903/1, 4-21=-9421143, 5-21=-891/143, 7-11=454/221, 6-7=4101132, 7-23=-1 101/465, 8-23=-11061465, 8-10=-806/364 BOT CHORD 2-24=-435/469, 2-24=4351469, 2-25=-966/759, 14-25=-9661759, 14-26=-966/448, 13-26=-966/448, 13-27=-201/835, 12-27=-201/835, 12-28=-364/1028, 11-28=-364/1028 WEBS 5-12=0/368, 5-7=-887/300, 7-12=419/65, 8-11=462/1170, 3-14=-1098/511, 4-13=-304/177, 3-13=-669/1403 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87rnph; TCDL=0.apsf; BCDLO.opsf; h=25f1; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 11-6-8, Exterior (2) 11-6-8 to 14-6-8, Interior (1) 14-6-8 to 16-5-7, Exterior (2) 16-5-7 to 19-5-7; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 10 and 527 lb uplift at joint 14. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi Botton Chord, nonconcurrent with any other live loads. 0 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. ii) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ((*!)) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncreasei .25 C 8938 Uniform Loads (lb/ft) Vert: 1-6=74, 7-8 74, 8-9=74, 14-15-30 (F 10), 10-14-20 p I Job uss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 rArN O6 Roof Special 3 1 Job Reference (Optional) California Trusframe, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:35 - Page: 1 lD:DZxCPpZBFPrHgVa73nSz8y8Z8O-f7io62ruBhHBNcQxKlSkYx3QgELG2EQ1 ZPy4POY 1.8-12 18-9-4 -2-3-0 4-9-12 8-9-12 144-4 194-8 2t15 e t% 18-8-4 1l1,15 4-9-12 L 8-8-12 [ 14-8-8 I 1441 8-'-° 1 8-8-U 1 5-8-12 'I 1 Camber = 1/8 in 0-2-12 4-2-12 0-88 Scale = 1:63.8 Plate Offsets (X, Y): [7:0-1-12,0-1-12], [8:0-3-8,0-1-8], [15:0-1-12,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.82 Vert(LL) -0.10 12-13 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.27 12-13 >750 240 BCLL 0.0 Rep Stress Incr Yes WB 0.77 I-borz(CT) 0.02 11 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.02 12-13 >999 240 Weight: 109 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 DF No.1&Btr G(1) WEBS 2x4 OF Stud/STD G(3) REACTIONS (lb/size) 11=836/0-3-8, (mm. 0-1-8),15=1220/0-5-8, (mm. 0-1-10) WEBS Max Horiz 15=313 (LC 4) Max Uplift 11=-367 (LC 4), 15=-526 (LC 4) Max Gray 11=1043 (LC 2), 151500(LC2) Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 12-13. 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. BRACING TOP CHORD 601 CHORD 0 FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-437/471, 2-19=437/479, 2-20=-734/1032, 3-20=-734/1039, 3-21=-14821140, 4-21=-1434/176, 4-22-1775/277, 5-22=-1696/310, 7-12=-655/218, 6-7=-410/132, 7-24=-1583/497, 24-25=-1583/497, 8-25=-1588/497 801 CHORD 2-26=-458/494, 2-26=-458/494, 2-27=-941(759, 15-27=-941/759, 15-28=-941/446, 14-28=-941/446, 14-29=-204/1324, 13-29=-204/1324, 13-30=-395/1565, 12-30=-395/1565 WEBS 5-7=-1644/302, 7-13=-457/122, 8-1 1=-1058/383, 8-12=-490/1707, 3-15=-1396/511, 4-13=-123/329, 5-13=-414/725, 4-14=-430/178, 3-14=-667/1887 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-Second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 11-6-8, Exterior (2) 11-6-8 to 14-6-8, Interior (1) 14-6-8 to 16-3-10, Exterior (2) 16-3-10 to 19-3-10; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit enthffihottoQhord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 11 and 526 lb uplift at join AD 4 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel the Top Chor Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 759 lb down and 707 lb up at 8-1 selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) FCA Vert: 1-6=-74, 7-9=-74, 15-16=-30 (F=-10), 10-15=-20 Concentrated Loads (lb) Vert: 13=-54 (B) Job I Truss I Truss Type Qty I Ply I M31948-OAI<MONT-OF-CARLSBAD- ROOF M31948 AP01 Roof Special Supported Gable 1 1 Job Reference (optional) California Tnjsframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:38 Page:1 ID:BNvTjL2VAzQstQ_d3TO??yy8ajm-4ZprO85in63s2qx?CSttv4M8FHUiRltlJwyfhAJ(y4Pov oa -2-10-2 8-4-14 1748-8 Scale = 1:66.7 Plate Offsets (X, Y): [2:0-3-0,0-0-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.49 Vert(LL) n/a - n/a 999 M120 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.47 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.52 Horz(CT) -0.03 7 n/a n/a BCOL 10.0 Code 1BC2015/TP12014 Matrix-MSH Weight: 171 lb FT = 20% 0 LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, 601 CHORD 2x4 OF No.2 G(i) except end verticals. WEBS 2x4 OF Stud/STD G(3) *Except* W2:2x6 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. OTHERS 2x4 OF Stud/SID G(3) JOINTS 1 Brace at Jt(s): 19, 26 REACTIONS All bearings 17-8-8. MiTek recommends that Stabilizers and required cross bracing be (lb) - Max Horiz 18=-129 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift All uplift 100 (lb) or less at joint(s) 12, 13, 15, 16, 17 except Installation guide. W 8=-165 (LC 4), 9=-172 (LC 28), 10=-230 (LC 4), 14=-215 (LC 4), 18=-255 (LC 4), 7=-888 (LC 11) Max Gray All reactions 250 (lb) or less at joint(s) except 8=489 (LC 43), 9=281 (LC 42), 10=521 (LC 41), 11=378 (LC 40), 12=348 (LC 39), 13=360 (LC 38), 14=617 (LC 7), 15=358 (LC 36), 16=356 (LC 35), 17=362 (LC 34), 18=532 (LC 33), 7=1032 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 18-19=-517/284, 2-19=-534/373, 341=-677/634, 3-4=-6891736, 4-5=-721/763, 5-42=-967/958, 6-42=-1255/1274, 0 6-43=-i 531/1637, 4344=-1752/1727, 7-44=-203411896, 7-45=-1945/1951, 745=-2046/2036 BOT CHORD 1647=_313/313, 1648=-385/389, 15-48=464/465, 1549=480/541, 14-49=-616/617, 14-50=-690/632, 13-50=-7681768, 13-51=-843/844, 12-51=-919/905, 12-52=-995/996, 11-52=-107111072, 11-53=-1213/1233, 10-53=-1393/1394, 10-54=-1410/1424, 9-54=-1477/1495, 9-55-1553/1571, 8-55=-1629/1647, 8-56=-1649/1667, 7-56=-1833/1852, 7-57=-1 844/1862, 7-57=-1931/i 949 WEBS 3-26=-508/1144,14-26=-590/216, 6-33=-442/193 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.Opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-10-2 to 0-1-12, Interior (1) 0-1-12 to 14-8-8, Exterior (2) 14-8-8 to 17-8-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 . 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End le, or consult qualified building designer as per ANSI/TPI 1. 0 oF Ioi Gable requires continuous bottom chord bearing.D r4 Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 pst bottom chord live toad nonconcurrent with any other live loads. '- * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wid ttween the bottom any other members, with BCDL = 10.0p5f. LLJ , ,70 rn A plate rating reduction of 20% has been applied for the green lumber members. -'70 Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 16, 15, 13, 12 e t=lb) 18=255, 7=887 2J 9 0 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi ttom Chord, nonconcurrent with any other live toads. 9F CA ..\ This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(i .30) Plate grip DOL(i .30) Connect truss to resist drag lo chord from 0-0-0 to 17-7-0 for 113.7 plf. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI)TPI 1. Continued on page 2 Job J Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 I APO1 Roof Special Supported Gable 1 1 Job Reference (Optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:38 Page: 2 - ID:BNvT(L2VAzQsIQ_d3TO??yy8ajm-4ZprO85jn63s2qs?CSttv4M8FHUiRJtlJwyfliAky4POV 13) 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 21002 from left end and 0 from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 0 0 C -24-0 5-2-4 10.5.4 10.4.1 214-2 I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AF Common 3 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:41 Page:1 ID:TXXHz1 MZg9jwPz8zTb3TaEy8ays-U8Uz397c4 1 RRvIgZtaRaXjzaStJPte3wwcvtLn3y4POS 0 Camber = 3/16 in 40 Scale = 1:69.9 Plate Offsets (X, Y): [2:0-2.15,0.1-8], [5:0-3-0,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) b/dell Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.27 8-9 >730 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.59 8-9 >329 240 BCLL 0.0* Rep Stress lncr YES WB 0.76 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.03 8-9 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G(i) *Except* Ti :2x4 DF No.2 G(i) TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, SOT CHORD 20 DF No.1&Btr G(1) except end verticals. WEBS 20 DF Stud/STD G(3) SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=928/0-5-8, (mm. 0-1-8), 7=1 15/ Mechanical, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 8=10021 Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 2=98 (LC 4) 1 Installation guide. . Max Uplift 2=-388 (LC 4), 7=-68 (LC 4), 8-320 (LC 4) Max Gray 2=928 (LC 1), 7=382 (LC 18), 8=1002 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-463/0.2-13=-455/0, 2-14=-1372/336, 3-14=-1299/336,3-15=-998/235,4-15=-931/235, 6-8=-5431158 SOT CHORD 2-18=0/341, 2-18=0/341, 2-19=-302/1205, 9-19=-302/1205, 9-20=-i 16/638,8-20=-i 16/638 WEBS 3-9=.587/172, 4-9=-98/675, 4-8=-8110/277 NOTES 1) Wind: ASCE 7-10; Vult=liOmph (3-second gust) Vasd=87mph; TCDLO.Opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)-2-3-ii to 0-7-13, Interior (1) 0-7-13 to 20-11-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=1.60 0 2) This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 7, 388 lb uplift at joint 2 and 320 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. FESS LOAD CA(S) 385 UJI 9-1-8 9-9-14 15-1-8 5-1-9 9-1-13 11-5-14 17-4-8 Camber = 1/8 in Scale = 1:46.9 Plate Offsets (X, Y): [3:0-6-00-1-12], [5:04-50-1-15], [7:0-3-0,044], [8:0-5-12,0-5-0] 10 El Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AS01 Roof Special Girder 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:43 Page: 1 ID:bB7yg?kqX6LQlnEceMFdgvy8bi9-QXcicUr9scai88bpy??T2c83xpl6l6vg D3DMSryy4 POD Loading TCLL (roof) TCDL BCLL BCDL (psf) 20.0 17.0 0.0 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code 16C2015/TP12014 CSI TC 0.70 BC 0.79 WB 1.00 Matrix-MSH DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lc) 1/defi L/d -0.16 7-8 >999 360 -0.36 7-8 >497 240 0.06 5 n/a n/a 0.02 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 88 lb FT = 20% 40 LUMBER BRACING TOP CHORD 2x6 OF SS G(1) Except 72:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 2-4-5oc purlins, BOT CHORD 2x6 OF SS G(1) except end verticals, and 2-0-00c purlins (3-0-1 max.): 1-3. WEBS 2x4 OF No.2 G(1) Except W5,W4,W6:2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=1117/0-5-8, (mm. 0-2-13), 91183/0-4-0, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 9=-75 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 5=-245 (LC 4) Installation guide. . Max Gray 5=2642 (LC 18), 9=3203 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-2713/0, 1-12=-5433/0, 12-13=-5433/0, 13-14=-5433/0, 2-14=-5433/0, 2-15=-5433/0, 15-16=-5433/0, 16-17=-5433/0, 17-18=-5433/0, 3-18=-5433/0, 3-19=-5703/0, 4-19=-5722/0, 4-20=-5616/0, 5-20=-5631/0, 5-21=-5664/0, 5-21=-5675/0 BOT CHORD 9-22=0/252, 22-23=0/252, 23-24=0/252, 8-24=0/252, 8-25=0/5370, 25-26=0/5370, 26-27=0/5370, 7-27=0/5370, 7-28=0/5195, 28-29=0/5195, 29-30=0(5195, 5-30=0/5195, 5-31=0/5180, 5-31=0/5180 WEBS 3-7=0/1105, 2-8=-1093/94, 3-8=-1 61/344, 1-8=0/5631, 4-7=-68/448 NOTES 46 1) Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 6-8-2, Exterior (2) 6-8-2 to 12-8-2, Interior (1) 12-8-2 to 14-5-3, Exterior (2) 14-5-3 to 17-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 9 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poin r9A &4fr Botton Chord, nonconcurrent with any other live loads. <, AD ( Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. (? 4i . Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 335 lb down and 80 lb up at i-il , bwn and 83 lb u and 335 lb down and 122 lb up at 7-0-12, and 576 lb down and 25 lb up at 9-1-14 on top chord, and 423 lb down at 1-11-4. 423 lb d -12, 423 lb down 423 lb down at 7-0-12, 344 lb down at 9-0-12, and 339 lb down at 11-0-12, and 343 lb down at 13-0-12 on bottom chord. The desig ction 19c3 tio is the responsibility of others. a XI This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. * * . 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 (!I Uniform Loads (lb/ft) v CA Vert: 1-3=-74, 3-6=-74, 5-9=-20 Concentrated Loads (lb) Vert: 8=-145(F), 12=-18, 14=-18, 164-18, 164-67, 22-145(F), 24-145 (F), 25-145 (F), 27-8(F), 28=0 (F), 30-10(F) 0 'Job I Truss I Truss Type Qty Ply ROOF M31948 ASO2 Roof Special 1 I 1 ob JM31948-OAKMONT-OF-CARLSBAD- Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:34:47 Page: 1 ID:JL8sfgrbcHzmr0KGjwp2e0y8baG-JlrEJDCNgtCadD7jErY_aDa9vS?2kqprKgjy4P0M 7-1-8 7-7-7 3-10-10 7-1-13 9-11-6 15-1-8 17-4-8 Camber = 1/8 in Scale = 1:49.7 Plate Offsets (X, Y): [5:0-3-110-2-5] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) I/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.18 7-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.43 7-12 >419 240 BCLL 0.0* Rep Stress Incr Yes WB 0.86 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015iTPl2014 Matrix-MSH - Wind(LL) -0.01 7-12 >999 240 Weight: 73 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2x4 OF No.1&Btr G(1) except end verticals, and 2-0-00c purlins (2-7-9 max.): 1-3. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=888/0-5-8, (mm. 0-1-8), 9=691/04-0, (mm. 0-1-12) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 9=-69 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 5=-397 (LC 4), 9=-166 (LC 4) 1 Installation guide. .Max Gray 5=1174(LC 22), 9=1616(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-511/35, 2-15=-1748/275, 15-16=.-1747/275, 16-17=-1739/275, 17-18=-1738/275, 3-18=-1730/276, 3-19=-1863/277, 4-19=-1897/277, 4-20=-2079/337, 20-21=-2101/337, 5-21=-2130/337, 5-22=-711/0, 5-22=-719/0 BOT CHORD 9-23=-45/1617, 8-23=45/1617, 8-24=-45/1617, 7-24=-45/1617, 7-25=-20211939, 5-25=-202/1939, 5-26=0/597, 5-26=0/597 WEBS 3-7=-46/344, 4-7=435/162, 2-8=-51/370, 2-9=-2053/213, 2-7=-93/288 NOTES Unbalanced roof live loads have been considered for this design. • Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-7-7, Exterior (2) 4-7-7 to 10-7-7, Interior (1) 10-7-7 to 14-5-3, Exterior (2) 14-5-3 to 17-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 9 and 397 lb uplift at joint 5. . This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel point IV IS Bottor Chord, nonconcurrent with any other live loads. rA D ( Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 80 lb up at 1-11 , 'Ib down and 1 3-114, and 303 lb down and 139 lb up at 5-24 on top chord. The design/selection of such connection device(s) is the responsibility . This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/IPI 1. U.1 C 89,385 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 * * • Uniform Loads (lb/ft) l.p Vert: 1-3=-74, 3-6=-74, 9-10=-20 Iv 't-. top c I Job Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AS03 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:50 Page: 1 lD:p2ZnFbXrKUxGTWJxkYo6eDy8bWo-jtXNyEEFyoa9Ugslvz5hOaJ6WlF6ZFgpZKb2y4PQJ 5-1-8 5-9-14 2-11-13 5-1-13 9_5_3 15_18 17-4-8 El Camber = 1116 in Scale = 1:52.8 Plate Offsets (X, Y): [5:0-3-0,0-1-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.11 8-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.25 8-9 >724 240 BOLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code 1B02015/TP12014 Matrix-MSH Wind(LL) -0.01 7-12 >999 240 Weight: 80 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except end verticals, and 2-0-00c purlins (6-0-0 max.): 1-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=888/0-5-8, (mm. 0-1-8), 9=691/04-0, (mm. 0-1-14) MFlek recommends that Stabilizers and required cross bracing be Max Horiz 9=-69 (LC 33) installed during truss erection, in accordance with Stabilizer Max Uplift 5=-394 (LC 4), 9=-1 70 (LC 4) Installation guide. . Max Gray 5=1196 (LC 22), 9=1771 (L027) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-415/48, 2-15=-1588/238,15-16=-1575/239,16-17=-1574/239,3-17=-1548/240, 3-118=-11682/230,118-19=-1726/230' 4-19=-1750/230, 4-20=-2128/319, 5-20=-21621319, 5-21=-710/0, 5-21=-718/0 BOT CHORD 9-22=0/1172, 8-22=0/1172, 8-23=-185/1965,7-23=185/1965,7-24=-185/1965, 5-24=-185/1965, 5-25=0/612, 5-25=0/612 WEBS 3-8=-345/144, 4-8=-612/180, 4-7=0/405, 2-9=-1943/156, 2-8=-127/738 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BODL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 8-9-14, Interior (1) 8-9-14 to 14-5-3, Exterior (2) 14-5-3 to 17-5-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=i .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 5 and 170 lb uplift at joint 9. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlmn along the top and/or bottom chord. OF ESSi0 3-11-4, and 759 lb down and 100 lb up at 5-1-14 on top chord. The design/Selection of such connection device(s) is the responsibility o ii) Hanger(s) or other connection device(s) shall be provided sufficient to Support concentrated load(s) 330 lb down and 110 lb up at 1-i i Oa t 12) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=i .25, Plate lncrease=i .25 W C 89385 1 Uniform Loads (lb/ft) Vert: 1-3=-74, 3-6=-74, 9-10-20 0 LUMBER TOP CHORD 2x6 OF SS G(1) *Except* T2:2x4 DF No.2 G(i) BOT CHORD 2x4 OF No.1 &Btr G(1) WEBS 2x4 DF Stud/STD G(3) *Except* W1:2x4 DF No.2 G(1) . I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AT01 Roof Special 3 1 Job Reference (optional) California Trusframe, LLC, I4ughson, Heiden Estrada Run: 8.24 S Jan 62020 Print: 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:34:53 Page: 1 ID:HdajzBipy4EliMNKturZYsy8bIN-8SDWaGG8FjyicL8ata6fo0FTcFKWrSSzhNnnCNy4POG -1-8-14 o-ii-o All Camber = 1/8 in Scaler 1:54.1 Plate Offsets Y): (X, [5:0-1-2,0-1-8] Loading (ps Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.18 6-7 >863 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.40 6-7 >399 240 BOLL 0.0 Rep Stress lncr YES WB 0.88 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code 1B02015/TP12014 Matrix-MSR Wind(LL) 0.03 6-10 >999 240 Weight: 60 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-0oc purlins, BOT CHORD 2x4 OF No.1&Btr G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=-7210-1-8, (mm. 0-1-8), 5=604/0-3-8, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 7=827/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Horiz 2=-78 (LC 5) Installation guide. Max Uplift 2-189 (LC 10), 5-234 (LC 4), 7=-301 (LC 4) • Max Gray 2=347 (LC 13), 5=679 (LC 23), 7=875 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-7=-538/171,4-14=-938/328,14-15=-944/328. 5-15=-984/328 BOT CHORD 7-16=-250/871, 6-16=-250/871, 6-17=250/871, 5-17=-250/871 WEBS 4-7=-942/365, 4-6=-27/483 NOTES Wind: ASCE 7-10; Vu1t=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.apsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -1-6-14 to 1-5-2, Interior (1) 1-5-2 to 10-4-0, Exterior (2) 10-4-0 to 13-4-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 . This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 5, 301 lb uplift at joint 7 and 189 lb uplift at joint 2. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along th LIQQ.Qhord and Bottom 0 Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. %O OSI LOAD CA(S) C 89385 I Job Job I Truss Truss Truss Type Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AT02 I J Roof Special 1 I 1 [ Job (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:34:57 Page:1 ID:CLoVOItb5brzC4_ASDG3Mdy8bST-0DSOQdJeJxS9gIuepxjLB5eH9xtOOG?HHPlCL8y4pOC -0-7-11 6-11-0 13-8-0 15.9.0 Camber = 1/8 in Scale = 1:56.1 Plate Offsets (X, Y): (4:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.90 Vert(LL) -0.18 6-7 >881 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.40 6-7 >401 240 BCLL 0.0 Rep Stress lncr YES WB 0.88 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MSH Wind(LL) -0.02 6-10 >999 240 Weight: 631b FT = 20% - LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-00c purtins, BOT CHORD 2x4 OF No.1&Btr G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=-289/ Mechanical, (mm. 0-1-8), 4=796/0-5-8, (mm. 0-1-8), Mflek recommends that Stabilizers and required cross bracing be 7=972/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Horiz 1=-92 (LC 5) Installation guide. • Max Uplift 1=-507 (LC 10), 4-395 (LC 4), 7=-356 (LC 4) Max Gray 1=200 (LC 13),4=796 (LC 1), 71160(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-828/248, 3-14=-9351321, 4-14=-973/321, 415=337/0, 4-15=-344/0 601 CHORD 7-16=-184/868,6-16=-184/868, 6-17=184/868,4-17=-184/868, 4-18=0/274, 4-18=0/274 WEBS 3-7=-931/293, 3-6=0/482 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -0-6-15 to 2-5-1, Interior (1) 2-5-1 to 12-9-11, Exterior (2)12-9-11 to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 • This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 1, 395 lb uplift at joint 4 and 356 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 0 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. ES LOAD CASE(S) Standard CD rn C 89385 6 Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AT03 Roof Special 1 1 Job Reference (optional) California Tnjsframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:35:01 Page:1 ID:URG8y4uLKh1dwAi6PPb?O1 y8bFY-v_iXF?M9NAzbINBP2noHLxpzkYGjKA?tC1jPUvy4PO8 1-8-5 1-4-5 44-8 8-11-15 13-8-0 18-8-0 10 Camber = 1/16 in Scale = 1:56.2 Plate Offsets (X, Y): [7:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.08 9-10 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.20 9-10 >785 240 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.01 9-10 >999 240 LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 74 lb FT = 20% TOP CHORD 2x4 OF No.2 G(1) *Except* Ti :2x6 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-5-20c purtins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-0-00c purlins (6-0-0 max.): 1-5. WEBS 2x4 DF Stud/STD G(3) Except W1:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. REACTIONS (lb/size) 7=819/0-5-8, (mm. 0-1-8), 11=669/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 11=-i 16 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 7=-367 (LC 4), 11=-269 (LC 4) 1 Installation guide. • Max Gray 7=847(LC22), 11=1398(LC 12) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-890/83, 34=-30219, 5-16=-697/160, 16-17=-699/160, 6-17=-803/160, 6-18=-1336/264, 7-18=-1363/264, 7-19=-423/0, 7-19=43110 BOT CHORD 11-20=0/642,10-20=0/642,10-21=-141/1234, 9-21=-141/1234, 9-22=-141/1234, 7-22=-141/1234, 7-23=0/336, 7-23=0/336 WEBS 2-4=-1 334/55, 6-10=-722/159, 6-9=0(410, 5-1 0=-69/532, 5-11 =-949/254 NOTES Unbalanced roof live loads have been considered for this design. • Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.apsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 4-4-5, Interior (1) 4-4-5 to 12-9-11, Exterior (2) 12-9-11to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 11 and 367 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points al nd Bottom E, Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ii) Hanger(s) device(s) be or other connection shall provided sufficient to support concentrated load(s) 775 lb down and 24 lb up at 1-4-5 he de of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. )' LOAD CASE(S) Standard C 89385 1) Dead + Roof Live (balanced): Lumber 1ncrease1 .25, Plate lncrease=l .25 Uniform Loads (lb/ft) • Vert: 3-5=-74, 5-8=-74, 11-12=-20, 1-25-74, 2-25-34 Concentrated Loads (lb) Vert: 3-Si CA Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AT04 J Roof Special 1 1 Job Reference (optional) California Trustrame, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:03 Page: 1 ID:AuOnGdaURdE5cfpVXG6ZSgy8bAJ-NpIghOPunDJYgLoAcqIQMuLxMwIoovggKcwzny4po5 34-5 8-11-14 3-4-0 44-8 134-0 18-9-0 S Camber = 1/16 in Scale = 1:53.1 S S Plate Offsets (X, Y): [2:0-3-8,Edgej, [4:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid TCLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.10 6-7 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.22 6-7 >719 240 BCLL 0.0* Rep Stress Incr YES WB 0.72 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.01 6-7 >999 240 LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 70 lb FT = 20% TOP CHORD 2x6 OF N0.2 G(1) *Except T2:2x4 OF No.2 0(1) TOP CHORD Structural wood sheathing directly applied or 3-7-00c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-O-00c purlins (6-0-0 max.): 1-2. WEBS 2x4 OF Stud/STD 0(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=82510-5-8, (mm. 0-1-8),8=718/0-3-8, (mm. 0-2-0) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 8-70 (LC 5) installed during truss erection, in accordance with Stabilizer Max Uplift 4=-392 (LC 4), 8=-174 (LC 4) 1 Installation guide. Max Gray 4=972 (LC 16), 8=1861 (LC 8) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or teas except when shown. TOP CHORD 1-8---1057169, 2-15=-1070/213, 15-16=1 096/213. 3-16=-1 127/213, 3-17=-1655/334, 4-17=-1681/334, 4-18=-529/0, 4-18=-536/0 BOT CHORD 8-i9=-38/985, 7-19=-38/985, 7-20=-209/1528, 6-20=-209/1528, 6-21=-209/1528, 4-21=-209/1528, 4-22=0/428, 4-22=0/428 WEBS 2-8=-1394/24i, 2-7=-82/519, 3-7=-695/187, 3-6=0/406 NOTES Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.0p5f; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 6-10-10, Interior (1) .6-10-10 to 12-9-11, Exterior (2) 12-9-11to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=i .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 4 and 174 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Chord and Bottom Chord, nonconcurrent with any other live loads. ESS,0 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. %OF Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 73 lb up at 0-1-12, 4 4i 1-54, 683 lb down 29 lb 34-5 top The design/selection and and up at on chord. of such connection device(s) is the responsibility of ot This truss is designed for factor 3.01 is to the Vert(CT) deflection ANSI/TPI a creep of which used calculate per 1. LOAD CA(S) i) Dead + Roof Live (balanced): Lumber crease=i.25, Plate lncrease=1 .25 C 89385 rn Uniform • Concentrated ads( 1 14=49 cc eo CA I I Job I Truss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ATO5 Roof Special 1 1 Job Reference (optional) rustrame, LL(;, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:07 Page: 1 ID:QGGOc5gWev4TYfaIzvN5uIy6FLc.j83oW2RwyOk1lfZP2vhbc22yzJlkszlbypizy4po2 5-4-5 7-10.0 4-11-11 54-5 1343-0 15-9-0 fl El Camber = 1116 in Scale= 1:50 Plate Offsets (X, Y): [7:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Ic . 0.68 Vert(LL) -0.08 9-14 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.22 9-14 >736 240 BCLL 0.0 Rep Stress Incr Yes WB 0.52 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MSH Wind(LL) -0.01 9-14 >999 240 Weight: 65 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-0-00c purlins (6-0-0 max.): 1-6. WEBS 2x4 OF Stud/STD G(3) *Except* W1:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=818/0-5-8, (mm. 0-1-8), 11=688/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 11=-i 20 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 7=415 (LC 4), 11=-242 (LC 4) Installation guide. • Max Gray 7=818(LC 1), 11=1052(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-769/37, 6-16=-10211366, 16-17=-1047/366, 7-17=-1080/366, 7-18=-35710, 7-18=-365/0, 2-24=-9691426, 3-24=-969/426, 3-25=-9701426, 6-25=-9701426 BOT CHORD 11-19=-285/958,10-19=-285/958,10-20=-285/958, 9-20=-285/958, 9-21=-2281969, 7-21=-228/969, 7-22=0/275, 7-22=0/275 WEBS 6-9=40/289, 3-5=426/94, 2-11=-1035/473, 2-10=-161392, 2-9=-1841285 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 84-5, Interior (1)8-4-5 to 12-9-11, Exterior (2)12-9-11 to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 11 and 415 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel nd Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. UAD Hanger(s) device(s) be -The - or other connection shall provided sufficient to support concentrated load(s) 361 lb down and 45 lb up at 0-1 - 12 d of such Connection device(s) is the responsibility of others. - This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard C 89385 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) • Vert: 4-6=-74, 6-8-74, 11-12-20, 1-24-74, 324r34 Concentrated Loads (lb) Vert: 1-68 "OF CA I Job I Truss Truss Type Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AT06 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:35:10 Page: 1 lD:GID9fiO8shhQriGJMhkweGy8b79-8ikx84ToFx5JulN84ASOCqguzAXRxClBHwPOlty4Po? 7-4-0 7-9-15 4-11-10 7-4-5 13-" 15-9-0 40 Camber = 1/16 in Scale = 1:46.8 CS Plate Offsets (X, Y): [3:0-4-0,0-1-5] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.10 6-11 >999 360 MT18HS 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.25 6-11 >635 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code 16C20151TP12014 Matrix-MSH Wind(LL) -0.01 6-11 >999 240 Weight: 61 lb FT =20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1)*Except* T2:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 2x4 OF No.1 &Btr G(1) and 2-0-0oc purlins (3-10-3 max.): 1-3. WEBS 2x4 OF Stud/STD G(3) *Except* W1:2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=840/0-5-8, (mm. 0-1-8), 8=703/0-3-8, (mm. 0-24) WEBS 1 Row at mid pt 2-8 Max Horiz 8=-73 (LC 4) Milek recommends that Stabilizers and required cross bracing be Max Uplift 4=-386 (LC 4), 8=-59 (LC 4) installed during truss erection, in accordance with Stabilizer 1 Max Gray 4=1389(LC 20), 8=2105 (LC 12) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-11075/9,2-115=-24112/2811, 15-116=-2400/283,16-17=-2398/283, 3-17=-2374/283, 3-18=-2591/267,18-119=-2591/267, 4-19=-2624/267, 4-20=-864/0, 4-20=-872/0 BOT CHORD 8-21=-83/2556, 7-21=-83/2556, 7-22=-83/2556, 6-22=-83/2556, 6-23=-129/2391, 4-23=-129/2391, 4-24=0/759, 4-24=0/759 WEBS 3-6=0/433, 2-6=425/168, 2-7=-39/372, 2-8=-2720/212 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-9-15, Exterior (2) 4-9-15 to 10-9-15, Interior (1)10-9-15 to 12-9-11, Exterior (2)12-9-11 to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL1.60 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction 0120% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 4 and 59 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. %Or Si0 This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi ØC ttor Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 36 lb up at 0-1-1 Iown and 79 lb up 330 lb down and 106 lb up at 3-54, and 330 lb down and 107 lb up at 5-54, and 683 lb down and 29 lb up at 74-5 on top chord. T c device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. * 1 * LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncreasel .25 Uniform Loads (lb/ft) Vert: 1-3=-74, 3-5=-74, 8-9-20 Concentrated Loads (Ib) Vert: 1=-68, 17=-49 0 Job I Truss Truss Type Qty Ply I M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AT O7 Roof Special Girder 1 2 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:13 Page: 1 lD:IrTWrkrScYpPE8RNOuu3Way8b5H-YlO4n5WgYsTuID6jlI?5qTI500K48YVezud2uCy4PNy 9-4-0 9-9-15 15-9-0 3-1-14 6-9-13 9-4-5 13-6-0 C Scale = 1:43.7 Plate Offsets (X, Y): (2:0-4-8,0-1-8], [4:0-5-0,0-1-5], [5:0-2-5,Edge) Loading TCLL (roof) TCDL BOLL BCDL (psf) 20.0 17.0 0.0* 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code 1B02015/TPl2014 CSI TO 0.56 BC 0.91 WB 0.65 Matrix-MSH DEFL Vert(LL) Vert(CT) Horz(OT) Wind(LL) in (lc) 1/defi Ud -0.14 8-9 >999 360 -0.28 8-9 >568 240 0.07 5 n/a n/a 0.01 8 >999 240 PLATES GRIP MT20 220/195 Weight: 121 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G(1) *Except* T2:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-5-70c purtins, BOT CHORD 2x4 OF No.1&Btr.G(1) except end verticals, and 2-0-0 oc purlins (4-5-0 max.): 14. WEBS 20 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=1016/0-5-8, (mm. 0-1-14), 10=826/0-3-8, (mm. 0-1-12) Max Horiz 10-77 (LO 34) Max Uplift 5=-273 (LO 4) Max Gray 5=3534 (LC 33), 10=3260 (LC 12) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-602/9.2-15=-8445/0,15-16=-8445/0,3-16=-8445/0, 3-17=-7017/5,17-18=-7004/7,18-19=-7003f7,4-19=-695717, 4-20=-7526/0, 5-20=-7561/0, 5-21 -3611/0, 5-21=-3619/0 BOT CHORD 10-22=0/5637, 9-22=0/5637, 9-23=0/5637, 23-24=0/5637, 8-24=0/5637, 8-25=0/8445, 25-26=0/8445, 26-27=0/8445, 7-27=0/8445, 7-28=0/6995, 5-28=0/6995, 5-29=0/3168, 5-29=0/3168 WEBS 4-7=0/1676, 3-7=-1793/0, 2-9=0/1004, 2-10=-6066/0, 2-8=-51/3198, 3-8=-640/72 NOTES 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: . Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-9 2x4 - 1 row at 0-4-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TODLO.opsf: BODL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-14, Interior (1) 3-1-14 to 6-9-13, Exterior (2) 6-9-13 to 15-9-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. • This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This has been designed for live load 20.opsf in Qftuii91 truss a of on the bottom chord all areas where a rectangle 3-06-00 tall by 2-00-00 wide will rd and any other members.D A rating reduction 20% has been for the lumber 44k, plate of applied green members. <. Provide mechanical (by truss to bearing 273 lb 5. connection others) of plate capable of withstanding uplift at joint 1 3. accordance with section and referenced standard ANSIITPI 1. This truss is designed in the 2015 International Building Code 2306.1 This truss has been designed for load 250.01b live 80.01b dead located a moving concentrated of and at all mid panels and at all panel Wd aIongCq2T&PJQb d Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purbin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 351 lb down and 60 lb up at 1-54, 11 down and 6 - 3 • lb down and 90 lb up at 5-54, and 351 lb down and 101 lb up at 7-54, and 1438 lb down and 35 lb up at 9-4-5 on top chord, and 346 t 1- 6 lb 3-54, 346 lb down at 5-54, 346 lb down at 7-5-4, and 344 lb down at 9-54, and 763 lb down at 11-5-4 on bottom chord. The design/s. V q4e ice( is the responsibility of others. Of- c This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate Increase=1 .25 Uniform Loads (lb/ft) Continued on page 2 I I Job Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ATO7 J Roof Special Girder 1 I 2 I Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:35:13 Page:2 ID:lrTWrkrScYpPE8RNOuu3Way8b5H-YlQ4n5WgYsTulD6jll?5gTl500K48yvezud2ucy4pNy Vert: 1-4=-74, 4-6-74, 10-11 =-20 Concentrated Loads (lb) Vert: 9-19 (B), 2=-38, 14-38, 16=-38, 17=-38, 19-167, 2219 (B), 24=-19(B), 25-19(B), 27=-15 (B), 28=-7(B) C I I I 41 I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU01 Common Supported Gable 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek industries, Inc. Mon Dec 28 12:35:16 Page: 1 iD:C4QdcNM9DH4WxVpRmqhvesy8dP4-zt6CP7YZrnsTcgriQR2oS5wfpbTLL2o4fssivXy4PNv -2-3-0 6-7-4 13-2-8 15-5-8 I 6 4 13-24 Scale = 1:42.5 Plate Offsets (X, Y): [2:0-3-8,Edge], [2:0-3-13,Edgej, (4:0-3-8,Edge], [4:0-3-13,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-SH Weight: 72 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS All bearings 13-2-8. installed during truss erection, in accordance with Stabilizer (lb) - Max Horiz 2=0 (LC 4) 1 Installation guide. Max Uplift All uplift 100 (lb) or less at joint(s) 6, 10 except 2=-438 (LC 4), 4=438 (LC 4), 7=-175 (LC 26), 8=-278 (LC 4), 9=-175 (LC 21) • Max Gray All reactions 250 (lb) or less at joint(s) except 2=632 (LC 9), 4=630 (LC 8), 6=417 (LC 31), 7=322 (LC 30), 8=579 (LC 29), 9=323 (LC 28), 10=416 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1143/1037, 15-16=-558/518, 3-16=-513/478, 3-17=-507/474,17-18=-554/515,18-19=561/522. 4-19=-1141/1036 BOT CHORD 2-20=-927/964, 10-20=-689/725, 10-21=-391/427, 9-21=-290/326, 7-24=-289/324, 6-24=-390/425, 6-25=-688/723, 4-25=-927/962 WEBS 3-8=-507/276 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25f1; Cat. II; Exp C; Enclosed; C-C Corner (3) -2-3-11 to 0-8-5, Exterior (2) 0-8-5 to 3-7-2, Corner (3) 3-7-2 to 9-7-2, Exterior (2)9-7-21012-6-3, Corner (3) 12-6-3 to 15-6-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-00 tall by 2-00-00 wide will t rd and any other members. tigtA 0 A 20% has been for the lumber Y' "4' f plate rating reduction of applied green members. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10,6 except (jt1b) 2 7, 8=278, 9=1 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Qk ii) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel Wd aIon9rgd Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.30) Plate grip DOL=(i .30) Connect truss to res loads along botto 0-0-0 to 13-2-8 for 151.4 plf. ' This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 fro ' ' rom scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, eQTe€* ate between each notch. LOAD CASE(S) Standard 0 6-74 124 6-7-4 6-7-4 I I I Camber = 1/8 in Scale = 1:44.3 S Job I Truss Truss Type City Ply M31948-0AKMONT-OF-CARLSBAD- ROOF I M31948 AU02 Common 2 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:20 Page: 1 ID:h5ZHX9?nzFd8AUnRpld5lqy8dOG-NSnL19aR7iE2T8Zt6Z6V4kY3ApQrvNnwLq4M6sy4pNs -2-3-0 6-7-4 13-2-8 15-5.8 • Plate Offsets (X, Y): [2:0-1-2,Edgej, (4:0-1-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.80 Vert(LL) -0.14 6-12 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.34 6-12 >466 240 BCLL 0.0* Rep Stress lncr Yes WB 0.22 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MSH Wind(LL) -0.02 6-12 >999 240 Weight: 48 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 34-5 oc purlins. BOT CHORD 2x4 OF No.1 &Btr G(1) 601 CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 2=857/0-3-8, (mm. 0-1-8),4=857/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Uplift 2=435 (LC 4), 4=435 (LC 4) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-382/0, 2-13=-37410, 2-14=-1055/353, 3-14=-9821353, 3-15=-9821353, 4-15=-1055/353, 4-16=-374/0, 4-16=-382/0 • BOT CHORD 2-17=0/295, 2-17=0/295, 2-18=-2061900, 6-18=-2061900, 6-19=-206/900, 4-19=-2061900, 4-20=0/295, 4-20=0/295 WEBS 36=411531 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 3-7-4, Exterior (2) 3-74 to 9-7-4, Interior (1)9-7-4 to 12-6-3, Exterior (2) 12-6-3 to 15-6-3; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. - A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 2 and 435 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Z OFESS g~ 1) Lumber Increase=1 .25 . 44 Unifo El] • FJ Job I Truss I Truss Type Qty Ply M 31948-OAKMONT-OF-CARLSBAD- ROOF F I M31948 AU03 Common Structural Gable 1 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, 1-telden Estrada Run: 824 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:35:23 Page: 1 ID:sTFsPkKLNs9AXnwpSe7fuky8dNq-FD1 rtWeyBwlcTxlteLPBREajm3QngUDY6GS2aFdy4PNo -2-3-0 6-7-4 13-2-8 Ll Camber = 1/8 in Scale = 1:44.6 a 4 Plate Offsets (X, Y): [2:0-4-11,0-1-13], [4:04-11,0-1-13] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) I/deft Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.10 6-12 >782 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.26 6-12 >302 240 BCLL 0.0 Rep Stress Incr Yes WB 0.10 Horz(CT) 0.00 2 n/a nla BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.04 5-9 >999 240 Weight: 46 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be WEDGE Left: 2x4 DF Stud/Std G installed during truss erection, in accordance with Stabilizer Right: 2x4 DF Stud/Std G Installation guide. REACTIONS All bearings 7-3-0. except 4=1-0-0, 5=0-3-8 (lb) - Max Horiz 2=49 (LC 4) Max Uplift All uplift 100 (lb) or less at joint(s) except 5491 (LC 22), 6=440 (LC 24), 4=-157 (LC 4), 2=-323 (LC 4) Max Gray All reactions 250 (lb) or less at joint(s) except 5=1010 (LC 24), 6=1058 (LC 22), 4=511 (LC 31), 2=604 (LC 26) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-17=-283/75, 4-17=-292/75 WEBS 3-6=-470/177 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 3-74, Exterior (2) 3-7-4 to 9-7-4, Interior (1)9-7-4 to 10-2-8, Exterior (2) 10-2-8 to 13-2-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 4, 322 lb uplift at joint 2, 439 lb uplift at 6 491 lb uplift at joint 5 and 322 lb uplift at joint 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 ESSi0 This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi j9 dQttom Chord, nonconcurrent with any other live loads. // 4, <_\\ This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 1! 3\\ In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . If Z LOAD CASE(S) Standard (( C 89385 )I 1) Lumber lncrease=1 .25, Plate lncrease=1.25 *11 Uniform Loads (lb/ft) Vert: 1-3=-74, 34=-74, 5-10-20, 5-21-30 (F-10), 7-21-20 IVIL 0 Job I Truss I Truss Type Qty I Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AU 04 Common 3 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Muck Industries, Inc. Mon Dec 28 12:35:27 Page: 1 IO:27Ttr6tZnhqnRitSbaQDCDy8dN7-8_GMjuhSF9EvQMBPaFGNOQtQu146Q?HiB3OnOOy4PNk -24-0 6-7-4 12-2-8 I . I Camber = 1/8 in Scale= 1:44.3 ii • Plate Offsets (X, Y): [2:0-3-0,0-1-8], [5:0-3-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) lldefi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.16 6-13 >936 360 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.38 6-13 >383 240 BCLL 0.0* Rep Stress lncr YES WB 0.18 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) -0.02 6-13 >999 240 Weight: 43 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G(1) *Except* T2:2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 3-3-30c purlins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid Ceiling directly applied or 2-2-0oc bracing. WEBS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be SLIDER Right 20 OF Stud/Std G— 1-6-0 installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=761/0-74, (mm. 0-1-8), 5=558/ Mechanical, (mm. 0-1-8) Installation guide. Max Horiz 2=63 (LC 4) Max Uplift 2=-410 (LC 4), 5=-254 (LC 4) • Max Gray 2=761 (LC 1), 5=652 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-32710, 2-14=-31910, 2-15=-837/326, 3-15=-7981326, 3-16=-7991327, 4-16=-832/327, 4-5=-618/109 BOT CHORD 2-18=-2421737, 6-18=-242/737, 6-19=-242/737, 5-19=-2421737 WEBS 3-6=-221448 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 3-74, Exterior (2) 3-74 to 12-2-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 5 and 410 lb uplift at joint 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CA(S) C 89385 'to CA 40 Ll Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU05 Roof Special 2 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:30 Page: 1 lD:Q4AESkt5U77v8p2mHsoDSvy8plA-YZyVLwjLY4dUHqvFNp4O2vzKE9adEMet1 FR?jy4PNh 7-3-10 8-0-0 . -2-3-0 4-10-10 71111 12-2-8 . Camber = 1/8 in Scale = 1:49.7 10 Plate Offsets (X, Y): [2:0-3-110-2-5], [5:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.16 7-10 >913 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.37 7-10 >396 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.03 6 nla n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) -0.01 7-10 >999 240 Weight: 60 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G(1) Except T2:2x6 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 DF No.1&Btr G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 DF Stud/STD G(3) *Except* W4:2x4 DF No.2 G(i) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/Size) 2=754/0-5-8, (mm. 0-1-8), 6=693/ Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=78 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-394 (LC 4), 6=-170 (LC 4) -. Installation guide. Max Gray 2=908 (LC 17), 6=1537 (LC 16) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =512/0, 2-11 =-505/0, 2-12=-1412/322, 12-13=-1390/322, 3-13=-1384/322, 3-14=-1 176/248, 4-14=-1140/248, 5-6=-1028/43 BOT CHORD 2-18=0/386, 2-18=0/386, 2-19=-265/1285, 7-19=-265/1285, 7-20=-148/1073, 6-20=-148/1073 WEBS 4-7=-911/479,4-6=-1235/229, 3-7=-389/158 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) . 0-7-13 to 3-2-8, Exterior (2) 3-2-8 to 12-0-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 170 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points al nd Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. c gtA D A 4 Hanger(s) device(s) be 'gown or other connection shall provided sufficient to support concentrated load(s) 330 lb down and 9 lb up at 7-11-11 an& 10-0-12, and 395 lb down and 67 lb up at 12-0-12 on top chord. The design/selection of such connection device(s) is the responsibili This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard C 89385 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncreasei .25 * * Uniform Loads (lb/ft) • Vert: 1-4=-74, 4-5-74, 6-8-20 Concentrated Loads (lb) Iv t.. t Vert: 5=-142 10p c' Job Job I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AUO6 I Truss rRof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:34 Page: 1 ID:Fyvlq?369Id6eWCFi5Af2Oy8dKl-RKB0BHmsbJ7vmRDluDu0Bugg3sxRZ7IqofDf8uy4PNd 94-1 10-04 4-114 9-11-11 12-24 Camber = 1/16 in Scale = 1:49.7 • Plate Offsets (X, Y): [1:0-2-14,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.07 7-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.17 7-10 >846 240 BCLL 0.0* Rep Stress lncr YES WB 0.35 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.02 7-10 >999 240 Weight: 59 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals, and 2-0-00c purlins (6-0-0 max.): 3-4. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=567/0-5-8, (mm. 0-1-8), 4=547/ Mechanical, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 520/ Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Horiz 1=60 (LC 5) Installation guide. Max Uplift 1-231 (LC 4),4=-194 (LC 4), 543 (LC 23) • Max Gray 1=713 (LC 17),4=908 (LC 16), 5=351 (LC 29) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=494/156, 1-1 1=-488/156, 1-12=-1198/375, 2-12=-i 173/375, 2-13=-603/1146,13-14=-599/146, 3-14=-522/146, 3-15=471/173,15-16=483/169,4-16=-486/169 BOT CHORD 1-17=-154/417,1-17=-154/417,1-18=-331/1090, 7-18=-331/11090,7-119=-331/1090' 6-19=-331/1090 WEBS 2-6=-754/333, 3-6=-503/29, 4-6=-1821871, 2-7=-16/432 NOTES Unbalanced roof live loads have been considered for this design. • Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-0-0 to 3-0-0, Interior (1)3-0-0 to 5-3-2, Extenor (2) 5-3-2 to 12-0-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 1, 43 lb uplift at joint 5 a pli t4. • This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0115live and 80.01b dead located at all mid panels and at all panel point Bottom Chord, nonconcurrent with any other live loads. AD 4 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. of chord and or vertical web shall not exceed Gap between inside top bearing first diagonal 0.500in. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 103 lb up at 9-1 j/( ( i9p7 chord. The desi\\n of such connection device(s) is the responsibility of others. I_i C 89 385 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. - 11 LOAD CASE(S) Standard DI I 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft) V it— Vert: 1-3-74, 3-4-74, 5-84-20 OF CA [1 IJob I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU07 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 62020 Print 8.240 S Jan 6 2020 MiTelc Industries, Inc. Mon Dec 28 12:35:35 Page: 1 0:1 rl SMpBRFlLvlpp7e7LTJ?y8dlr-vXI0OdnUMcFrnNboy2wPFj6DpcFsFlSKt1 JyCgxy4PNc 11-1 1-11 6-3-15 12-2-8 . Camber = 1/8 in 6-7-6 Scale = 1:55.5 Plate Offsets (X, Y): [1:0-1-6,Edge], 13:0-1-80-1-81 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.14 6-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.33 6-9 >430 240 BCLL 0.0 Rep Stress lncr YES WB 0.88 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSN Wind(LL) 0.03 6-9 >999 240 Weight: 52 lb FT = 20% LUMBER BRACING - TOP CHORD 2X4 OF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD 2X4 OF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/SID G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 1=567/0-5-8, (mm. 0-1-8), 5=635/ Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 1=189 (LC 4) Installation guide. Max Uplift 1-174 (LC 4), 5=-201 (LC 4) Max Gray i=828(LC 11), 5=1176 (LC 14) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=.-591/88, 1-10=-584/88, 1-1l=-1300/185,11-12=-1270/185,12-13=-1267/185, 2-13=-l1 13/194 BOT CHORD 1-15=-192/515,1-15=-192/515,1-16=-310/1170, 6-16=-310/1170, 6-17=-3110/11170, 5-17=-310/1170 WEBS 2-6=-211486, 2-5=-1296/343, 3-5=-745/57 NOTES Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCOL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 8-11-4, Exterior (2) 8-1 1-4 to 11-1 14; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip 00L1 .60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 201 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.01b live and 80.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 335 lb down and 39 lb up at 5-8-0, and 359 lb do 22 lb up at 11-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. LOAD CASE(S) Standard AD 44,4 1) Dead + Roof Live (balanced): Lumber lncrease=i .25, Plate lncrease=l .25 Uniform Loads (lb/ft) Vert: 1-3=-74, 4-7=-20 . rn Concentrated Loads C 8938 3 13=-12 UA 0 . BRACING TOP CHORD BOT CHORD S LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 DF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) Structural wood sheathing directly applied or 2-2-0oc purlins, except end verticals. Ricid ceilina directly aDDlied or 2-2-0 oc bracina. Job I Truss I Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AUOB Common 11 1 I I Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:36 Page: 1 ID:dA74?RGI-lsz4pvEAptSLfUfy8pF4-NjJmbzo67wNd?IN8bewUGJlyWfAp1zj0FzimCNy4PNb 6-3-15 12-2-8 131111 S . [] Camber = 1/8 in Scale= 1:52.4 Plate Offsets (X, Y): [1:0-1-2,Edge], [3:0-2-0,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (bc) I/deS L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.13 6-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.34 6-9 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.02 5 a/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.03 6-9 >999 240 Weight: 55 lb FT = 20% REACTIONS (lb/size) 1=556/0-5-8, (min. 0-1-8), 5=720/ Mechanical, (mm. 0-1-8) Max Horiz 187 (LC 5) Max Uplift 1-191 (LC 4), 5-362 (LC 4) Max Gray 1=651 (LC 12), 5726 (LC 21) S FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=424/104, 1-10=-417/104, 1-1 1=-921/214, 11-12=-877/214, 2-12=-865/214, 3-5=-482/240 BOT CHORD 1-15=-133/362, 1-15=-133/362, 1-16=-198/799, 6-16=-1981799, 6-17=-198/799, 5-17=-198/799 WEBS 2-6=-36/478, 2-5=-875/318 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-10; Vult=ilomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.0p5f; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1 ) 3-0-0 to 10-11-11, Exterior (2) 10-11-11 to 13-11-11; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 1 and 362 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live and 80.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard S S El El . I Job I Truss s Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AUO9 mmon rcrou 2 1 I [Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:39 Page: 1 lD:C1 Su0yL0KZ82llXi5CbYYIy8qYv-nlyE_q_QrICsC5jHmTBuyNT?tCdEKJTyxwQpiy4PNY 6-3-6 12-2-8 15-11-11 . . Camber = 1/8 in Scale = 1:55.2 Plate Offsets Y): (X, [1:0-3-0,0-1-8) Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.87 Vert(LL) -0.13 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.33 7-10 >434 240 BCLL 0.0* Rep Stress lncr YES WB 0.63 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.03 7-10 >999 240 Weight: 58 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-00c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/SID G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 1=557/0-5-8, (mm. 0-1-8), 4=205/0-1-8, (mm. 0-1-8), 6=661/ MiTek recommends that Stabilizers and required cross bracing be Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer 1 Max Horiz 1=71 (LC 5) Installation guide. Max Uplift 1-195 (LC 4), 4=-218 (LC 4), 6-176 (LC 4) • Max Gray 1=651 (LC 20), 4=425 (LC 16), 6=716 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 1=-426/108, 1-1 1=-420/108,1-12=-912/231,12-13=-870/231, 2-13=-864/231, 3-6=452/44 BOT CHORD 1-16=-143/363, 1-16=-143/363, 1-17=-230/805, 7-17=-230/805, 7-18=-230/805, 6-18=-230/805 WEBS 2-7=-32/477, 2-6=-879/341 NOTES 1) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1)3-0-0 to 15-11-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 1, 176 lb uplift at joint 6 and 218 lb uplift at joint 4. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points al L9 nd Bottom Chord, nonconcurrent with any other live loads. T. 11) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard C 89385 Will- to CA 0 . S . Camber = 1/16 in Scale = 1:55.9 Job I Truss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 J AL Common 1 1 I I Job Reference (optional) I California Trusframe, LLC, Rughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:42 Page: 1 ID:8QafReNGsBOI?3h5Cdd0djy8qYt-Ctgl s0sm7njgqlyu1 uVa?zS4DlRgWvev94O1y4PNV -2-3-0 8-3-15 12-2-8 13-11.11 . Plate Offsets (X, Y): [2:0-3-0,0-1-8], [4:0-2-0,0-1-12] Loading TCLL (roof) TCDL BOLL BCDL . (psf) 20.0 17.0 0.0 10.0 Spacing 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC2015/TP12014 CSI TC BC WB Matrix-MSH 0.85 0.91 0.60 DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lc) Vdefl L/d -0.13 7-10 >999 360 -0.31 7-10 >471 240 0.02 6 n/a n/a -0.02 7-10 >999 240 PLATES GRIP MT20 2201195 Weight: 58 lb FT = 20% S LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=743/0-5-8, (mm. 0-1-8), 6703/ Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=104 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-329 (LC 4), 6=-339 (LC 4) Installation guide. . Max Grav 2=743 (LC 1),6=718(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-3113/0, 2-11 =-305/0, 2-12=-897/142, 3-12=-834/142, 4-6=-484/247 BOT CHORD 2-16=-121/774, 7-16=-121/774, 7-17=-1211774, 6-17=-121/774 WEBS 3-7=-3/466, 3-6=-846/230 NOTES Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 10-11-11, Exterior (2)10-11-11 to 13-11-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOLr1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 2 and 339 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard S S n 0 Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU11 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:35:46 Page:1 ID:DMwcPleE_aLA?40vhwn?0ay8p6s-4ewYiOvNm?eCCI183Bk5qgQAf9hzpNudvz)(7lZoy4pNR 11-11-il -243-0 6-3-14 12-24 Pi Camber = 1/16 in 5-74 Scale = 1:58.9 Plate Offsets (X, Y): [2:0-3-0,0-1-8], [4:0-1-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) lldefi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.14 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.30 7-10 >472 240 BCLL 0.0 Rep Stress lncr YES WB 0.59 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) -0.02 7-10 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.2 G(i) BOT CHORD 2x4 DFNo.2 G(i) WEBS 2x4 OF Stud/STD G(3) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=748/0-5-8, (mm. 0-1-8), 6=554/ Mechanical, (mm. 0-1-8) Max Horiz 2=237 (LC 4) Max Uplift 2=-325 (LC 4), 6=-239 (LC 4) . Max Gray 2=748 (LC 1), 6=982 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-315/0, 2-11 =-307/0, 2-12=-877/145, 3-12=-840/145 BOT CHORD 215=_261/781, 7-15=-261/781, 7-16=-261/781, 6-16=-261/781 WEBS 3-7=0/467, 3-6=-865/289, 4-6=-735/112 NOTES Wind: ASCE 7-10; Vult=ilomph (3-second gust) Vasd=87mph; TCDL=0.Opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 8-11-4, Exterior (2) 8-11-4 to 11-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2 and 239 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 332 lb down and 3 lb up at 11-114 on top chord esign/selection 01 such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard AD 411 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 Uniform Loads (lb/ft) Vert: 1-4=-74, 5-8-20 Concentrated Loads (lb) 89385 Vert: 4=-4 IV lll~ 0 CA 0 I Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU12 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:49 Page: 1 ID:VTOaz4ezDgYqjA6se57xay80vx-VDbhKPyG3w0n3IsessfXl3oBMvehaub(FvLyA7y4pNO 9-11-11 -2-3-0 7-6-1 12-24 . Camber = 3/16 in Scale= 1:52.8 'a 4 4 Plate Offsets (X, Y): [2:0-1-10,Edge],[3:0-3-11,0-24] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.18 9-12 >815 360 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.47 9-12 >308 240 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) -0.03 9-12 >999 240 Weight: 56 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr Gil) *Except* T2:2x4 DF No.2 G(1) TOP CHORD BOT CHORD 2x4 DFNo.1&BtrG(1) WEBS 2x4 DF Stud/STD G(3) BOT CHORD OTHERS 2x4 DF Stud/STD G(3) REACTIONS (lb/size) 2=756/0-5-8, (mm. 0-1-8), 8=560/ Mechanical, (mm. 0-1-8) Max Horiz 2=121 (LC 4) Max Uplift 2=-366 (LC 4), 8-280 (LC 4) 10 Max Gray 2=756 (LC 1), 8=657 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=324/0, 2-13=-317/0, 2-14=-804/225, 14-15=-733/225, 3-15=-690/225, 7-8=-375/105 BOT CHORD 2-21=-213/688, 9-21=-213/688, 9-22=-213/671, 822=213/671 WEBS 3-9=-1/480, 3-8=-809/308, 4-5=-318/106 Structural wood sheathing directly applied or 34-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. Riaid ceilino directly aoolied or 10-0-0 oc bracina. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 6-11-11 Exterior (2) 6-11-11 to 12-0-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 2 and 280 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points a nd Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard (5I ( C8938J)rn OF CA \jlzi 'Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AU13 Half Hip Girder 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:52 Page: 1 ID:Ar_qO5l7qfKvw1ZyTeit6jy8bqT-RcjRl5zWbXGVI200_I-th?NLJtb6iMy2ffEioq2E?y4PNM 40 3-4-1 5-11-11 8-8-3 -2-3-C 54.10 8-C-C 12-2-8 C IF 1-11-9 . Scale =1:50.1 Plate Offsets (X, Y): (2:04-0,Edgej, [4:04-00-2-2], [5:0-2-00-1-8] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 9-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.18 9-10 >802 240 BCLL 0.0* Rep Stress lncr NO WB 0.99 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.01 8-9 >999 240 Weight: 73 lb FT = 20% U LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G(1) *Except* T2:2x6 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, BOT CHORD 2x6 OF SS G(1) except end verticals, and 2-0-0 oc purlins (3-6-6 max.): 4-6. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=991/0-5-8, (mm. 0-2-7), 7=1181/ Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=86 (LC 33) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-262 (LC 4) 1 Installation guide. . Max Gray 2=2269 (LC 18), 7=2948 (LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-4797/0, 2-13=4786/0, 2-14=-4764/0, 3-14=4752/0, 3-15=4179/23, 4-15=4035/42, 4-16=-3771/49, 16-117=-3791/49, 5-17=-3793/49, 6-7=-765/4 BOT CHORD 2-19=0/4383, 2-19=0/4384, 2-20=0/4396, 10-20=0/4396, 10-21=0/4396, 9-21=0/4396, 9-22=0/2940, 22-23=0/2940, 23-24=0/2940, 8-24=0/2940, 8-25=0/2940, 25-26=0/2940, 7-26=0/2940 WEBS 4-9=0/835, 5-7=-3366/32, 5-9=0/1140, 3-9=-93210, 3-10=-381563, 5-8=0/1069 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87rnph; TCOLO.opsf; BCOL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-8-5, Interior (1) 0-8-5 to 1-0-10, Exterior (2)1-0-10 to 12-0-12; cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel point Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down and 45 lb up at 4-0-1 down and 2 5-11-11, and 364 lb down and 33 lb up at 12-0-12 on top chord, and 351 lb down at 2-0-12, 358 lb down at 4-0-12, 421 lb down at 6 -, lb down at 8-0-1 lb down at 10-0-12, and 453 lb down at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibili hers. c8g385 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard LA 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) "OF CA Vert: 1-4=-74, 4-6=-74, 2-7=-20 Concentrated Loads (lb) Vert: 6=-81, 7=-200(B), 15-38(B), 16-69, 20=-20 (B), 21-28 (B), 22-141 (B), 24-145 (B), 25-145(B) 0 17, I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AV01 Common 4 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:55 Page: 1 ID:XErn72VO_CWGLZ30056U_HDy8dfo-KNyybTO1fmmxngKoD7mxxK2E9JhYgapdQoGNny4pNl 4-7-4 10-7-4 4-5-5 10-5-8 12-10-4 fl Camber = 1/16 in Scale = 1:60.7 Plate Offsets (X, Y): [3:0-3-0,0-1-121 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.11 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.25 6-7 >461 240 BCLL 0.0 Rep Stress Incr Yes WB 0.16 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.00 6-7 >999 240 Weight: 81 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 OF No.2 G(i) *Except* T2:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.2 G(i) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 6=795/0-3-8, (mm. 0-1-8), 8=459/0-7-4, (mm. 0-1-8) WEBS 1 Row at midpt 2-6 Max Horiz 8=-58 (LC 4) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 6=463 (LC 4), 8=-237 (LC 4) installed during truss erection, in accordance with Stabilizer 1 Max Gray 6=806 (LC 7), 8=598 (LC 12) Installation guide. • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-305/195, 3-5=480/177,11-8=-577/244 WEBS 2-6=-355/55, 1-7=-73/370, 3-6=-369/280 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.Opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 12-6-8 to 20-0-0, Interior (1) 20-0-0 to 22-3-11, Exterior (2) 22-3-11 to 25-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCOL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 8 and 463 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0I15 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard F SS/0 " .25 Uniform Loads (lb/ft) 4 17 Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AV02 Common 1 1 I I Job Reference (optional) California Trusframe, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:35:59 Page: 1 ID:5qajnYHfOL7jVUdLTOEZOCy8dc5-C8CSQq3XiGMGHdZSzqthACv9x4wwuwPy2muwyy4pNE . 4-1-4 10-1-4 4-5-5 10-5-8 12-10-4 Scale = 1:61.7 Plate Offsets (X, Y): [3:0-3-0,0-1-12] Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.16 6-7 >639 240 BCLL 0.0 Rep Stress lncr Yes WB 0.14 Horz(CT) 0.00 5 nla n/a BCDL 10.0 Code 1BC2015/1P12014 Matrix-MSH Wind(LL) 0.00 7-8 >999 240 Weight: 81 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T2:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 5=230/0-3-8, (min. 0-1-8), 6=611/0-3-8, (mm. 0-1-8), WEBS 1 Row at midpt 2-6 8=414/0-7-4, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 8=-58 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 5=-123 (LC 4), 6=-328 (LC 4), 8-214 (LC 4) Installation guide. - Max Gray 5=431 (LC 23), 6=730 (LC 18), 8=569 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-268/182, 3-5=-309/153, 1-8=-536/221 WEBS 2-6=-382189, 1-7=-50/327 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110rnph (3-second gust) Vasd=87mph; TCOL=0.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 12-6-8 t020-0-0, Interior (11 20-0-0 to 22-3-11, Exterior (2) 22-3-11 to 25-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 8, 123 lb uplift at joint 5 and 328 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease1.25 . ØAD 411 Uniform Loads (lb/ft) WK Vert: 1-2=-74, 2-3=-74, 34-74, 5-8-30 (F-io) 0 0 0 17, Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AV03 Common 2 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:36:02 Page: 1 ID:XEm72VQ_CWGLZ30056u_HDy8dfo-cj1b3s60?vfx7kM875oaJoqQR8717q?rEo?87ty4pNB 9-10-4 12-3-0 404 10-0-0 4-10-4 9-10-4 Scale = 1:64 Plate Offsets (X, Y): [3:0-3-0,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.72 Vert(LL) -0.06 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.13 6-7 >856 240 BCLL 0.0 Rep Stress lncr Yes WB 0.18 Horz(CT) 0.00 6 nla nla BCDL 10.0 code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.01 7-8 >999 240 Weight: 80 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except 12:2x4 DF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/SID G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 6=76610-3-8, (mm. 0-1-8), 6=425/ Mechanical, (mm. 0-1-8) WEBS 1 Row at midpt 2-6 Max Horiz 8=-61 (LC 4) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 6=450 (LC 4), 8=-225 (LC 4) installed during truss erection, in accordance with Stabilizer Max Gray 6=771 (LC 23), 8=579 (LC 12) 1 Installation guide. W FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-290/197, 3-5=-340/220, 11-8=-539/228 WEBS 2-6=-346140, 3-6=-413/292, 1-7=-70/319 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vubt=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCOL=0.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 13-1-12 to 20-0-0, Interior (1) 20-0-0 to 22-3-11, Exterior (2) 22-3-11 to 25-3-11 cantilever left and right exposed end vertical left and right exposed; Lumber DOL1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.opsf. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 8 and 450 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated toad of 250.0111b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3:01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. ii) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). oc ESS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 .25, Plate Increase=l .25 A D 411 Uniform Loads (lb/ft) Vert: 1-2=-74, 2-3=-74, 3-@-74, 5-6=-30 (F=-10) I Job Truss I Truss Type Qty M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AV04 Roof Special 1 "Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:05 Page: 1 ID:n?WYLA4CPC9n3XxGshfLYTy6EN5-1IZkht8lIq1WC4joDxHxRSvOL6WK.AblwDokBy4PN8 44)-0 10-0-0 2-0-0 9-104 1243-0 Scale = 1:60.7 Plate Offsets (X, Y): (5:0-3-0,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.87 Vert(LL) -0.09 8-9 >999 360 MT20 2201195 TCDL 17.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.21 8-9 >474 240 BCLL 0.0* Rep Stress lncr Yes WB 0.25 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MSH Wind(LL) 0.01 8-9 >999 240 Weight: 85 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(i) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purHns, BOT CHORD 2x4 OF No.2 G(i) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 2-9. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 7=167/2-0-0, (mm. 0-1-8), 8=631/2-0-0, (mm. 0-1-8), 10=377/ WEBS 1 Row at mid pt 4-8 Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 10=-72 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 7=-127 (LC 20), 8=-371 (LC 4), 10=-202 (LC 4) Installation guide. Max Gray 7=385 (LC 25), 8=807 (LC 20), 10=546 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-365/44, 2-9=-24/448, 5-7=-281/99 BOT CHORD 10-15=-10/325, 9-15=-10/325, 9-16=-20/333, 8-16=-20/333 WEBS 2-10=-517/200, 2-4=-273/112, 2-8=-338/230, 5-8=-233/264, 4-8=-267/0 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2)0-1-12 to 7-0-0, Interior (1)7-0-0 to 9-3-11, Exterior (2) 9-3-11 to 12-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 10, 127 lb uplift at joint 7 and 371 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points al ft nd Bottom Chord, nonconcurrent with any other live loads. 'C Graphical pu rUn representation does not depict the size or the orientation of the purlin along the top and/or bottom Chord. A D4 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 4 4.. ,t * In the LOAD LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t , Standard Ir" 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 C 89385 Uniform Load 1f)274 4-5=-74, 5-6=-74, 8-10=-30 (F=-io), 7-8=-20 0 CA * Job Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AVO5 Half Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Relden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:08 - Page: 1 ID:3KXCt3h7DmiUPKIXJG?DdJY6EIR-RtFSJVAAbIP5TfPITMVZ34SDZAIXVBkCYSSLWY4PN5 9-10-4 12-3-0 3-11-14 10-0-0 8-0-2 Scale = 1:63.7 Plate Offsets (X, Y): [4:0-5-1,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.05 7-8 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 7-8 >919 240 BCLL 0.0 Rep Stress lncr Yes WB 0.33 Horz(CT) 0.01 7 n/a nla BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) 0.00 8-9 >999 240 Weight: 76 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) Except* T2:2x4 OF No.1&Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 2-8. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 7=766/0-3-8, (mm. 0-1-8), 9=425/ Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 9=-91 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 7=445 (LC 4), 9=-240 (LC 4) Installation guide. ' Max Gray 7=771 (LC 16), 9579 (LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-398/91, 2-8=-20/443, 4-6=-332/217 BOT CHORD 9-15=-101/522,8-15=-101/522, 8-16=-107/511, 7-16=-107/511 WEBS 2-9=-596/263, 2-7=-591/255, 4-7=470/203 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opst; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-1-10, Exterior (2) 4-1-10 to 8-4-9, Interior (1) 8-4-9 to 9-3-11, Exterior (2) 9-3-11 to 12-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 9 and 445 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points al nd Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 'ç5 ØA D This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 4, In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 C 89385 Uniform Load (/f)2 3-4=-74, 4-5-74, 6-9=-30 (F=-10) * Job I Truss I Truss Type Qty Ply M31948-0AKMONT-OF-CARLSBAD- ROOF M31948 AV06 Half Hip 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:12 Page: 1 ID:PFc3XBBhjNa4??slMe48w0y8daw-KeUN9HDhe_vWKH73iBZwivF89A.xrnTK6JxaQguHy4PN1 10-5-8 12-10-4 4-7-4 1 104-4 E . 4-0-0 Scale = 1:64.7 Plate Offsets (X, Y): [2:0-6-4,0-3-0], [4:0-5-1,0-2-0] Loading (psf) I Spacing 2-U-U ICS1 DEFL in (lc) Vdefl Lid I PLATES GRIP I TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.06 8-9 >999 360 I MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.12 8-9 >843 240 BOLL 0.0 Rep Stress Incr Yes WB 0.27 Horz(CT) 0.00 6 n/a n/a I BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) 0.01 8-9 >999 240 Weight: 77 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) Except T2:2x4 DF No.1 &Btr G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals, and 2-U-U oc purlins (6-0-0 max.): 1-2, 2-8. WEBS 2x4 DF Stud/STD (3(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 6=145/0-3-8, (mm. 0-1-8), 7=713/0-3-8, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be I 9=397/0-5-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 9-91 (LC 4) Installation guide. I Max Uplift 6=-85 (LC 18), 7=435 (LC 4), 9-204 (LC 4) Max Gray 6=382 (LC 23), 7=836 (LC 18), 9559 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-503/192, 1-10=-482/243, 1U-11=-482/243, 2-11=-484/243, 4-6=-283/60 BOT CHORD 8-16=-78/461, 7-16=-78/461 WEBS 1-8=-207/514, 2-7=-6541291, 4-7=-366/254 NOTES Unbalanced root live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-1-12 to 3-1-12, Interior (1) Ile 3-1-12 to 4-9-0, Exterior (2) 4-9-0 to 8-11-15, Interior (1)8-11-15 to 9-10-15, Exterior (2) 9-10-15 to 12-10-15; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 9, 85 lb uplift at joint 6 and 435 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1 This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points al nd Bottom Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard rn 1) Dead + Roof Live (balanced): Lumber lncreasel .25, Plate lncrease=1 .25 C 89385 Irri Uniform Loads (lb/ft) ' Vert: 1-2=-74, 34=-74, 4-5-74, 6-9-30 (F-10) * • Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AW01 J Common Supported Gable 1 1 Job Reference (optional) California Trusframe, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:14 Page: 1 ID:zf0xzggLvtsCYGt6E7Fhbly8dW0-G1c7ayFxAb9EZaHRqccOoKKYgztLxHRc?tvmvAy4PN? 4-10-2 5-1-14 -2-3-0 5-0-0 10-0-0 12-3-0 . Scale= 1:45 41 Plate Offsets (X, Y): [4:0-4-80-1-0] Loading (psf) Spacing 2-0-0 CSI DEEL in (lc) 1/defi Lid PLATES GRIP TOLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.39 Vert(LL) n/a - n/a 999 MT20 220/195 TOOL 17.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 BOLL 0.0. Rep Stress Incr YES WB 0.08 Horz(OT) 0.00 9 n/a n/a BCDL 10.0 Code IBO2015/TP12014 Matrix-MSH Weight: 53 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2x4 OF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be OTHERS 2x4 DF Stud/STD G(3) installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 10-0-0. - - Installation guide. (Ib) - Max Uplift All uplift 100 (lb) or less at joint(s) except 9-198 (LC 4), 2=454 (LC 4), 6=454 (LO 4) • Max Gray All reactions 250 (Ib) or less at joint(s) except 8=404 (LC 35), 9470 (LC 34), 10=404 (LC 33), 2=632 (LC 9),6=632 (LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1084/1080, 2-21=-927/821, 2-22=-698/708, 22-23=-400/487, 3-23=-375/415, 5-24=-375/415, 24-25=400/487, 6-25=-698/708, 6-26=-927/821, 6-26=-1084/1080 BOT CHORD 2-27=-945/1016, 2-27=-720/886, 2-28=-6921717, 10-28=-285/356, 10-29=-240/311, 8-30=-240/311, 8-31=-285/356, 6-31=-6921717, 6-32=-720/886, 6-32=-945/1016 WEBS 4-9=-440/192 'NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL'0.0psf; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner (3) -2-3-11 to 0-8-5, Exterior (2) 0-8-5 to 2-0-0, Corner (3) 2-0-0 to 8-0-0, Exterior (2) 8-0-0 to 9-3-11, Corner (3) 9-3-11 to 12-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. . This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will tu rd and any other members. <3) AO A 20% has been for the lumber % 4k.. plate rating reduction of applied green members. <' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 2,454 lb uplift at joint 6 1ift at joint 9, 4S joint 2 and 454 lb uplift at joint 6. - This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. U This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel along; d Chord, nonconcurrent with any other live loads. * * . This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.30) Plate grip DOL=(1.30) Connect truss to resi r oads along d 0-0-0 to 10-0-0 for 200.0 plf. IV t t. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(OT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 from nQ? e from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, prov e plate between each notch. LOAD CASE(S) Standard 0 I Job I Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AW02 Common 2 1 I Job Reference (Optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:36:18 Page: 1 ID:T5vR?m9xdsh7em2VlgRJPjr8dTD-8oreQKlSEqgg2CaD3SgKz.AVAGbZWt4oCvvigxy4PMx -2-3-0 5-0-0 io-o-o 12-3-0 2-3-0'I 5-0-0 'I 5-0-0 'I 2-3-0 12 \ \ 5r ;[12.5-1. 14 15 17 U 20 10.00 b/ft 21 3x6 24 5-0-0 3x6 10-0-0 5-0-0 5-0-0 Scale = 1:41.7 Plate Offsets (X, Y): [2:0-3-0,0-1-8], [4:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.07 6-9 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.15 6-9 >790 240 BCLL 0.0* Rep Stress Incr Yes WB . 0.19 Horz(CT) 0.01 4 n/a nla BCDL 10.0 Code_- IBC2015/TPI2014 Matrix-MSH Wind(LL) -0.01 6-9 >999 240 Weight: 38 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 2=691/0-3-8, (mm. 0-1-8),4=691/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-395 (LC 4),4=-395 (LC 4) Installation guide. Max Gray 2=707 (LC 16), 4=707 (LC 29) . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-282/0, 2-13=-273/0, 2-14=-828/255, 14-15=-800/255, 3-15=-800/255, 3-16=-800/255,16-17=-800/255, 4-17=828/255, 4-18=-273/0, 4-18=-28210 BOT CHORD 2-20=-11191739,6-20=-1191739, 6-21=-1191739,4-21=-1191739 WEBS 3-6=-15/464 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=li0mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 2-0-0, Exterior (2) 2-0-0 to 8-0-0, Interior (1)8-0-0 to 9-3-11, Exterior (2) 9-3-11 to 12-3-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=11.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 395 lb uplift at joint 2 and 395 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AD 4 1) Dead + Roof Live (balanced): Lumber Increasel .25, Plate lncrease=l .25 Uniform Loads (lb/ft) Vert: 11-3=-74, 3-5=-74, 7-10-30 (F=-10) . Job I Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 I Roof Special Girder 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 824 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:21 Page: 1 lD:eaxjuweBax44Vy3006?5FMy8qVx-ZNXn2MKKJ02FvfJnkaE1bp7iPoYJ400ecT5eHGy4pMu 335 5-11-11 8-1-7 -2-3-0 5-3-10 6-0-0 12-1-0 Camber = 1/8 in 2-0-5 Scale = 1:50.1 Plate Offsets (X, Y): [2:0-4-h Edge), [4:04-0,0-2-2), [6:Edge,0-3-8], [7:0-3-0,0-1-12], [8:0-4-0,0-4-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (l c) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 7-8 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.34 7-8 >425 240 BCLL 0.0 Rep Stress lncr NO WB 0.96 Horz(CT) 0.05 7 n/a n/a 1 BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MSH Wind(LL) 0.02 7-8 >999 240 Weight: 70 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) Except T2:2x6 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, BOT CHORD 2x6 OF SS G(1) except end verticals, and 2-0-00c purlins (3-5-10 max.): 4-6. WEBS 2x4 OF Stud/STD G(3) *Except* W5:2x4 DF No.2 G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=971/0-5-8, (mm. 0-24), 7=1010/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=86 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-264 (LC 4) . Installation guide. . Max Gray 2=2130 (LC 18), 7=2855 (LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=4341/0, 2-12=4330/0, 2-13=-4323/0, 3-13=-4311/0, 3-14=4249/0, 4-14=-4236/0, 4-15=-3911/0, 15-16=-3928/0, 116-17=-3929/0, 5-17=-3941/0, 6-7=-879/32 BOT CHORD 2-19=0/3967, 2-19=0/3967, 2-20=0/3982, 9-20=0/3982, 9-21=0/3982, 8-21=0/3982, 8-22=0/2881, 22-23=0/2881, 23-24=0/2881, 24-25=0/2881, 7-25=0/2881 WEBS 4-8=0/1130, 5-7=-3202136, 5-8=0/1391, 3-8=-2621248, 3-9-270/192 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.Opsf; BCDLO.0p5f; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-8-5, Interior (1) 0-8-5 to 1-0-10, Exterior (2) 1-0-10 to 11-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel point &O4J, Bottom Chord, nonconcurrent with any other live loads. c, D <' Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 587 lb down and 13 lb up at 5-11- ,3 own and 1231 -12 and 335 lb down and 110 lb up at 10-0-12, and 370 lb down and 72 lb up at 11-11-4 on top chord, and 351 lb down at 2-0-12, 358 lb a 4-0-12, 421 lb do 2, and 423 lb down at 8-0-12, and 423 lb down at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the r ibility h10385 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * * LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase1.25, Plate lncrease=1.25 lVtL Uniform Loads (lb/fl) £- , Vert: 1-4=-74,4-6=-74, 2-7=-20 I Concentrated Loads (lb) Vert: 6=-93, 15=-79, 17=-18, 18=-18, 20-20 (B), 21-28 (B), 22-141 (B), 23=-145 (B), 25-145(B) [1 I Job I Truss Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AX02 Roof Special 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:25 Page: 1 ID:POyA8TythdEX2oT1 Bsyzmdy8qVY-R8rnlui0rb_YgNI-4cZzQIzlfHMnPw4lEW53sQ1y4PMq 7-3-10 8411-0 -2-3-0 474 7-11-11 12-1-0 40 Scale = 1:50 Plate Offsets (X, Y): [2:0-3-0,0-1-8], [4:0-34,0-2-81, [5:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.15 6-7 >926 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.01 7-8 >999 240 Weight: 62 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T2:2x6 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 3-9-30c purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=767/0-5-8, (mm. 0-1-8), 6729/0-3-8, (mm. 0-1-14) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=79 (LC 4) . installed during truss erection, in accordance with Stabilizer Max Uplift 2=-394 (LC 4), 6=-213 (LC 4) Installation guide. Max Gray 2= 10 18 (LC 17), 6=1778 (LC 16) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-564/0, 2-12=-556/0,2-13=-1731/313,13-14=-1701/313, 3-14=1698/313,3-15=-11450/254, 4-15=-1409/254, 5-6=-1073/82 BOT CHORD 2-19=0/454, 2-19=0/454, 2-20=-260/1570, 8-20=-260/1570, 8-21=-260/1570, 7-21=-260/1570, 7-22=-154/1332, 6-22=-154/1332 WEBS 4-7=-97/439, 4-6=-1551/240, 3-7=416/143, 3-8=-21/382 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDL=0.Opsf; h=25f1; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 3-2-8, Exterior (2) 3-2-8 to 11-114; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 213 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0115 dead located at all mid panels and at all panel points all nd Bottom Chord, nonconcurrent with any other live loads. % Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' g 0 ii) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 30 lb up at 7-11-1 down a 10-0-12, and 398 lb down and 102 lb up at 11-114 on top chord. The design/selection of such connection device(s) is the responsibili . 1, 12) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LLJ - LOAD CASE(S) Standard C 89385 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease1.25 Uniform Loads (lb/ft) * * Vert: 14=-74, 4-5=-74, 6-9-20 Concentrated Loads (lb) IV.. 'ci' Vert: 5=-147, 16-55 e01- c' 11 0 Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AX03 Roof Special 1 Ii Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:28 Page: 1 ID:VNFK2_nSlarqO?OBbsILrqy8pSd-siSQWI0jtvwFEkL8eZsgNHvsYdysDXqgD3IW1 My4PMn 9-11-11 -243-0 741-1 12-1-0 fl Camber = 3/16 in Scale = 1:52.8 Plate Offsets (X, Y): [2:0-1-10,Edgej,[3:0-3-11,0-24] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.18 9-12 >811 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.47 9-12 >306 240 BOLL 0.0 Rep Stress lncr YES WB 0.41 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) -0.03 9-12 >999 240 Weight: 56 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G(i) Except T2:2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, BOT CHORD 2x4 DF No.i&Btr G(i) except end verticals, and 2-0-00c purbins (6-0-0 max.): 3-7. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 2=750/0-5-8, (mm. 0-1-8), 8=554/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 2=121 (LC 4) Installation guide. Max Uplift 2-363 (LC 4), 8278 (LC 4) Max Gray 2=750 (LC 1), 8=654 (LC 16) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-32010, 2-13=-31310, 2-14=-789/217, 14-15=-718/217, 3-15=-675/217, 7-8=-372/103 BOT CHORD 2-21=-206/674, 9-21=-206/674, 9-22=-206/657, 8-22=-206/657 WEBS 3-9=-2/479, 3-8=-8011303, 4-5=-3191106 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.Opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) . 0-7-13 to 6-11-11, Exterior (2) 6-11-11 to 11-114; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .60 plate grip D0L1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 278 lb uplift at joint 8. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live loads. : ert(CT) deflection per ANSI/TPI 1. AD 411 p along top chord. ESSi0 C 89,385 Job I Truss I Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AX04 Monopitch 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:32 Page:' 1 ID:iw9KT3mJQzVZ3CsiClEoVPy8pQ3-Gl8Z8mScAgIq5C4iKhPN_vXK3q_mQrl6v1wAehy4PMk -2-3-0 6-2-1 12-1-0 Camber 1/16 in Scale = 1:55.7 Plate Offsets (X, Y): [2:0-3-00-1-8], [4:0-1-80-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 IC 0.92 Vert(LL) -0.13 5-6 >999 360 MT20 220/195 TCDL .17.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.28 5-6 >506 240 BCLL 0.0* Rep Stress lncr YES WB 0.62 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MSH Wind(LL) -0.02 6-9 >999 240 Weight: 55 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-00c purlins. BOT CHORD 2x4 OF No.1 &Btr G(1) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 2=748/0-5-8, (mm. 0-1-8), 5=545/0-3-8, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 2=238 (LC 4) Installation guide. Max Uplift 2=-326 (LC 4), 5-244 (LC 4) Max Gray 2=748 (LC 1), 5=645 (LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-316/0, 2-10=-308/0, 2-11=-897/149, 3-11=-832/149 BOT CHORD 2-13=0/251, 213=0/251, 2-14=-268/800, 6-14=-268/800, 6-15=-268/800, 5-15=-268/800 WEBS 3-6=0/467, 3-5=-878/294, 4-5=-406/120 NOTES Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDLO.opsf; BCDLO.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 8-11-4, Exterior (2)8-11-4 to 11-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 2 and 244 lb uplift at joint 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %OcESS,0 ( C89385j) I1* . [1 • S Job I Truss Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AXOS Common 1 1 I I Job Reference (optional) I California Trustrame, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:35 Page: 1 ID:7OXR3nErhStFiyG9LwOPR8y8pO9-94N4_8V6E2pFapNUZXUJ9li2gRJ3MffigfU0nSy4PMg -2-3-0 0-2-2 12-1-0 13-1 S . Camber = 1/16 in Scale = 1:55.9 • Plate Offsets (X, Y): [2:0-3-00-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Ic 0.82 Vert(LL) -0.13 7-8 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.28 8-11 >505 240 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(cT) 0.02 7 n/a n/a BCDL 10.0 code lBC2015/TP12014 Matrix-MSH Wind(LL) -0.02 8-11 >999 240 Weight: 581b FT=20% • LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 2=736/0-5-8, (mm. 0-1-8), 5=1/0-1-8, (mm. 0-1-8),7=702/0-3-8, Milek recommends that Stabilizers and required cross bracing be (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 2=75 (LC 5) Installation guide. Max Uplift 2=-350 (LC 4), 5=-95 (LC 10), 7-216 (LC 4) • Max Gray 2=736 (LC 1), 5=333 (LC 16), 7=751 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-31210, 2-12=-304/0, 2-13=-873/202, 3-13=-836/202, 4-7=483/119 BOT CHORD 2-17=-1431776, 8-17=-143/776, 8-18=-143/776, 7-18=-143/776 WEBS 38=0/464, 3-7=-845/243 NOTES Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.0ps1; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-3-11 to 0-7-13, Interior (1) 0-7-13 to 13-11-11; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 . This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 2, 216 lb uplift at joint 7 and 95 lb uplift at joint 5. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along th hord and Bottom Chord, nonconcurrent with any other live toads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CA(S) 4,9 C 89385 'to CA 0 S Job i Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AX06 Common 1 1 I Job Reference (optional) I California Tnjsframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:38 Page: 1 ID:ZbN86gWiyj6Lo5nK?Up1 BHy8pMW-Ze3CcAY?Xz5qRH63Ef10nOKYQfKyZ?d8Wcj2Ony4PMd -2-0-0 6-2-10 12-1-0 1500 11 Camber = 118 in Scale= 1:57.1 • Plate Offsets (X, Y): [2:0-3-0,0-1-8), [4:0-0-13,0-1-81 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) lldefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.13 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.30 7-10 >479 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MSH Wind(LL) -0.01 7-10 >999 240 Weight: 59 lb FT = 20% • LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=697/0-5-8, (mm. 0-1-8), 6=804/0-3-8, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Horiz 2=121 (LC 4) installed during truss erection, in accordance with Stabilizer Max Uplift 2=-278 (LC 4), 6=429 (LC 4) Installation guide. Max Gray 2=715 (LC 12), 6=804 (LC 1) • FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-326/0, 2-11 =-318/0, 2-12=-863165, 3-12=-814/65, 4-6=-540/356 BOT CHORD 2-14=0/255, 2-14=0/255, 2-15=-74/755, 7-15=-741755, 7-16=-74/755, 6-16=-741755 WEBS 3-7=-15/469, 3-6=-832/199 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat II; Exp C; Enclosed; C-C Exterior (2) -2-0-11 to 0-7-13, Interior (1) 0-7-13 to 11-114, Exterior (2)11-114 to 15-0-0; cantilever left and right exposed end vertical left and right exposed; Lumber 00L1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 2 and 429 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard FESS C 89385 BRACING TOP CHORD BOT CHORD • LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 OF No.2 G(1) WEBS 2x4 OF Stud/STD G(3) Structural wood sheathing directly applied or 34-13 oc purlins, except end verticals. Riaid ceilina directly aoolied or 2-2-00c bracina. S Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AX07 Common 3 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, I-leMon Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:36:42 Page: 1 ID:a16_O?MgeNefc_kS62vuYy8pK7-RQIjSXbVaChGwuQqTV6yxEUF6GigVp2kREhFXYy4PMZ 5-11-11 11-11-0 15-0-0 10 . Camber = 1/8 in Scale = 1:54 fl Plate Offsets (X, Y): [1:0-3-0,0-1-8] Loading (pst) Spacing 2-0-0 CSI DEFL in (lc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.13 6-7 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.28 7-10 >496 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.02 6 nb n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSH Wind(LL) 0.03 7-10 >999 240 Weight: 56 lb FT = 20% REACTIONS All bearings 0-1-8. except 1=0-5-8, 6= Mechanical (Ib) - Max Uplift All uplift 100 (lb) or less at joint(s) 4, 5 except 6=-236 (LC 4) Max Gray All reactions 250 (lb) or less at joint(s) except 4354 (LC 17), 5=349 (LC 18), 6=742 (LC 10) S FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-421/121, 1-1 1=-414/121, 1-12=-897/262, 12-13=-874/262, 2-13=-869/262, 3-6=-483/111 BOT CHORD 1-17=-135/359, 1-17=-135/359, 1-18=-227/810, 7-18=-227/810, 7-19=-227/810, 6-19=-227/810 WEBS 2-7=-30/472, 2-6=-877/334 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.0psf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1)3-0-0 to 14-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except (jt=lb) 1=203, 6=236. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TRI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Chord and Bottom . Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. %Or ESS/0 LOAD CASE(S) Standard C 89385 rn 10. 84-15 12-2-8 1500 BRACING TOP CHORD BOT CHORD LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 DF No.2 G(1) WEBS 2x4 OF Stud/STD G(3) Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Riaid ceilina directly aoDlied or 2-2-0 oc bracina. S . . . 11 Job Job I Truss Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 AX08 I Common 5 1 I Job Reference (optional) I California Trusframe, L-C, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:45 Page: 1 ID:_k9KEC5LPpHc1 uYOXRMNfy8qWf-s?r4Zd0t73rnL8P8dffZs6lB9siApA7Cw7ty4PMw Camber = 1/8 in Scale = 1:54.3 Plate Offsets (X, Y): [1:0-1-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.13 7-10 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.34 7-10 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code lBC2015Pl2014 Matrix-MSH Wind(LL) 0.03 7-10 >999 240 Weight: 57 lb FT = 20% REACTIONS All bearings 0-1-8. except 6=0-3-8, 10-3-8 (lb) - Max Uplift All uplift 100 (lb) or less at joint(s) 4, 5 except 6=-232 (LC 4) Max Gray All reactions 250 (lb) or less at joint(s) except 4=346 (LC 17), 5=349 (LC 18), 6=770 (LC 10) 18 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-425/123, 1-11=-418/123, 1-12=-894/265, 12-13=-8621265, 2-13=-855/265, 3-6=-476/100 BOT CHORD 1-17=-137/363, 1-17=-137/363, 1-18=-223/797, 7-18=-223/797, 7-19=-2231797, 6-19=-223/797 WEBS 2-7=-33/478, 2-6=-874/336 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opst; BCDL=0.0p5f; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1)3-0-0 to 14-11-4; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 5 This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 4. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5,4 except (jt1b) 6=232, 1=209. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 5 LOAD This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. FESS CASE(S) Standard AD 4 C 89,385 'to CWiT 0 Job I Truss Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 AY02 I Common Girder 1 1 I I Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:36:52 Page: 1 ID:ViiX8Kk7pFjWbqTFZ2Ms8y5xtc-h9L7Ld9Tzq_VGcVUurn3o7MmQuqu6xd3v8MELXy4PMQ 10-1-0 5-0-8 12 ki El 14 1516 171 1819 20 5x8 = 38 5x8 I = 540-8 10-1-0 5-0-8 5-0-8 Camber = 1/16 in Scale = 1:38 Plate Offsets (X, Y): (1 :0-4-0,Edge), [3:04-0,Edge] Loading (pso Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.07 4-8 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.19 4-8 >626 240 BCLL 0.0 Rep Stress lncr NO WB 0.40 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MSH Wind(LL) -0.04 4-6 >999 240 Weight: 39 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 2-7-9oc purl ins. BOT CHORD 2x6 DF SS G(1) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/STD G(3) MiTek recommends that Stabilizers and required cross bracing be REACTIONS (lb/size) 1-21/0-3-8, (mm. 0-1-8), 3=665/0-3-8, (mm. 0-1-9) installed during truss erection, in accordance with Stabilizer Max Uplift 1=-101 1 (LC 4), 3=-335 (LC 4) Installation guide. Max Gray 1=619 (LC 16), 3=1451 (LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. TOP CHORD 1-9=-119112/952,11-9=-1900/952, 1-10=-2007/945, 2-10=-1960/945, 2-11=-1957/965, 3-11=-1978/965, 3-12=-2008/862, 3-12=-20191862 801 CHORD 1-13=-802/1825, 1-13=-80211825, 1-14=-828/1819, 14-15=828/1819, 15-16=-828/1819, 16-17=-828/1819, 4-17=-828/1819, 4-18=-828/1819, 18-19=-828/1819, 19-20=-828/1819, 3-20=-828/1819, 3-21=-823/1799, 3-211=-823/1798 WEBS 24=-535/990 NOTES 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1011 lb uplift at joint 1 and 335 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel points along the Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at t . Iif ner must provide for uplift reactions indicated. D ( Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 379 lb down and 69 lb up at 5-0-80 "and 778'1t5 815 lb up at 2-84, 408 lb down at 4-84, and 408 lb down at 6-84, and 408 lb down at 8-84 on bottom chord. The design/selection nection devic% responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. LW C 89385 rn In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard * * . 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (lb/ft) ,v'_ Vert: 1-2=-74,2-3=-74, 1-3-20 £0 t Ni Concentrated Loads (Ib) 't- ,',. Vert: 2=-106 (F), 14=438 (F), 15459 (F), 17-162 (F), 18-162 (F), 20-162 (F) . 11 job I Truss j Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 IAZO1 Flat Girder 1 2 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:55 Page: 1 ID:5Cip4tJKrgXmm5Ao?dLzV?Ny8WJy-ZwadBJfWCKQuvKjjr?zzXZzVEm2grfQmKRuIy4PMM 3-11-2 7-10-4 Scale= 1:54 Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) l/defl Lid TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.02 5-6 >999 360 TCDL - 17.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MP Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 220/195 Weight: 140 lb FT = 20% Ll LUMBER TOP CHORD BOT CHORD 2x6 DF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=2588/ Mechanical, (mm. 0-1-8), 6=2582/ Mechanical, (mm. 0-1-8) Max Uplift 4=-120 (LC 4), 6=-121 (LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-384174, 34=-384/74 . BOT CHORD 6-11=0/1054,5-11=0/1054, 5-12=0/1054, 4-12=0/1054 WEBS 2-4=-2046/3, 2-5=0/3172, 2-6=-2046/3 NOTES 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2)0-1-12 to 3-1-12, Interior (1) 3-1-12 to 4-8-8, Exterior (2) 4-8-8 to 7-8-8; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 4 and 121 lb uplift at joint 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. O ES This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel poi ottor Chord, nonconcurrent with any other live loads. 4 <( Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 982 lb down at 1-11-4, and 982 lb 11-4, and 982 I 5-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. C 89385 LOAD CASE(S) Standard * * 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (lb/ft) Vert: 1-3=-74, 4-6-220 (F-200) IVtt:. Concentrated Loads (lb) Op C Vert: 5=-982 (F), 11=-982 (F), 12-982 (F) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt1b) 1=381, 2=158. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 pIt. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-2-0 for 255.0 plf. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 J15 JACK-CLOSED 1 1 1 Job Reference (optional) Run: 8.240 s Jan 6 2020 Print: 8.240 s Jan 6 2020 Muck Industries, Inc. Tue Dec 29 19:01:25 2020 Page 1 lD:J5zQzFcJ5LNFnWJCqrT3fyy8r6j-_hQ4osOC7i?pAFqFAgSR7Jx972hKgo777hFy4du 4-2-0 4-5-0 4-2-0 0-3-0 Scale = 1:13.4 I 4-2-0 4-2-0 Plate Offsets (XV)— [1:0-3-00-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.06 1-4 >761 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.12 14 >375 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-P Wind(LL) 0.00 1 240 Weight: 12 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-00c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb/size) REACTIONS. (lb/s184/0-3 = 8 (mm. 0-1-8) = 39/0-3-8 (mm. 0-1-8) 2 = 170/Mechanical Max Horz 1 = 106(LC 4) Max Uplift 1 = -381(LC 10) 2 = Max Gray -158(LC 4) 1 = 550(LC 9) = 369(LC 16) 2 = 408(LC 14) FORCES. (lb) - Max. CompiMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-1014/980, 2-5=-551/552 BOT CHORD 16=889/889, 4-6-494/494 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=251t; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. fl . . Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 J26 JACK-OPEN 1 1 Job Reference (optional) Run: 8.240 $ Jan 6 2020 Punt: 8.240 s Jan 6 2020 Muck Industries, Inc. Tue Dec 29 19:01:25 2020 Pagel ID:t2SiCBYATU4DbjShlQsDwgy8qW3-_hQ4osOC7i?pAFqFAgSLRCkX9L2gXg0777hFy4_du 5-3-0 5-3-0 0-3- Scale = 1:19.5 4x6 = 3x6 3x6 II 5-5-0 Plate Offsets(X,Y)— 1:0-0-4,0-1-01, [1:0-1-1,0-6-6) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 5-7 >989 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.14 5-7 >461 240 BCLL 0.0 * Rep Stress lncr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 7 >999 240 Weight: 21 lb FT=20% I I I I I LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.20 WEBS 2x4 OF Stud/Std G WEDGE Left: 2x4 OF Stud/Std -G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (jt=length) 3=0-1 -8, 1=5-5-0 (lb) - Max Horz 1=192(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 3=-120(LC 4), 5-157(LC 4), 1-184(LC 4) Max Gray All reactions 250 lb or less at joint(s) 5 except 3=367(LC 14), 5=447(LC 17), 1=477(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-518/139, 1-9=-523/193, 2-9=-504/193 BOT CHORD 1-11=-317/457, 1-12=-324/479.5-12=-324/479 WEBS 2-5=-531/359 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOLO.opsf; BCOLO.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip OOL=1.60 This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3, 157 lb uplift at joint 5 and 184 lb uplift at joint 1. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSl/TPI 1. LOAD CASE(S) Standard ~trC 8938 * 0 I Job Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SPO1 Blocking 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:36:57 Page: 1 ID:iQ85BfKtkcHaDAzqqVjuFIy8GX0-VliObfrnw2pa8DB3ir8tT2OcsgJ_?Wghxt4pYYBy4PMK 1-8-14 0-3-8 1-104 88 Scale = 1:55.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi Ud TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 34 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/1P12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 27 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Uplift 3=-1303 (LC 11), 4-1303 (LC 10) Max Gray 3=1371 (LC8),41371 (LC9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-680/638,1-5=-6801638,1-7=-358/358, 3-6=-1 355/1313, 2-6=-357/47 BOT CHORD 48364/364 WEBS 1-6=-764/763, 4-6=-789/788 . LUMBER TOP CHORD 2x4 OF No.2 G(1) BOT CHORD 2x4 OF No.2 G(1) WEBS 2x4 DF Stud/STD G(3) REACTIONS (lb/size) 3=74/ Mechanical, (mm. 0-1-8),4=74/ Mechanical, (mm. 0-1-8) S S NOTES Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.apsf; h=25ft; Cat Il; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=i .60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1303 lb uplift at joint 3 and 1303 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 pIt. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 pIt. ii) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard S 0 Job uss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 rsr PO2 Blocking 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, 1-lelden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:37:00 -- Page: 1 ID:nfAuArXcBKuODYc2hW1NLlOy8GVS-wtOWEhpoLkyi4foHwHQBg1 ENuW03i1XOa12c9Vy4PMH 14-4 0-3-8 1.8-12 17, 608 308 Scale = 1:55.1 - Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well L/d TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.30 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 27 lb FT = 20% .LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 DF No.2 G(1) WEBS 2x4 OF Stud/STD G(3) REACTIONS (lb/size) 3=68/0-2-6, (mm. 0-1-8),4=68/ Mechanical, (mm. 0-1-8) Max Uplift 3=-1305 (LC 11), 4-1305 (LC 10) Max Gray 3=1367 (LC 8), 4=1367 (LC 9) FORCES (lb)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD • 4-5=-6751637, 1-5=-675/637, 1-7=-326/326, 3-6=-1353/1314, 2-6=-354/43 BOT CHORD 4-8=-333/334 WEBS 1-6=-744/744, 4-6-774/773 BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. S . NOTES Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph: TCDL=0.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= 1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate at joint(s) 3. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1305 lb uplift at joint 3 and 1305 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOLoo(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 12) This truss is designed for acreep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard f/r n4tix ( C89385 1)A'J 1* pp Ctt Job I Truss j Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP03 Blocking Supported Gable 2 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:37:03 Page: 1 ID:r5eOSc7LeO3Rb4sT3Iurnjy8GUh-KS3fsjrgefKHx6WsBPuHfst8k1lvOGqG?Nsmqy4PME 17, 1-5-6 0-3-6 141-14 Scale = 1:55.1 6e* See Loading (ps Spacing 2-0-0 CSI DEFL in (lc) I/defi Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0* Rep Stress Incr YES WB 0.30 Horiz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight: 27 lb FT = 20% O LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=68/1-8-14, (mm. 0-1-8), 4=68/1-8-14, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 3=-1305 (LC 11), 4=-1305 (LC 10) installed during truss erection, in accordance with Stabilizer I Max Gray 3=1368 (LC 8), 4=1368 (LC 9) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 4-5=-676/637, 1-5=-6761637, 1-7=-329/329, 3-6=-1353/1314, 2-6=-355/64 BOT CHORD 4-8=-336/336 WEBS 1-6=-7461745, 4-6=-775/774 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner (3); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1305 lb uplift at joint 3 and 1305 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 255.0 pIt. 10 LOAD CASE(S) Standard 11) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 0 Job I Truss Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP04 Blocking 1 1 J Job Reference (optional) California Trusirame, LLC, Hughson, Hetden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:37:07 Page: 1 ID:OttIcVCN0rXV2vf4CyMESKxy8GRn-DEJAi4uBiurjQkqdQF2qSV0gILQOrDTQBdF4vby4PMA 0 co 2x4 3x4 = 152 229 O 143 6 3x6 6x6 1' Scale = 1:41.1 Loading (psi) Spacing 2-0-0 CSI DEFL in (lc) Lfdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 3-4 >999 240 BCLL 0.0* Rep Stress lncr YES WB 0.22 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code lBC2015ITPl2014 Matrix-MP Weight: 11 lb FT = 20% . LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-5-60c purtins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=54/ Mechanical, (mm. 0-1-8),4=54/ Mechanical, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 3=471 (LC 11), 4=471 (LC 10) installed during truss erection, in accordance with Stabilizer Max Gray 3=521 (LC 8),4=521 (LC 9) 1 Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. O TOP CHORD 1-4=-509/478, 1-5=-265/265, 2-3-350/34 BOT CHORD 3-6=-265/265 WEBS 1-3-572/572 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; tw25f1; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471 lb uplift at joint 4 and 471 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 255.0 p11. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard AD 4 C 89385 Job I Truss Type Oty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP05 TBr, ing 2 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:37:10 Page: 1 lD:pXgaOUEY7LRzwZ0scn06ivy8GQg-do_lK6w3_pDlHBZC6NcX48eArYO02aystbTkW'4PM7 2x4 3*6 = S [1 S 1 5 2 229 I4 3 6 3*6 II 8*6 i1 Scale = 1:41.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdefl Lid TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0* Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code lBC2015P12014 Matrix-MP PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Uplift 3454 (LC 11), 4=454 (LC 10) Max Gray 3=523 (LC 8), 4=523 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD S 114=-507/464,1-5=-3561356, 2-3=-357147 BOT CHORD 3-6=-356/356 WEBS 1-3=-6221622 . LUMBER TOP CHORD 2x4 DF No.2 G(1) BOT CHORD 2x4 DF No2 G(1) WEBS 2x4 DF Stud/STD G(3) REACTIONS (lb/size) 3=74/ Mechanical, (mm. 0-1-8),4=74/ Mechanical, (mm. 0-1-8) NOTES Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 454 lb uplift at joint 4 and 454 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated toad of 250.0115 live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 250.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. ESSj04 LOAD CASE(S) Standard 0 I Job I Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP06 Blocking 1 1 Job Reference (optional) California Trusframe, LLC, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:14 Page: 1 ID:irzxNTiOA1 EaUP hOE y8GO4-VaEpATza21jjmpszLDgTEps39qq_NrSoDRythy4PM3 2x4 3x4 1-0-14 Scale = 1:42.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 3-4 >999 360 MT20 . 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 3-4 >999 240 BCLL 0.0 Rep Stress lncr YES WS 0.24 Horz(CT) 0.00 3 n/a nla BCDL 10.0 Code lBC2015ITP12014 Matrix-MP Weight: 12 lb FT = 20% .LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 DF No.2 G(1) except end verticals. WEBS 2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 367/14-8, (mm. 0-1-8),4=22/0-3-8, (mm. 0-1-8), 5=59/ MiTek recommends that Stabilizers and required cross bracing be Mechanical, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Uplift 3=468 (LC 11), 5=473 (LC 10) Installation guide. Max Gray 3=525 (LC 8), 4=352 (LC 18), 5=517 (LC 9) . FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 1-5=-516/474,11-6=-361/3611, 2-3=-357147 BOT CHORD 4-7=-264/264, 3-7=-3741374 WEBS 1-3=-633/633 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . * This truss has been designed for a live load of 20.opsf on the bottom Chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint Sand 468 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from S This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. riFESsj0 LOAD CASE(S) Standard 0 Job I Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAO- ROOF M31948 SP07 Blocking Supported Gable 1 1 Job Reference (optional) California irustrame, LL(., i-fugflson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 62020 MiTek Industries, Inc. Mon Dec 28 12:37:17 Page: 1 ID:G_rOF8zNLHN7V37FDA2Zj4y8GLr-w9uyoV0SLy5IdGbY0LEAscRO1 Nq0BkruUBgcG0y4PM0 L 3x4 3x8 Scale = 1:41.7 Loading (psI) Spacing 2-0-0 CSI DEFL in (lc) I/dell L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horiz(TL) 0.00 3 n/a n/a BCOL 10.0 Code lBC2015fTPl2014 Matrix-MP Weight: 11 lb FT = 20% 'LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=48/1-3-14, (mm. 0-1-8), 448/1-3-14, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 3=-508 (LC 11), 4=-508 (LC 10) installed during truss erection, in accordance with Stabilizer . 1 Max Gray 3=553 (LC 8), 4=553 (LC 9) Installation guide. FORCES (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-348/46, 2-3=-543/515 WEBS 24=-587/587 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.Opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Corner (3); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 3 and 508 lb uplift at joint 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-14 for 255.0 pIt. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard A,; rr- Or-.SIOA ( C89385A') IJ1* 0 0 U Job I Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP08 Blocking 3 1 Job Reference (optional) California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 Milek Industries, Inc. Mon Dec 28 12:37:21 Page: 1 ID:3CC1JT5oE2M_7eN3XPuT11kZy8ZXw-ow9Set3zPBck5tuJFBI6OSc23_Ba7YTTPpepOoy4PLy 2x4 3x6 = Scale = 1:41.7 Loading (psI) Spacing 2-0-0 CSI DEFL TCLL (roof) 20.0 Plate Grip DOL 1.25 TO 0.24 Vert(LL) TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) BCLL 0.0* Rep Stress lncr YES WB 0.25 Horz(CT) BCDL 10.0 Code IBC2015/TP12014 Matrix-MP in (lc) 1/defi Ud PLATES GRIP 0.00 3-4 >999 360 MT20 220/195 -0.01 3-4 >999 240 0.00 3 n/a n/a Weight: 13 lb FT = 20% BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Uplift 3=489 (LC 11), 4489 (LC 10) Max Gray 3=558 (LC 8), 4=558 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 11-4=-542/499,11-5=-356/356, 2-3=-357/47 BOT CHORD 3-6=-356/356 WEBS 1-3=-649/649 .LUMBER TOP CHORD 2x4 OF No.2 G(1) BOT CHORD 2x4 OF No.2 G(1) WEBS 2x4 OF Stud/STD G(3) REACTIONS (lb/size) 3=74/ Mechanical, (mm. 0-1-6), 4=74/ Mechanical, (mm. 0-1-8) S NOTES Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd87mph; TCDLO.Opsl; BCDLO.opsf; h=25ft; Cat. II; Exp C: Enclosed; C-C Exterior (2): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 4 and 489 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TRI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 250 pIt. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 250.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. rr!~oFEP0 LOAD CASE(S) Standard S S 40 Job I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP09 TB'Iuoscking 3 1 Job Reference (optional) California Trustrame, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:24 Page: 1 ID:HApR_8YxiobZQBqBO&_ty8Z8Q-DVrbGu5rh6_IyLdvwJspe5EXUBCJKsxw5msT?6y4PLv 2x4 454 1 5 2 143 3x6 8x6 Scale = 1:48 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Well L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 IC 0.36 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0* Rep Stress Incr YES WB 0.39 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MP Weight: 19 lb FT = 20% .LUMBER BRACING TOPCHORD 2x4 DF No.2 G(1) TOPCHORD BOT CHORD 2x4 DF No.2 G(1) WEBS 2x4 OF Stud/SID G(3) BOT CHORD REACTIONS (lb/size) 3=74/ Mechanical, (mm. 0-1-8),4=74/ Mechanical, (mm. 0-1-8) Max Uplift 3=-925 (LC 11), 4=-925 (LC 10) Max Gray 3=993 (LC 8), 4993 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-4=-977/934, 1-5=-361/361 2-3=-357/47 • BOT CHORD 3-6=-361/361 WEBS 1-3=-1031/1031 Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. Riaid ceilina directly aDDlied or 6-0-0 oc bracino. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25tt; Cat. II; Exp C; Enclosed; C-C Exterior (2); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. - A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925 lb uplift at joint 4 and 925 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonConcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSl/TPI 1. LOAD CASE(S) Standard 0 I Job Truss I Truss Type Qty Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP1O Blocking Supported Gable 1 1 Job Reference (optional) California Trusfrarne, LLC, l-lughson, Holden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:28 Page: 1 IO:PBOZfjBAFWQAyAdOR6qUegy8GJ_-5G466G8MlKUkRyxg99xIoxOFtpZbGjPVOOqh8uy4PLr 2x4 354 = 46 6x6 Scale = 1:4I.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) 1/defi L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.23 Horiz(TL) 0.00 3 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Weight: 12 lb FT = 20% .LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. WEBS 2x4 OF Stud/STO G(3) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=68/1-8-14, (mm. 0-1-8), 4=68/1-8-14, (mm. 0-1-8) MiTek recommends that Stabilizers and required cross bracing be Max Uplift 3=466 (LC 11), 4=466 (LC 10) installed during truss erection, in accordance with Stabilizer I Max Gray 3=529 (LC 8), 4=529 (LC 9) Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-514/475,1-5=-332/332, 2-3=-355/64 • BOT CHORD 3-6=-332/332 WEBS 1-3=-613/613 NOTES Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; tw25ft; Cat. II; Exp C; Enclosed; C-C Corner (3); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 4 and 466 lb uplift at joint 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 255.0 plf. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard . 0 Job Truss Truss Type Qty Ply ROOF M31948 SF11 Blocking 2I M11918-OAKMONT-OF-CARLSBAD- Job Reference (optional) 8.240 s Jan 62020 Milek Industries, Inc. Wed Dec 3009:49:13 2020 Page 1 ID:kqP4Gh04OfoKq8OAvMgnmQy4PGr-KsLws_WiWjvuRKTWlPL?f7eLgBZvq8NGzafqIIy3nda El 1-4-6 1-4-6 1 3x4 11 2 3x4II IN ~ E • _ I! Scale = 1:10.2 3x4 II 3x4 II 1-4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-R Weight: 6 lb FT = 20% r I.. LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF Stud/Std G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4 = 50/1-4-6 (mm. 0-1-8) 3 = 50/1-4-6 (mm. 0-1-8) Max Uplift 4 = -285(LC 10) 3 -285(LC 11) Max Gray 4 = 359(LC 12) 3 = 359(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-346/138, 2-3=-346/138 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Provide adequate drainage to prevent water ponding. Gable requires continuous bottom chord bearing. Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Gable studs spaced at 1-4-0 oc. . with any other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for th&green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t1b) 4=285, 3=285. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 250 plf. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-6 for 250.0 plf. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP12 BLOCKING 3 1 Job Reference (optional) Run: 8.240 a Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries Inc. Tue Dec 2918:57:392020 Page 1 ID:ngkQlTTqoO8vsMkvoRqSbYy42xP-cV1_fX7eQhE3iRzOOjdSaK4dVQ7Y5UAP2zOAmLy4_hQ 1-6-14 1110r6 1-6-14 d-3- Scale = 1:30.6 4 3x6 II 6x6= 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DCL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matnx-MP Wind(ILL) 0.00 4 240 Weight: 25 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.20 BOT CHORD 2x4 DF No.2 0 WEBS 2x4 DF No.2 0 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Ll REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 392(LC 8) 2 = -392(LC 8) Max Uplift 1 = -31 (LC 4) 3 = -62(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-3521352, 2-3=-357/47 BOT CHORD 4-6-352/352 NOTES- 1) Wind: ASCE 7-10; VultllOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 0 2) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0lb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard ,OFESS, 4 7CAD 8938 0 Job Truss Truss Type Qty ONT-OF-CARLSBAD- ROOF M31948 SP13 BLOCKING 1 P=Job e (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:39 2020 Page 1 lD:j3sAj9V5K?Od6gulvsswgzy42xN-cV1_fX7eQhE3iRzO0jdSaK4cnQ4A5TxP2zOAmLy4_hQ 3-1-8 1-9-4 2-8-8 3-0-C 1-9-4 0-11-4d-3- 5.00111 01-8 Scale = 1:33.2 9 9 63x4= 3x4 = Plate Offsets (X,Y)— r3:020,01121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 5-6 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.04 5-6 >814 240 BCLL 0.0 * Rep Stress lncr YES WB 0.09 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 6 240 Weight: 36 lb FT = 20% S 0 . LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 128/Mechanical 6 = 76/Mechanical 3 = 0/Mechanical 1 = 60/Mechanical Max Horz 6 = 657(LC 8) . 3 = -657(LC 8) Max Uplift 5 = -69(LC 4) 6 = -40(LC 4) 1 = -48(LC 4) Max Gray 5 = 408(LC 19) 6 = 380(LC 18) 1 = 358(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (bb) or less except when shown. TOP CHORD 2-7=-373/373, 2-8=-550/547, 3-8=-703/711 3-5-351/249 BOT CHORD 6-9-585/593, 5-9-309/317 NOTES- 1) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCOLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 1. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %OESS rr I0 (AD 1 ( C89385J) 0 I I I . Job Truss Truss Type ply Ply M31948 -OAKMONT-OF-CARLSBAD- ROOF M31948 SP14 MONO TRUSS 1 1 Job Reference (optional) <un: 8.240 s Jan 62020 '881: 8.240 S Jan 62020 MITeR lndustjies, Inc. Tue Dec 29 18:57:39 2020 Page 1 ID:FtloWpUSZhGmUWJ6L8Lh7ly42xO-cV1_fX7eQhE3iRzO0jdSaK4boQ9J5uJP2zOAmLy4_hQ 1-1-8 p0-10-0 0-10-0 5.00111 038 Scale = 1:36.3 Plate Offsets (X,Y)— [2:0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wnd(LL) 0.00 5 240 Weight: 27 lb FT = 20% I S S LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF N0.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 8/Mechanical 4 = 47/Mechanical 1 = 32/Mechanical 2 = -0/Mechanical Max Horz 5 = 211 (LC 8) 2 = -211 (LC 8) Max Uplift 4 = -59(LC 10) 1 = -66(LC 4) Max Gray 5 = . 338(LC 16) 4 = 362(LC 17) 1 = 344(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4-354173 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-8 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-01:-CARLSBAD- ROOF M31948 SP15 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:40 2020 Page 1 ID:_NX9XjS69bXcWMM51 BFm58y418W-4hbMst8GB_MwKbYbaQ8h7XdqzqVOqwlZGd7jloy4_hP 0-10-14 1-2- 0-10-14 3-8 0.50112 6 5x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 Scale= 1:17.4 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% I I LUMBER- TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 DF N0.2 G WEBS 2x4 DF No.2 G OTHERS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 34/Mechanical 3 = 27/Mechanical 4 = 24/Mechanical 2 = 0/Mechanical Max Horz 4 = 235(LC 8) 2 = -235(LC 8) Max Uplift 1 = -25(LC 4) 3 -16(LC 4) 4 = -13(LC 4) Max Gray 1 = 345(LC 12) 3 = 347(LC 17) 4 346(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3, 4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.0Ib live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 I SP16 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 $ Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:402020 Page 1 lD:_HX9XjS69bXcWMM51 BFm58y418W-4hbMst8GB_MwKbYbaQ8h7XdpnqUCqwlZGd7jloy4_hP 0-11-14 1-3- I 0-11-14 b-3- 0.50112 6 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 Scale = 1:17.1 PLATES GRIP MT20 220/195 Weight: 131b FT20% El LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 30/Mechanical = 26/Mechanical 1 = 37/Mechanical 2 = 0/Mechanical Max Horz = 257(LC 8) 2 = -257(LC 8) Max Uplift = -17(LC 4) = -14(LC 4) -27(LC 4) Max Gray 349(LC 17) = 347(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 1. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard L.A . Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP17 JBLOCKING 1 1 Job Reference (optional) lun: 9.240 S J9fl 62020 Pnflt: 9.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:40 2020 Page 1 ID:_HX9XjS69bXcWMM51 BFm58y418W-4hbMst8GB_MwKbYbaQ8h7XdojqT8qwlZGd7jloy4_hp 1-5-4 1-8-12 1-5-4 S . 050112 Scale= 1:16.7 6 6x6 = 3 3x6 II . 1 1-8-12 1-8-12 LOADING (pst) SPACING. 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 14 lb FT = 20% LUMBER. TOP CHORD 2x4 DF N0.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I fl REACTIONS. (lb/size) 4 = 35/Mechanical 2 = 0/Mechanical 3 = 47/Mechanical 1 = 53/Mechanical Max Horz 4 = 376(LC B) 2 = -376(LC 8) Max Uplift 4 = -17(LC 4) 3 = -27(LC 4) 1 = -41 (LC 4) Max Gray 4 = 354(LC 16) 3 = 359(LC 17) 1 = 354(LC 12) S TOP CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-5-331/330 BOT CHORD 4-6=-330/330 NOTES. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3, 1. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.o lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag toad of 255 plf. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 255.0 ptf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ISP18 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 6 2020 Print 8.240 a Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:402020 Page 1 ID:_HX9XjS69bXcWMM51 BFm58y418W-4hbMst8GB_MwKbYbaQ8h7XdphqU6qwJZGd7jloy4_hP 1-0-6 1-3-14 1-0-6 is n . n Rn 117 Scale= 1:16.3 6x6 = 3x6 II LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (lc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.14 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 Weight 12 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF No.2 G BRACING. TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. fl REACTIONS. (lb/size) 1 = 38/Mechanical 4 = 27/Mechanical 2 = 0/Mechanical 3 = 32/Mechanical Max Horz 4 = 268(LC 8) 2 = -268(LC 8) Max Uplift 1 = -29(LC 4) 4 = -14(LC 4) 3 = . -18(LC4). Max Gray 1 = 348(LC 12) 4 = 348(LC 16) 3 = 350(LC 17) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3. 0 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-14 for 255.0 p11. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard %OF ESS,1 C 8938 * Job Truss Truss Type Qty Ply ROOF M31948 SF19 BLOCKING 1 1 1M311411-OAKMONT-OF-CARLSBAD- Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:41 2020 Page 1 ID:_HX9XjS69bXcWMM51BFm58y418W-Yu9k3D9uylUnxl7n78fwflAz6Ep0ZNYiVHtGqEy4_hO 12 14 1-10-v 1-6-14 I0-3• . . ri cn Ii, Scale: 3/4=1' 6 6x6 = 3 3x6 II 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 14 lb FT = 20% . LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 58/Mechanical = 36/Mechanical 2 = 0/Mechanical 3 = 53/Mechanical Max Horz = 412(LC 8) - 2 -412(LC 8) Max Uplift 1 = -.45(LC 4) = -17(LC 4) 3 = -31 (LC 4) Max Gray 1 = 357(LC 12) = 355(LC 16) - 3 363(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-3621361 BOT CHORD 4-6-361/361 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.0psf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.o lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. LOAD CASE(S) Standard L 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAO- ROOF M31948 SP20 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.2405 Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:41 2020 Page 1 ID:_HX9XjS69bXcWMM51 BFm58y418W-Yu9k3D9uylUnxl7n78fwflAz6Ep0ZNZiVHtGqEy4_hO 1-6-14 1-6-14 10-8 0 0 0 n cn I a Scale= 1:15.5 6 6x6 = 3 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a nla BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% 0 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 REACTIONS. (lb/size) 1 = 58/Mechanical 4 = 36/Mechanical 2 = 0/Mechanical 3 = 54/Mechanical Max Horz 4 = 412(LC 8) 2 = -412(LC 8) Max Uplift 1 = -45(LC 4) 4 = -17(LC 4) 3 = -31 (LC 4) Max Gray 1 = 357(LC 12) 4 = 355(LC 16) 3 = 363(LC 17) 0 TOP CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-5=-362/361 BOT CHORD 4-6-361/361 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right nj exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip 00L1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated toad of 250.Olb live and 80.o lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %OESS AD I0 Uj ( C89385 IVI ..,f) OF L . Job Truss Truss Type Qty Ply ROOF M31948 SP21 BLOCKING 1 1 11011948-CAKIVIONT-OF-CARLSBAD- Job Reference (optional) Run: 5.240 s Jan 6 2020 Print: 8.240 s Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:42 2020 Page 1 ID:_HX9XjS69bXcWMM51 BFm58y418W-04j6HYAVi/jcceZvhzhrA9Cyi8se9FlqqrkxcqMgy4_hN 1-6-14 1-10-u 1-6-14 I0-38l A CA I 1') Scale= 1:15.1 fl [1 . 6 6x6 3 3x6 II 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% 11 S LUMBER. TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = . 58/Mechanical = 35/Mechanical 2 = 0/Mechanical 3 = 54/Mechanical Max Horz = 412(LC 8) 2 = -412(LC 8) Max Uplift 1 = -45(LC 4) = -16(LC 4) 3 = -32(LC 4) Max Gray 1 = 357(LC 12) = 355(LC 16) - 3 363(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-362/361 BOT CHORD 4-6-361/361 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. LOAD CASE(S) Standard O OcESSI0 4D4 ( C89385j)rM "*4 0 S Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP22 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Pnnt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:422020 Page 1 ID:_HX9XjS69bXcWMM51BFm58y418W-04j6HYAWjcceZvhzhrA9CyiAeeB2lqqrloccqMgy4_hN 0-9-14 1-1-6 0-9-14 0-3-8 S S Scale = 1:14.7 6x6 = 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 20% S LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-1-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. S REACTIONS. (lb/size) 1 = 30/Mechanical 4 = 22/Mechanical 2 = 0/Mechanical 3 = 25/Mechanical Max Horz 4 = 214(LC 8) 2 = -214(LC 8) Max Uplift 1 = -23(LC 4) 4 = -12(LC 4) 3 = -14(LC 4) Max Gray 1 = 344(LC 12) 4 = 344(LC 16) 3 = 346(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and [.1 -J 4) A plate rating reduction of 20% has been applied for the green lumber members. any other members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 3. 40 This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard S Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 ~SP23 BLOCKING 2 1 1 Job Reference (optional) Nun: 9.240 S Jan 9 2020 Pant: 9.240 s Jan 5 2020 MiTek Industlies, Inc. Tue Dec 29 18:57:42 2020 Page 1 ID:BFQYxWj5JWUjpTUTZO9CAy42xM-O4j6HYAWjcceZvhzhrA9Cyi8ge9FlqwrkxcqMgy4_hN 1-6-14 1.10i6 1-6-14 6-3-8 I n . = Scale = 1:24.9 6 3 4 6x6= 3x6 II 1-1 0-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 21 lb FT = 20% LI] LUMBER- TOP CHORD 2x4 DF N0.2 G SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 384(LC 8) 2 = -384(LC 8) Max Uplift 1 = -29(LC 4) 3 = -64(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 2-5-344/344, 2-3-357/47 BOT CHORD 4-6-344/344 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 I with any other live loads. Provide adequate drainage to prevent water ponding. This truss has been designed fora 10.0 psI bottom chord live load nonconcurrent * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 p11. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard LI] Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP24 JBLOCKING 4 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.2405 Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:422020 Page 1 ID:fSzw8rWLsceLLz2g1 HvOlOy42xL-04j6HYAWjcceZvhzhrA9Cyi8ge9FlqsrkxcqMgy4_hN 1-6-14 1-10- 1-6-14 0-3-8 fl Scale = 1:14.4 6x6 = 3x6 II LOADING (pst) SPACING. 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% 1-1 40 I LUMBER. TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 338(LC 8) 2 = -338(LC 8) Max Uplift 1 = -65(LC 10) 3 = -62(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-298/298, 2-3-357/47 BOT CHORD 4-6-298/298 NOTES. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard I Job Truss Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP25 BLOCKING 1 1 Job Reference (optional) Run: 8.2400 Jan 6 2020 Pnnt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:43 2020 Pagel ID:fSzw8rWLsceLLz2g 1 HvOlOy42xL-UGHUUuA8UvkVB3GAFZhOLAFK1 1 W?1 HH7ybMNv6y4_hM 0-11-6 1-2-14 0-11-6 0-3-8 [1 Scale = 1:14.5 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC20151TP12014 Matrix-MP Wind(LL) 0.00 4 **** 240 Weight: 11 lb FT = 20% . S S LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 9/Mechanical 1 = 35/Mechanical = 45/Mechanical - 2 0/Mechanical Max Horz = 226(LC 8) 2 = -226(LC 8) Max Uplift 1 = -24(LC 10) - 3 -39(LC 4) Max Gray = 339(LC 16) 1 = 346(LC 12) 3 = 356(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-346/28 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-14 for 255.0 pIt. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %O ESS/0 D4 ( C893859)rr I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 9 lb FT = 20% Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP26 JBLOCKING 1 1 Job Reference (optional) Run: 6.240 s Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:43 2020 Page 1 ID:O0YFRbii5vrFH91LITZFIdy40WA-UGHUUuA8UvkVB3GAFZhOlAFJc1 VU1 H2?ybMNv6y4_hM 1-6-14 1-10-6 1-6-14 0-3-8 . 13 Scale= 1:9.8 I 6x6 = 3x6 ii . I 0 0 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 59/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 294(LC 8) 2 = -294(LC 8) Max Uplift 1 = -61(LC10) 3 = -54(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-254/255, 23=357/46 BOT CHORD 4-6=-254/254 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 pIt. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 0 Scale = 1:10.2 . Job Truss Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP27 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 Milek Industries, Inc. Tue Dec 2918:57:432020 Page 1 ID:O0YFRbii5vrFH91LlTZFldy40WA-UGHUUuA8UvkVB3GAFZhOlAFJc1 VU1 H2?ybMNv6y4_hM 1-6-14 1-10-6 1-6-14 0-3-8 6x6 = 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G n BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 2 = 0/Mechanical 1 = 59/Mechanical 3 = 74/Mechanical Max Horz 4 = 298(LC 8) 2 = -298(LC 8) Max Uplift 1 = -63(LC 10) 3 = -55(LC 4) Max Gray 4 = 346(LC 16) 1 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-5=-258/259, 2-3=-357/46 BOT CHORD 4-6=-258/258 NOTES-' Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP28 BLOCKING 1 1 Job Reference (optional) Nun: 8.240 s Jan 6 2020 Pnt: 8.240 a Jan 6 2020 MiTelc Industñes, Inc. Tue Dec 29 18:57:44 2020 Page 1 lD:O0YFRbii5vrFH9lLlTZFldy40WA-zSqtiEBmFDsMoCrMpGDdNNoUMRqimkJ8BF5wRZy4hL 1-6-14 1-10-6 1-6-14 0-3-8 . Scale= 1:10.7 El 3x6 ii 6x6 = 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC201511P12014 Matrix-MP Wind(LL) 0.00 4 240 Weight: 10 lb FT = 20% C 40 C LUMBER- TOP CHORD 2x4 OF N0.2 G BOT CHORD 2x4 DF N0.2 G WEBS 2x4 OF N0.20 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 59/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 302(LC 8) 2 = -302(LC 8) Max Uplift 1 = -66(LC 10) 3 = -55(LC 4) Max Gray 4 = 346(LC16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-261/263, 2-3=-357/46 BOT CHORD 4-6-262/262 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard OOcESS AD 4k I0 ( C89385j)rM 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP29 BLOCKING 1 1 Job Reference (optional) nun: 8.240 a Jan 62020 Pant: 8.240 a Jan 62020 MiTelc Industries, Inc. Tue Dec 29 18:57:44 2020 Page 1 ID:O0YFRbii5vrFH9ILlTZFldy40WA-zSqtiEBmFDsMoCrMpGDdHNoWzRsJmkz88F5wRzy4hL 0-10-14 0-10-14 41 0.50FIT Scale: 3/4=1' 6x6 = 3x6 II 1-2-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TPb2014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 12 lb FT = 20% 0 17, LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 9/Mechanical 3 = 42/Mechanical 1 = 34/Mechanical 2 = -0/Mechanical Max Horz 4 = 221 (LC 8) 2 = -221(LC 8) Max Uplift 3 = -35(LC 4) 1 = -19(LC 4) Max Gray 4 339(LC 16) 3 = 354(LC 17) 1 = 346(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-345/25 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard A 4t (I ( C89385 tOF- 4') fl 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAo- ROOF M31948 SP30 BLOCKING 1 1 ::1 Job Reference (optional) xun: S.24U 5 Jan 62020 Print: 5.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:44 2020 Page 1 lD:O0YFRbii5vrFH9lLlTZFldy40WA-zSqtiEBmFDsMoCrMpGDdHNoUkRq3mkS8BF5wRZy4_hL 1-5-4 1-8-12 1-5-4 ti-3- 0 . AvR —0.50111 Scale= 1:16.4 6 7 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 * 240 Weight: 14 lb FT = 20% 0 S 0 I LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 0 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 14/Mechanical 1 = 54/Mechanical 3 = 67/Mechanical 2 = 0/Mechanical Max, Horz 4 = 352(LC 8) 2 = -331 (LC 8) Max Uplift 1 = -45(LC10) 3 = -57(LC 4) Max Gray 4 = 344(LC 16) 1 = 355(LC 12) 3 = 368(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-294/295, 2-3-354/41 BOT CHORD 4-6-299/298 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 368.1 pIt. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP31 BLOCKING 1 1 Job Reference (optional) Run: 5.240 s Jan 62020 Print: 5.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:44 2020 Page 1 ID:O0YFRbii5vrFH9lLlTZFldy40WA-zSqtiEBmFDsMoCrMpGDdHNoUMRqimkO8BF5wRzy4hL 1-6-14 1-10-1 1-6-14 - 0.501W Scale= 1:16.8 . . 6x6 3x6 II 1-10-6 . 1-10-6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code 16C2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 * 240 PLATES GRIP MT20 220/195 Weight: 14 lb FT = 20% [] LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. 801 CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 59/Mechanical 3 = 73/Mechanical 2 = 0/Mechanical Max Horz 4 = 382(LC 8) 2 = -351(LC 8) Max Uplift 1 = -64(LC 10) 3 = -62(LC 4) Max Gray 4 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-310/311, 2-3=-357/45 BOT CHORD 4-6=-339/339 NOTES- Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLr1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. - This truss has been designed for a moving concentrated load of 250.01b live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 275.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP32 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 Muck Industries. Inc. Tue Dec 29 18:57:44 2020 Page 1 ID:O0YFRbii5vrFH9lLlTZFldy40WA-zSqtiEBmFDsMoCrMpGDdHNouMRqimkP8BF5wRzy4_hL 1-6-14 1-10-a 1-6-14 S I I RvR = 0.50 F1-2 Scale= 1:17.2 4 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Lid TCLL 20.0 Plate Grip DCL 1.25 TC 0.23 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DCL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 15 lb FT = 20% [IJ LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. S REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 59/Mechanical = 73/Mechanical 2 = 0/Mechanical Max Horz 4 = 355(LC 8) 2 = -355(LC 8) Max Uplift 1 = -59(LC 10) 3 = -63(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. S TOP CHORD 2-5=-315/316. 2-3=-357/45 BOT CHORD 4-6=-315/315 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 40 Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSl/TPl 1. LOAD CASE(S) Standard S Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP33 BLOCKING 1 1 Job Reference (optional) Nun: 8.240 $ Jan 6 2020 Flint: 8.240 s Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:45 2020 Page 1 lD:O0YFRbii5vrFH9tLlTZFldy40WA-RfOFvaCOox_CQMQYMzksqbKfurAtvBiIQvrtJz?y4hK 1-5-4 1-8-1 1-5-4 b-3- 40 . BeB 0.50 [Ti Scale = 1:17.7 4 6x6 = 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defl Ud TCLL 20.0 Plate Grip DCL 1.25 TC 0.20 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DCL 1.25 BC 0.20 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 15 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LA REACTIONS. (lb/size) 4 = 14/Mechanical 1 = 54/Mechanical 3 = 67/Mechanical 2 = -0/Mechanical Max Horz 4 = 333(LC 8) 2 = -333(LC 8) Max Uplift 1 = 48(LC10) 3 = -57(LC 4) Max Gray 4 = 344(LC 16) 1 = 355(LC 12) 3 = 368(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-296/297, 2-3=-354/41 BOT CHORD 4-6-296/296 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. LA Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.011b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP34 BLOCKING 1 1 Job Reference (optional) Run: 8.240 S Jan 62020 Print: 8.240 s Jan 62020 Milek Industries, Inc. Tue Dec 29 18:57:45 2020 Page 1 ID:O0YFRbii5vrFH9lLlTZFldy40WA-RfOFva000X_CQMQYMzksqbKf6rA.xVBglQvrUz?y4_hK 1-6-14 1-10-p 1-6-14 I I I 0.50111 Scale= 1:18.1 4 6x6 = 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 15 lb FT = 20% I I LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 59/Mechanical 3 = 73/Mechanical 2 = 0/Mechanical Max Horz 4 = 360(LC 8) 2 = -360(LC 8) Max Uplift 1 = -56(LC 10) 3 = -63(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-320/321, 2-3=-357/45 BOT CHORD 4-6-320/320 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 9oc ESS/* c C89385q p * 0 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAO- ROOF M31948 SP35 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 Muck Industries, Inc. Tue Dec 29 18:57:45 2020 Page 1 ID:O0YFRbii5vrFH9lLlTZFldy40WA-RfOFvaCO0X_CQMQYMzksqbKf6rAxVBglQvrtJz?y4_hK 1-6-14 1-10P 1-6-14 12-3-8 6x6 Scabe= 1:18.5 I 4 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 ** 240 PLATES GRIP MT20 220/195 Weight: 16 lb FT = 20% I I I LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 59/Mechanical 3 = 73/Mechanical 2 = 0/Mechanical Max Horz 4 362(LC 8) 2 = -362(LC 8) Max Uplift 1 = -54(LC 10) 3 = -63(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-322/323, 2-3=-357/45 BOT CHORD 4-6=-322/322 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 pbf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard F-I 0 Job Truss Truss Type Qty Ply ROOF M31948 SF36 Blocking 1 1 ~M31948-OAKMONT-OF-CARLSBAD- Job Reference (optional) Tue 5.00112 53X4 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 4-5 >890 360 TCDL 17.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.10 4-5 >444 240 BCLL 0.0 * Rep Stress lncr YES WB 0.12 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 ** 240 Scale = 1:37.7 PLATES GRIP MT20 220/195 Weight: 42 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-80c purtins, except end verticals, and 2-0-0 oc purtins: 2-3. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 154/Mechanical 5 = 97/Mechanical 1 = 86/Mechanical 3 = 0/Mechanical Max Horz 5 = 891 (LC 8) 3 = -891 (LC 8) Max Uplift 4 = -145(LC11) 5 = -56(LC 4) 1 = -24(LC 4) Max Gray 4 = 420(LC 15) 5 = 394(LC 18) 1 = 369(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6-319/319, 2-6=-586/567, 2-7=-7291722, 3-7=-859/852, 3-4=-352138 BOT CHORD 5-8=-773/785, 4-8=-408/420 NOTES- F-' BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; exposed; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 1 except (jt=Ib) 4=145. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-10-8 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard OFESS AD 411 ,0 Uj ( C89385J) I1* L Job Truss Truss Type QIy Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP37 BLOCKING 2 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 a Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:46 2020 Page 1 lo:BFQYxWj5JWUjpTUTZ09CAy42xM-vryd7wo1 mq632W?kwhF5MotpxFWAEevRfZa1 VRy4hJ 1-6-14 1-106 1-6-14 0-3-8 40 6 4 3x6 II 6x6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DCL 1.25 TC 0.28 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DCL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 Scale = 1:33.0 PLATES GRIP MT20 220/195 Weight: 27 lb FT = 20% . . LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF N0.20 WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 cc purtins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 16/Mechanical = 58/Mechanical = 74/Mechanical - 2 0/Mechanical Max Horz = 394(LC 8) - 2 -394(LC 8) Max Uplift 1 = -32(LC 4) -61 (LC 4) Max Gray = 346(LC 16) 1 = 357(LC 12) - 3 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-354/354, 2-3=-357/47 BOT CHORD 4-6=-354/354 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DCL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.o lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed fora total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP38 BLOCKING 4 1 Job Reference (optional) Nun: 9.240 s Jan 62020 Pont: 6.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:46 2020 Page 1 lD:BFQYxWj5JVVUjpTUTZ09CAy42xM-vryd7wD1 mq632W7kwhF5Motp2FWAEevRfZa1 VRy4_hJ 1-6-14 110i-6 1-6-14 d-3- 0 I I Scale = 1:32.7 4 3x6 II 6x6 1-10-6 1-10-6 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 27 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G . SOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 oc purtins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. • REACTIONS. (lb/size) = 16/Mechanical 1 = 58/Mechanical = 74/Mechanical 2 = 0/Mechanical Max Horz = 394(LC 8) 2 = -394(LC 8) Max Uplift • 1 = -32(LC 4) 3 = -61 (LC 4) Max Gray = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-353/353, BOT CHORD 4-6=-353/353 NOTES. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purbin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 0 Job Truss Truss Type ply Ply ROOF M31948 SP39 BLOCKING 1 1 ~MIIIIII-OAKIAONT-OF-CARLSBAD- Job Reference (optional) Run: 8.240 s Jan 62020 Pnnt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:46 2020 Page 1 ID:BFQYxWj5JWUjpTUTZ09CAy42xM-vryd7wD1 mq632W?kwl,F5Molp2FWdEezRfZa1 VRy4_hJ 14-14 1,8,6 7-T-4-14-0-L3-18 Scale = 1:32.7 1-1 6 4 3x6 II 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MP Wind(LL) 0.00 4 ** 240 PLATES GRIP MT20 220/195 Weight: 26 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0oc puilins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 4 = 14/Mechanical 1 = 52/Mechanical 3 = 66/Mechanical 2 = 0/Mechanical Max Horz 4 = 354(LC 8) 2 = -354(LC 8) Max Uplift 1 = -30(LC 4) 3 = -54(LC 4) Max Gray 4 = 344(LC 16) 1 = 354(LC 12) 3 = 368(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. r TOP CHORD 2-5=-3181318, 2-3=-354/42 BOT CHORD 4-6=-318/31 8 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 pIt. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard ESS/ (_I rV { C89385.1) 111* OF cAiL~l Job Truss Truss Type Qty 31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP40 HALF HIP 1 17, ob Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 a Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:462020 Page 1 ID:0PnpBYaUg9GeSkwepqUZSRy42xG-vryd7wD1 mq632W?kwhF5MotpxFW7Ed2RfZa1 VRy4_hJ 1-10-8 0-9-8 1-7-0 0-9-8 0-9-8 4x6 11 5.00[i Scale = 1:32.7 . F, 4 3x4 = 2x4 II 1-10-8 1-10-8 Plate Offsets (XV)— 1:0-5-4,0-1-4J, [2:Edge,0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.07 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 Weight: 29 lb FT = 20% . LUMBER- TOP CHORD 2X8 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 48/Mechanical 1 = 59/Mechanical 4 = 43/Mechanical 2 = 0/Mechanical Max Horz 3 = 51 (LC 10) 2 = -51 (LC 10) Max Uplift 3 = -40(LC 4) 1 = -7(LC 4) 4 = -43(LC 4) Max Gray 3 = 360(LC 13) 1 = 357(LC 8) 4 = 358(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3,1,4. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard OF ESS0 D4 ( C89385j) Op Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP41 BLOCKING. 1 1 Job Reference (optional) Run: 8.240 a Jan 62020 Pnnt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:462020 Page 1 ID:YDDR_CZrvr8nqbLSG6zKvEy42xH-vryd7wD1 mq632W?kwhF5MotqgFWAEeERfZa1 VRy4_hJ 1-6-14 1110r6 1-6-14 d-3- . I 5.00 [IL Scale = 1:30.4 53x4 = 2x411 1-10-6 1-i (1-A Plate Offsets (XV)— J2:0-2-0,0-1-121 LOADING (psI) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.06 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 ** 240 Weight: 24 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during I truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 68/Mechanical 4 = 47/Mechanical 5 = 42/Mechanical 3 = -0/Mechanical Max Horz 5 = 433(LC 8) 3 = -433(LC 8) Max Uplift 2 = -12(LC 4) 4 = -73(LC11) 5 = -59(LC11) Max Gray 2 = 424(LC 12) 4 = 360(LC 17) 5 = 358(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-399/386 BOT CHORD 5-7=-361/361 NOTES- 1) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25f1; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 ptf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %OfESS/0 (AD 1 ( ca9385j) 0 Job Truss Truss Type Qly Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP42 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 16:57:47 2020 Page 1 I0:YDDR_CZrvr8nqbLSG6zKvEy42xH-N1 W7KGEfX8EwfgaxUOmKv0P?QfsPz5lbtDKb2uy4_hl 1-6-14 lilO-6 1-6-14 5.00[ia. Scale = 1:26.1 I Uj C,, I 2x4 II 3x4 = 1-10-6 1_I fl_R Plate Offsets (X,Y)— r2:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.04 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code 16C2015/TP12014 Matrix-MP Wind(LL) 0.00 5 240 Weight: 20 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 48/Mechanical 5 = 41/Mechanical 3 = -0/Mechanical 2 = 68/Mechanical Max Horz 5 = 438(LC 8) 3 = 438(LC 8) Max Uplift 4 = -76(LC11) 5 = -56(LC11) 2 = -18(LC 4) Max Gray 4 = 360(LC 17) 5 = 357(LC 16) 2 = 424(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6-399/386 BOT CHORD 5-7=-361/361 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5, 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 0 Job Truss Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP43 BLOCKING 1 1 Job Reference (optional) Hun: 8.140 s Jan 02020 I'nnt: 8.240 S Jan 02020 MITeK Industries, Inc. Tue Dec 2918:57:472020 Page 1 ID:YDDR_CZrvr8nqbLSG6zKvEy42xH.N 1 W?KGEfX8EwfgaxUOmKv0P?QfsPz5ybtDKb2uy4hl 1-6-14 1r10i8 1-6-14 O-3- 5.00[i Scale = 1:21.8 I] 3x4 = 4 2x4 II 1-10-6 1-10-6 Plate Offsets (XV)— 12:0-2-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Vnd(LL) 0.00 5 240 Weight: 17 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 0 BOT CHORD 2x4 DF No.2 0 WEBS 2x4 DF No.2 0 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 68/Mechanical 4 = 51/Mechanical 5 = 38/Mechanical 3 = -0/Mechanical Max Horz 5 = 445(LC 8) 3 = -445(LC 8) Max Uplift 2 = -44(LC 4) 4 = -83(LC11) 5 = -50(LC11) Max Gray 2 = 424(LC 12) 4 = 361(LC17) 5 = 356(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-399/386 BOT CHORD 5-7=-361/361 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsr; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard 17, Job Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD-ROOF M31948 SP44 T1310scKING 1 1 Job Reference (optional) Nun: 8.240 a Jan 6 2020 Print: 8.240 $ Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:47 2020 Page 1 ID:YDDR_CZrvr8nqbLSG6zKvEy42xH-N 1 W?KGEfX8EwfgaxUOmKv0P?ofsmz54btDKb2uy4_hl 1-5-4 1-8-1 1-5-4 b-3- 5.00112 Scale = 1:17.6 3x4 = 4 2x4 II 1-8-12 Plate Offsets (X,Y)— 12:0-2-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 240 Weight: 13 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during 11 truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 63/Mechanical 4 = 49/Mechanical 5 = 32/Mechanical 3 = 0/Mechanical Max Horz 5 = 411 (LC 8) 3 = -411 (LC 8) Max Uplift 2 = 45(LC 4) 4 -83(LC11) 5 . = -39(LC11) Max Gray 2 = 427(LC 12) 4 = 360(LC 17) 5 = 352(LC 16) [] FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-365/353 BOT CHORD 5-7=-330/330 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=251t; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41 * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 5. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 255.0 plf. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSl/TPI 1. LOAD CASE(S) Standard LIJ Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 IS P45 BLOCKING 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Pnnt: 8.240 a Jan 62020 MiTek Induathes, Inc. Tue Dec 29 18:5747 2020 Page 1 ID:8FQYxVVj5JWUjpTUTZO9CAy42xM-N1 W?KGEfX8EwfgaxUOmKv0P?gfttz5JbtDKb2uy4_h1 0-11-102-1,-3- 0-11-1 oo_ Scale = 1:30.0 63 4 3x6 5x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code 1BC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 23 lb FT = 20% Ell 110 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) = 10/Mechanical = 36/Mechanical = 46/Mechanical 2 = 0/Mechanical Max Horz = 245(LC 8) 2 = -245(LC 8) Max Uplift 1 = -22(LC 4) 3 = -35(LC 4) Max Gray = 340(LC 16) 1 = 346(LC 12) 3 = 356(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-346/29 NOTES- Wind: ASCE 7-10; Vultrllomph (3-second gust) Vasd=87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. Il; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-2 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard rij Ll Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SF46 BLOCKING 5 1 Job Reference (optional) Nun: 8.2405 Jan 62020 Print: 8.240 s Jan 52020 MiTek Industries, Inc. Tue Dec 2918:57:482020 Page 1 ID:BFQYxWj5JWUjpTUTZO9CAy42xM-rE4NXcEHlSMnHq9726HZSDyA92CeiYOk6t38aKy4_hH 1-6-14 1110r6 1-6-14 d-3-ë Scale = 1:29.9 fl r. 4 6x6 = 3x6 II 1-10-6 1-10-6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 ** 240 Weight: 25 lb FT = 20% fl LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. fl REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 391(LC 8) 2 = -391 (LC 8) Max Uplift 1 = -31 (LC 4) 3 = -62(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. fl TOP CHORD 2-5=-351/351, 2-3=-357/47 BOT CHORD 4-6-351/351 NOTES- 1) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCOL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever, left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 S 2) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 40 A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SF47 FBLOCKIG I 2 1 Job Reference (optional) Run: 8.240 s Jan 6 2020 Print: 8.240 a Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:48 2020 Page 1 lD:BFQYxWj5JWUjpTUTZO9CAy42xM-rE4NXcEHlSMnHq9726HZSDyA92CeiYOk6t38aKy4_hH 1-6-14 1i1 0r6 1-6-14 d-3- Scale = 1:29.6 4 6x6 = 3x6. 11 1-1G-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.24 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-MP Wind(LL) 0.00 4 240 Weight: 25 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 391 (LC 8) 2 = -391(LC 8) Max Uplift 1 = -31 (LC 4) 3 = -62(LC 4) Max Gray 4 = 346(LC16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-351/351, 2-3-357/47 BOT CHORD 4-6-351/351 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=0.0psf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard oF ESSj C89385 c or 'CA 0 [] [1 . Job Truss • S. Truss Type - Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 BLOCKING 2 1 Job Reference (optional) Run: 8.240 s Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:482020 Page 1 ID:BFQYxWj5JWlJjpTUTZO9CAy42xM-rE4NXcEHlSMnHq9726HZSDyA92CeiYOk6t38aKy4_hH 1-10-6 1-6-14 19-5 1-6-14 d-3- 0-0-7 Scale = 1:29.6 6- 4 6x6 = 3x6 II LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (l c) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 Weight: 24 lb FT = 20% [] fl 0 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 0 REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 0/Mechanical Max Horz 4 = 391 (LC 8) 2 = -391 (LC 8) Max Uplift 1 = -31 (LC 4) 3 = -62(LC 4) Max Gray 4 = 346(LC 16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-351/351, 2-3=-357/47 BOT CHORD 4-6-351/351 NOTES- 1) Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 0 2) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0(0 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. LOAD CASE(S) Standard OF ESS rc2i* ( C89385J)rn Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP49 MONO TRUSS 1 1 Job Reference (optional) Run: 6.240 s Jan 62020 Print: 8.240 a Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:48 2020 Page 1 ID:JUA157SC 14?2FC9jEjJD2Ky42xQ-rE4NXcEHlSMnHq9726HZSDyAO2CsiTtk6t38aKy4_hH 1-10-6 1-6-14 1,9- 1-6-14 5.O0[Ti 0-0-12 Scale= 1:29.6 F, n - 6x6 2x4 II • LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 * BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code lBC2015/TPl2014 CSI. TC 0.22 BC 0.21 WB 0.37 Matrix-MP ..- DEFL. in (lc) 1/defi Lid Vert(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) 0.02 2 n/a n/a Wind(LL) 0.00 4 ' 240 PLATES GRIP I MT20 220/195 I Weight: 27 lb FT = 20% LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 DF No.2 G This truss is designed in accordance with the 2015 International Building Code WEBS 2x4 OF No.2 G *Except* section 2306.1 and referenced standard ANSI/TPI 1. W3. 2x6 OF No.2 G This truss has been designed for a moving concentrated load of 250.01b live and BRACING- 80.01b dead located at all mid panels and at all panel points along the Top Chord and TOP CHORD Bottom Chord, nonconcurrent with any other live loads. Structural wood sheathing directly applied or 1-10-60c purlins, except end verticals. 9) This truss has been designed for a total seismic drag load of 255 plf. Lumber S BOT CHORD OOL=(1 .33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom Rigid ceiling directly applied or 6-0-0 oc bracing. chord from 0-0-0 to 1-10-6 for 255.0 plf. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall Milek recommends that Stabilizers and required cross bracing be installed during I not exceed 0.500in. I truss erection, in accordance with Stabilizer Installation guide. I 11) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPl 1. REACTIONS. All bearings Mechanical. (lb) - Max Horz 4= 11(LC 4) LOAD CASE(S) Max Uplift Standard All uplift 100 lb or less at joint(s) 2 except 3-1091 (LC 11), 1-1243(LC 10) Max Gray • All reactions 250 lb or less at joint(s) except 4=345(LC 16), 3=1115(LC 8), 1=1284(LC 9), 2=355(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-378/366 BOT CHORD 3-5=-3421342 WEBS 1-3-1164/1164 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opst; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all . areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 31091, 11243. fl Job Truss Truss Type Qty Ply ROOF M31948 SP50 MONO TRUSS 1 1 ~10111411-OAKMONT-OF-CARLSBAD- Job Reference (optional) Run: 8.240 s Jan 62020 Pnnt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 2918:57:492020 Page 1 ID:JUA1 57SC 14?2FC9jEjJD2Ky42xQ-JQemlyFv3lVev_kJbpoo_RVLwSYtR?ktLXph6my4_hG 1-6-14 1T1016 1-6-14 O-3- 5.00111 Scale = 1:25.7 6 4 5 3x4= 2x4 II 1-1 0-6 1-1 0-6 Plate Offsets (X,Y)— 12:0-2-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 240 Weight: 20 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 10) This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard REACTIONS. All bearings Mechanical. (lb) - Max Horz 5= 12(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 4, 1 2 Max Gray All reactions 250 lb or less at joint(s) except 5=346(LC 12), 4=346(LC 13), 1=356(LC 8), 2=367(LC 10) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vultllomph (3-Second gust) Vasd=87mph; TCDL=0.opsf; BCDLO.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1, 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Tap Chord and Bottom Chord, nanconcurrent with any other live loads. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. %OFESSI0 4AD4 ( C8938 IVI 5J)rn 0r Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP51 M ONO TRUSS 1 1 Job Reference (optional) Run: 8.240 s Jan 62020 Punt: 8.240 s Jan 62020 MiTek Industiles, Inc. Tue Dec 29 18:57:49 2020 Page 1 lD:JUA1 57SC14?2FC9jEjJD2Ky42xQ-JQemlyFv3lVev_kJbpoo_RVLwSYtR?mtLXph6my4_hG 1-6-14 1r1° 1-6-14 O-3- 71 Scale = 1:21.5 3x4 = 2x4 II 1-10-6 1-10-6 Plate Offsets (X,Y)— 12:0-2-0,0-1-121 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 4-5 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 5 240 Weight: 17 lb FT = 20% LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical. (lb) - Max Horz 5= 12(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 4, 1, 2 Max Gray All reactions 250 lb or less at joint(s) except 5=346(LC 12), 4=346(LC 13), 1=356(LC 8), 2=367(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1, 2. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.016 live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 0 This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP52 BLOCKING 3 1 Job Reference (optional) Run: 8.240 s Jan 6 2020 Print: 8.240 s Jan 6 2020 MiTek Industries, Inc. Tue Dec 29 18:57:492020 Page 1 D:BFQYxWj5JWUjpTUTZO9CAy42xM-JQemlyFv3lVev_kJbpoo_RVLvSYtR?ctLXph6my4_hG 1-6-14 1-10-6 1-6-14 bO_3_81 n Scale = 1:14.6 6x6= 3x6 II 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 34 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015/TPl2014 Matrix-MP Wind(LL) 0.00 4 240 Weight: 13 lb FT20% F-L-1 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-00c purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. a REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 340(LC 8) 2 = -340(LC 8) Max Uplift 1 = -65(LC10) 3 = -63(LC 4) Max Gray 4 346(LC16) 1 = 357(LC 12) 3 = 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-300/300, 2-3=-357/47 BOT CHORD 4-6-300/300 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsr; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 ~SP53 BLOCKING rly— Run: 8.240 S Jan 52020 Pent: 8.240 s Jan 62020 MiTek Industhes, Inc. Tue Dec 29 16:57:49 2020 Page 1 lD:BFQYxVVJ5JWUjpTUTZO9CAy42xM-JQemlyFv3lVevkJbpooRvNlSagR?StLxph6my4hG 1-0-8 1-4-0 1-0-8 0-3-8 3x4 6 6 Scale = 1:14.6 32x4 II 2x411 1-4-0 1-4-0 DEFL. LOADING (psf) SPACING- 2-0-0 CSI. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 3 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MR Wind(LL) 0.00 4 >999 240 PLATES GRIP MT20 220/195 Weight: 10 lb FT = 20% 0 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 7/Mechanical 1 = 31/Mechanical 2 = 0/Mechanical 6 = 32/0-3-8 (mm. 0-1-8) Max Horz 4 = -192(LC 9) 2 = 192(LC 9) Max Uplift 4 = -3(LC 5) 1 = -35(LC 4) 6 = -21 (LC 4) Max Gray 4 = 338(LC 16) 1 = 345(LC12) 6 = 309(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5-1 2/321 NOTES- Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 1, 6. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-0 for 255.1 plf. Graphical purlmn representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard ofESS,1 <D 4 { C89385JJ 1)1* or Job Truss Truss Type Qty Ply 948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP54 Blocking 1 Cob 1 Reference (optional) Run: 8.240 a Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:49 2020 Page 1 ID:d00P6yPxXz3?s143Taj9Xji4_tz-JQemlyFv3lVev_kJbpoo_RVLjSYiR_ZtLXph6my4_hG 1-7-10 1-11-2 1-7-10 0-3-8 F-1 1] Scale= 1:9.5 3 6x6 = 3x6 II I 1-11-2 1-11-2 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.25 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code 18C2015/TP12014 Matrix-MP Wind(LL) 0.00 4 ** 240 Weight: 91b FT=20% LUMBER- TOP CHORD 2x4 DF N0.2 G . BOT CHORD 2x4 OF N0.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2 except 3=-265(LC 11), 1-257(LC 10) Max Gray All reactions 250 lb or less at joint(s) except 4=346(LC 16), 3=346(LC 17), 1=358(LC 12), 2=358(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-376/376 BOT CHORD 3-6-376/376 WEBS 1-3=-500/500 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt1b) 3=265, 1257. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fl 0 This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber OOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-11-2 for 255.3 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard %OESS AD i0 ( C89385J) k~e~_o ~rl CV ~0-0, I Z I Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP55 BLOCKING 1 1 Job Reference (optional) Run: 8.240s Jan 62020 Pnnt: 8.240 s Jan 62020 Muck Industnes, Inc. Tue Dec 29 18:57:50 2020 Page 1 ID:d00P6yPxXz3?s143Taj9Xy4_tz-ncC8yHGXq3dVW7JW9XJ 1 Xe1 West5ARs1 aBYFeCy4_hF 1-6-15 1-10-7 1-6-15 0-3-8 Scale = 1:9.5 3 6x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 9 lb FT = 20% 0 11 LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD- 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2 except 1=-256(LC 10), 3=-264(LC 11) Max Gray All reactions 250 lb or less at joint(s) except 4=346(LC 16), 1=357(LC 12), 3=346(LC 17), 2=357(LC 14) FORCES. (lb) - Max. Camp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-3621362 BOT CHORD 3-6=-3621362 WEBS 1-3=-487/487 NOTES- Wind: ASCE 7-10; Vultli 0mph (3-second gust) Vasd87mph; TCDL=0.opsf; BCDL=O.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Corner(3); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=256, 3=264. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live and 80.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP56 BLOCKING 1 1 Job Reference (optional) Run: 8.240 a Jan 62020 Print: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:50 2020 Page 1 ID:BFQYxWj5JWUjpTUTZO9CAy42xM-ncC8yHGXq3dVW7JW9XJ1 Xe1 XGsutARj1 aBYFeCy4_hF 1-6-14 1-10-i 1-6-14 0-3-8 40 . 3x4 6 Scale = 1:14.5 42x4 II 6x6 = 1-10-6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 3-4 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 14 lb FT = 20% U LUMBER- TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G BRACING- TOP CHORD 2-0-00c purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IN REACTIONS. (lb/size) 1 = 75/Mechanical 3 = 49/Mechanical 2 = 0/Mechanical 6 = 4/0-3-8 (mm. 0-1-8) Max Horz 2 = -92(LC 8) 6 = 92(LC 8) Max Uplift 1 = 449(LC 10) 3 = 432(LC11) 6 = -26(LC 9) Max Gray 1 = 515(LC 9) 3 = 479(LC 8) 6 = 23(LC10) to TOP CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4-50/343, 1-5=0/343, 2-3=-343/31 BOT CHORD 3-8-251/250 WEBS 1-3-535/537 NOTES- 0 BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDLO.opsf; exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jtlb) 1=449, 3=432. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01 which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard oF ESSj0 ( C89385J) Op c V ~,Loi ra . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 34 >999 360 TCDL 17.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 * Rep Stress lncr YES WB 0.02 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code lBC2015ITP12014 .Matrix-MP Wind(LL) 0.00 4 240 PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% 11 Job Truss Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 SP57 BLOCKING 3 1 Job Reference (optional) Run: 5.240 s Jan 62020 Punt: 8.240 s Jan 62020 MiTek Industries, Inc. Tue Dec 29 18:57:50 2020 Page 1 lD:BFQYxWj5JWUjpTUTZ09CAy42xM-ncC8yHGXq3dVW7JW9XJ1 Xe1'Mst6ASs1 aBYFeCy4_hF 1-6-14 1-101 1-6-14 0-3-8 Scale= 1:14.5 6x6 3x6 Il 1-10-6 LUMBER- TOP CHORD 2x4 OF No.2 G BOT CHORD 2x4 OF No.2 G WEBS 2x4 OF No.2 G BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . REACTIONS. (lb/size) 4 = 16/Mechanical 1 = 58/Mechanical 3 = 74/Mechanical 2 = 0/Mechanical Max Horz 4 = 339(LC 8) 2 -339(LC 8) Max Uplift 1 = -65(LC 10) 3 = -62(LC 4) Max Gray 4 = 346(LC16) 1 = 357(LC 12) 3 372(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5-299/299, 2-3=-357/47 BOT CHORD 4-6-299/299 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior(2); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 40 A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 3. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.Olb live and 80.olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. This truss has been designed for a total seismic drag load of 255 plf. Lumber DOL=(1 .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 255.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. LOAD CASE(S) Standard Job I Truss I Truss Type Oty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 VTA-1 Roof Special Girder 2 1 Job Reference (optional) California Trusframe, L-C, Hughson, Helden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:32 Page: 1 ID:51 vsRvPuOKMloqQgQMocy4SBY-_1 JdydBtpZ_AwaERO??hznZocOpPCYC5x0ovl-Iy4PLi, -24)-0 5-0-0 10-0-0 12-0-0 Scale = 1:41.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) Vdetl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.73 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WB 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code lBC2015/1P12014 Matrix-R Weight: 40 lb FT = 20% . LUMBER BRACING TOP CHORD 2x4 DF No.2 G(1) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 G(1) . except end verticals. WEBS 2X4 DF Stud/Std G Except W2:2x4 DF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=416/10-0-0, (min. 0-1-8),7=601/10-0-0, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 8416/10-0-0, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Uplift 6=-292 (LC 4), 7=-86 (LC 4), 8=-292 (LC 4) . Installation guide. Max Gray 6=547 (LC 21), 7=659 (LC 20), 8=547 (LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • TOP CHORD 2-8=-506/293, 4-6=-506/293 WEBS 3-7=-542185 NOTES Unbalanced roof live loads have been considered for this design. Wind:.ASCE 7-10; Vultll0mph (3-second gust) Vasd=87mph; TCDLO.opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -2-0-0 to 1-0-0, Interior (1)1-0-0 to 2-0-0, Exterior (2) 2-0-0 to 8-0-0, Interior (1)8-0-0 to 9-0-0, Exterior (2) 9-0-0 to 12-0-0; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 8, 292 lb uplift at joint 6 and 86 lb uplift at joint 7. This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live and 80.0115 dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 54 lb up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. VESS In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard i 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft) Vert: 1-2=-74, 2-3=-74, 34-74, 4-5-74, 6-8-20 LLJ Concentrated Loads (lb) C 89385 Vert: 3-203 (B) 0. I I I 0 I Job I Truss I Truss Type Qty I Ply I M31948-OAKMONT-OF-CARLSBAD- ROOF M31948 VTA-2 Common Girder 1 i I Job Reference (optional) California Trusfrarne, LLC, Rughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print: 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:35 Page: 1 ID:wqTEmgrnW9i55x8B0p?LhaCy4ReE-Oc?lalEl6UMln1zO37ZOaPBHSdqBPitXd_1Zt_y4PLk 0-1-12 9-10-4 12-0-0 -2-0-0 104)-0 [1 Scale = 1:44.6 Plate Offsets (X, Y): [2:0-2-80-1-12] [3:1-2-0,0-2-12], [5:0-3-0,0-1-12], [7:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lc) l/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.07 8-9 >883 360 M18SHS 220/195 TCDL 17.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.13 8-9 >460 240 MT20 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.96 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code lBC2015/TP12014 Matrix-MSK Wind(LL) 0.00 7-8 >999 240 Weight: 68 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 G(1) *Except* T2:2X4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2x4 OF No.2 G(1) except end verticals. Except WEBS 2x4 OF Stud/STD G(3) *Except* W1:2X4 OF Stud/Std G 6-0-0 oc bracing: 34 OTHERS 2x4 OF Stud/STD G(3) BOT CHORD Rigid ceiling directly applied or 5-11-5 oc bracing. REACTIONS (lb/size) 7=473/10-0-0, (mm. 0-1-8), 8=-25/10-0-0, (mm. 0-1-8), MiTek recommends that Stabilizers and required cross bracing be 9=732/10-0-0, (mm. 0-1-8) installed during truss erection, in accordance with Stabilizer Max Horiz 9=851 (LC 8) 1 Installation guide. Max Uplift 7-221 (LC 4), 8-1 27 (LC 20), 9-333 (LC 4) Max Gray 7=782 (LC 25), 8=285 (LC 24), 9=901 (LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-694/1086, 3-13=-1594/1180, 13-14=-1589/1163, 14-15=-i 122/556,15-16=-1 106/494, 4-16=-1017/70, 4-117=-11 1 73/104, 5_17=1173/iO4, 2-9=-855/332, 5-7=-732/220 BOT CHORD 9-18=-899/880, 8-18=-345/326,8-19=-1128/1232, 19-20=-472/559, 7-20=0/384 WEBS 2-8=-608/920, 3-8=-518/582, 8-12=-16W700, 5-12=-141/698 NOTES 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOLO.Opsf; BCDL=0.opsf; h=25ft; Cat. II; Exp C; Enclosed; C-C Exterior (2) -1-7-4 to 2-11-15, Interior (1) 2-11-15 to 9-6-2, Exterior (2) 9-6-2 to 12-6-2; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=11.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are MT20 plates unless otherwise indicated. The Fabrication Tolerance at joint 3 = 5% Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0p51 on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit hord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. ' tjp D Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 9, 221 lb uplift at joint 7 'ift at joiP'. 'l ii) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. 1 C) This truss has been designed for a moving concentrated load of 250.0115 live and 80.01b dead located at all mid panels and at all panel ng the Top Chord m Chord, nonconcurrent with any other live loads. ij c ° This truss has been designed for a total seismic drag load of 240 plf. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resi loads al' oft'o r 0-0-0 to 10-0-0 for 251.4 plf. * * 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 378 lb down and 48 lb up at 5-5-70 Id. ?_sign/ of such connection device(s) is the responsibility of others. This truss is designed for a creep factor of 3.01, which is used to calculate the Vert(CT) deflection per ANSIlTPl 1. Op c 2 X 4 notch at 20000 o.c. is allowed along the stacked top chord. No notches allowed in overhang and 20000 from left end and 20000 from right rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 I Job Truss I Truss Type Qty Ply M31948-OAKMONT-OF-CARLSBAD- ROOF I M31948 VTA-2 Common Girder, 1 1 I Job Reference (optional) I California Trusframe, LLC, Hughson, Heiden Estrada Run: 8.24 S Jan 6 2020 Print 8.240 S Jan 6 2020 MiTek Industries, Inc. Mon Dec 28 12:37:35 Page: 2 ID:wqTEmgmW9i55x8BOp?LhaCy4ReE-Oc?IalEI6UMln1zO37ZOaPBHSdqBPitXd_1Ztj4PLk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate lncrease=1.25 0 Uniform Loads (lb/It) Vert: 1-2=-74, 2-3=74, 34=-74, 5-6-74, 7-9-20 Concentrated Loads (lb) Vert: 16-104 (B) 0 0 0 D LW ( C89385J) P11* I I The documents provided In the ____ 'll A JOBSITE PACKAGE will help you -- -- t_,— ---- perform your job __ 1 =--- quickly, safely and - 1 I - - - accurately. JOBSITE PACKAGE Los documentos provistos en el - - BP0BTANT DOCI&BNrS BCL0SED - - - - - - PAQUETE DE OBRA le ayudarán en hacer - -i--i su trabajo rapidam - - - -= - - ente sin peligro,y - con precision. Standard JoUsite Pacnage shown This Package Contains: Take these Steps to Protect Yourself & Your Workers: Tome estas medidas para protegerse usted mismo y sus colaboradores: EJ Truss Design Drawings Dibujos del Diseño de Ok ev ew these documents so ro e everyone from possible Truss you will have a better understand- accidents from improper handling. Q BCSI Summary Sheets ing of the components Proteja todos de accidentes for the job.for Restraining & Bracing posibies pot, el manejo incorrecto. Trusses BCSI Hojas Resumen ara ci Revise estos docurnentos para que usted tenga tin erttendimiento Understand the importance Manejo, Instalaciori, mejor de los componentes pro vis- of these guidelines and the steps Restriccion y Arriostre de tOS para ci trabajo. necessary to keep safe and get los Trusses the job done right. IJ Take off, Summary Urge all workers to follow these Comprenda Ia importancia de es- Sheet or Bill of Lading proper handling and installation tas pautas y las medidas necesar- Descontar, Hoja de guidelines. tas para mantener seguro y hacer Resurnen o Cono- cimiento de Embarque Inste a todos trabajadores a ci trabajo correctamente. sigan estas pautas del manelo e Truss Placement Diagram instaiación aoropiada. Diagrarna de la Cotocaciãn de Truss Q Additional Information inforrnación Aclicional SBCA Structural Building Components Aisocltion 6300 Enterprise Ln Madisor, WI 53719 608-274-4849 • 608-274-3329 (fax) sbcindustry.com Copyright © 2019 Structural Building Components Association, All rights reserved. This document may not be reproduced in any form without the written permission of the publishers and should appear in more tisan one calor. Printed in the USA. !NFOFRfPIER 190920 a FjoBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED I PLEASE REVIEW A tr6aRm E] [J The handling, storing, installing, restraining and diagonal bracing of structural building Com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation, the documents should be examined and disseminated to al appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements Trusses with clear spans of 60 feet or greater in length are very dangerous to Install and may require complex temporary and permanent bracing. Please Consult a Registered Design Professional. Examine the building, the building's structural framing system, bearing locations and related installation conditions. Begin com- ponent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufacturer. El manejo, almacenamiento, instalaciôn, restricciôn y arriostre diagonal de compo- nentes estructurales de construcción requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicaciôn clara entre el contratista, operador de grUa, y los obreros de instalaciôn. El manejar e instalar los componentes sin entrenamiento suficiente, planiflcaciôn y comunicación adecuadas aumenta la probabilidad de un accidente quo results en dareo a propiedad, herida seria o muerte. Antes de ía instalaciôn do componentes; los documentos adjuntos deben ser examinádos y difundidos a todo el personal apropiado, además del entrenamiento pertinente y un claro enfendimiento del plan de instalación, de todo requisito aplicable de (a protecciôn contra Is caIda y de los requisitos previsfos de arriostre y resfricciôn. La ins falación de trusses con tramos despejados y más de 60 pies de largo es muy peligrosa y puede requiere el arriostre temporal y permanenfe complejo. Por favor, consulte a un Profesional de Diseflo Registrado. Examine la estructura, el sistema armazon estructural de edificlo, ubicaciones de soporte e las condiciones de instalaciôn core- spondientes y comenzar con la instalacOn de los componentes solo después do haber corregido toda condiciOn insatisfactona No corte, modifique ni repare los componentes y informe cualquier daflo descubierto antes de proceder a la instalaciOn. Los documentos adjuntos se ofrecen solamente comb directrices mlnlmas. Nada do 10 incluido en este paquete debe inferp- retarse de manera quo exceda el alcance de la responsabilidad del fabricanto de componentes, ni en forma tal que imponga responsabilidades adicionales sobre Osfe. 0 The text appearing below has been paraphrased an reproduced from 'ANSII,!l 1-2014, Chapter 2, with permission from the publisher, the Truss Plate Institute (TPl) (tpinst.org) For reference, the numbers in parentheses refer to specific ANSIITPI I sections. Refer to ANSIITPI I Chapter 2 for complete text and definitions. For Information on design responsibilities contact-.your Component Manufacturer orSBCA at 608-274-4849 or sbCindüstry.corn; CONSTRUCTIONURELATED ITEMS 11'hè Contractor shall not proceed with the Thissinstalltion Uótil the us,Sibmi,,ai.ackàgé h bee' ieiew,ed bythOuildi eig The Building Designer shall review the Truss Submittal Package for compatibility with the building design All such submittals shall include a notation indicating that they have been reviewed and whether or no they have been found to be in general conformance with the design of the Building (23.2.3). The thétjOd.of Permanent Individual Thiss Member RestraintIBrácing :i the method of arithoiing or restraining to prevent lterál nàiernet of all Truss members acting together as a system shall be accomplished by (a) standard industry Lateral Restraint and Diagonal Bracing details In accordance with BCSI B3 and/or BCSI B7 (2 3 3 1 1) (b) Permanent Individual Truss Member Restraint shall be permitted to be replaced with reinforcement designed to prevent buckling (e g buckling reinforcement by T reinforcement or L-reinforcement propnetary reinforcement etc) (2 3 3 1 2) or a project specific Truss member permanent Lateral Restraint/Diagonal Bracing design for the roof or ifoor Bujdiflg Structural System Shall be permitted to be spectfid by' the Building' DesJgner.grany'egtered begn rpfessionaI (RDP):(2.3;3.i.3). If a specific T member permanent bracing design fpr the roof or floOr Framing Structural System is not prqVided by the Owner Building Designer, or any RDP, the method of Permanent IdividuaI Truss' Member Restraint and Diagonal Brac;ngfor ttie Truss Top Chord Bottom Chord and Web members shall be in accordance with BCSI 83 or BCSI B7 (2.3.&2). The Contractor Is responsible fOr the c6httfuct16n.n1eaAi, meth ds, thniqué,1equenc, :pró.dureS, programs,, aid safétin cqn,netiqn ii'Ith the receipt storage handling installation restraining and bracing of the Trusses (,t.-3.4.4) The Contractor shall ensure that the Building support conditions are of sufficient strength and stability to accommodate the loads applied during the Truss instailatign process Truss installation shall comply with installation tolerances shown in BCSI BI Temporary Installation Restraint/Bracing for the Truss system and the permanent Truss system lateral Restraint and Diagonal Bracing for the completed building and any other construction work related directly or indirectly to the Trusses shall be installed by the Contactor in accordance with the onètwbtiOn Documentsind/or the Truss Submittal Pakage(2,3.4.5)'. The Contractor shall examine the trusses delivered to the job site and after the Trusses are erected and installed for dislodged or missing connectors cracked dislodged or broken members or any other damage that may impair the structural ihtegnty of the Truss (2 3 4 6/2 3 4 7) In the event that damage to ,a Truss is discovered that would lik11 -ely impair the structural inte-9,rity of the Truss the Contractor shall ensure that the Truss not be erected or that any area within the building supported by any such Truss already erected shall e appropriately shored or supported to prevent further damage from bcibuiering,bndi shall remain dear and free of any load imposed b people plumbing electrical mechanical bndging bracing etc until field repairs have been properly completed (2 3 4.8) In the event of damage the Contractor shall contact the Truss Manufacturer to determine an adequate field repair and constwctthe field Fepäir in accordnoe with the yrIttèr !nstf ons.Sfld details, provided by any RDP (2.3.4.9. Where rèuired by the Coñstructipn Documentsor Càntraát, Leai Ré irerne s.,Or thBuildLnøftiiaI, th"1ñ4s Ma,nüfa&urerihàiJ provide'th appropriate Truss Submittal Packge induding the Truss Pesign Drawings a Truss Placement Diagram and the required Permanent Individual Truss Member Restraint and the iethod to be used (2.3 6 5) to one or more of the following Buildin Official Building Designer and/or Contacto for review and/or approval (2 3 6 7) The Truss Manufacturer shall also be allowed to provide detail drawings to the Contractor to document special èpplicótlon.cond,itiqns Th Truss Placement Diagram identifies the assumed jpcatioii for each individually desinated Truss and refernces the corresponding Truss Design Drawing The Truss Placement Diagram shail be permitted to include identifying, marks for other products including1 Structural Elements so that they can be more easiry identified by the Contractordunng field erection When the Truss Placement Diagram serves only a a guide fbrTruss installation and ?equires no engineenng input or is not prepared by a RDP it does not require the seal of any RDP including casgs where the Legal Requirements mindate'a ROP for the Buiidirigs!12.3.6.4Y. In preparing the Truss Submittal Packaged the TrussMarufacturer shall be permitted tôi rely on the accuracy and completeness 0! information furnished in the Con tn:iction Documents or qtheriie futhis.he ih.'1ting by the Building, Designerand/or contractor'(24.6.8):. The Truss Manufacturer shall determine the fabncation tolerance to be used in the truss design (2 3 6 9) and manufacture the trusses iii acco?dance with the final Truss Design Drawings, using the qualitycntena required by ANSI/WI ,i 2014 unless more stringent quality critena is provided by the 9v1nèr'.in writing or throug,h the Qnstutiqn Docuriients(2.3.6.1O) .StrUtiraI'Bulldln SBC i. . CompOper,Asbciatlon £08-2744849 Sbclndustry.éom Copyrlght.© 2003-2016 JoIteCS 16021 SBCA SEARCHREPORTSUMMARYSHEETSPR Checklist for Handling and Installing Trusses Lista de Verificación Para Manejar e Instalar Los Trusses U E Review all the information provided in the Jobsite Package to ensure compliance with industry recommendations. Property damage, serious bodily injury and/or death are possible when handling and installing trusses without following the recommendations presented in the Jobsite Package. This is particularly true when working with trusses with clear spans 60 and greater. Use the following checklist when handling and erecting trusses. Inspect the trusses at the time of delivery and after installation for: Notify the truss manufacturer if truss repairs are needed. After installation, if damage to the trusses is discovered that could weaken them, temporarily brace or support the trusses to prevent further damage and make sure the area remains clear of plumbing, electrical, mechanical runs, etc. until the required repairs have been property completed. DO NOT cut, drill, relocate, add or remove any truss member or metal connector plate until you have received instructions from the truss manufacturer. D Protect trusses from weather, corrosion, lateral bending, damage and deterioration when stored at the jobsite. When trusses are stored at the site, use blocking, stringers, pallets, platforms or other means of support to keep the trusses off the ground or in a braced upright position to avoid damage. 0 Carefully review the truss design drawings (TDD) and the truss placement diagram (TPD), if provided by contract, and all Jobsite Package documents prior to handling and installing trusses. Examine the building, the building's structural framing system, bearing locations and related installation conditions. Begin installing trusses only after any unsatisfactory conditions have been corrected. Revise toda la información pro vista en el Paquete de obra para asegurarse que cumplen con las recomenda clones do la industria. Daño a pro piedad, herida seria y/o muerte son posibles cuando manejar e instalar trusses sin siguiendo las recomendaclones presentados en del Pa quote do obra. Especialmerite cuando tra baler con trusses de 60 pies de largo o más. Use La siguiente usia de venficaciOn cuando so manejan a se levantan los trusses. 0 Examine los trusses cuando se los entreguen y despues de la instalaciôn pare: Conform/dad con los Dibujos de Diseño del Truss Placas de conexión fuera de lugar o perdidas Miembros rotos, descolocados o part/dos Cualquier otro daño que pueda pedudicar la integridad estructural do los trusses. Avise el fabricante do trusses si reparaciones al truss son necesarios. Después do la instalaciOn, si daño a los trusses está de.scubierto que pueden debilitarlos, arriostre o soporte los trusses tern poralmente pare pro venir más dana y asegUrese que el area queda libre do tube rIas, las componentes elbctricas 0 mecánicas, etc. haste quo todos los reparaciónes requeridas son corn pletados correctamente. NO corte, perfore, reubique, añada o quite nm gUn miembro del truss o conector do metal haste quo haya recibido instrucciones del fabricante de trusses. Proteja los trusses del clima, de la corrosion de torceduras laterafes, daño y deterioros cuando los guarda en Ia obra. Cuando trusses son guardado en sitlo, use bloqueados, paletas, plataformas u otros tipos de soporte pare almacenan'os fuera de la tierra o on posiciOn vertical pare evitar que se dañen. Revise cuidadosamente los dibujos de diseño del truss (TDD), ol die grama do instalación de trusses (TPD) siesta pro visto, y todos los documentos del Pa quote de obra antes de manojar e instalar los trusses. Examine 01 edificio, el s/sterna del armazón estructural, las ubicaciones de los soportes y las con cl/clones re/a cionadas con (1) Conformance with the Truss Design Drawings Dislodged/missing connector plates Cracked, dislodged or broken members Any other damage that may impair the structural integrity of the trusses. S SRRHIBCHECK 190920 Properly connect all beams and components that support trusses prior to installing the trusses. Girder trusses may consist of more than one truss. Review the TDD to determine the proper number of plies and the correct attachment methods to be used at the jobsite. Use a spreader bar 1/2 to 2/3 of the truss span for trusses over 30' but less than 60 and 2/3 to 3/4 of the truss span for trusses up to and over 60, Install lateral restraint and diagonal bracing in accordance with the guidelines in the Jobsite Package to prevent trusses from toppling during installation. Erect trusses using the design spacing indicated, keeping the trusses vertical and parallel to one another. Anchor trusses securely at bearing points. Install trusses no more than plus or minus 1/4" from the TPD location. Refer to the construction documents, the TDDs or the TPD (if required by the contract) for the hanger locations. Hangers shall be correctly attached. Refer to hanger manufacturer's specifications for installation information. Install all permanent individual truss member restraint and bracing or member reinforcement depicted on the TDDs, BCSI-1133 and the construction documents. Comply with the owner's, or the owner's retained registered design professional's, permanent building stability bracing, anchorage, connections and field assembly requirements. This information is typically provided in the construction documents. Install structural sheathing as soon as possible. Trusses hold their profiles best when they have been properly plumbed, restrained and braced with structural sheathing. Sheath early... sheath often! During construction, distribute material and equipment loads (e.g., plywood, drywall, roofing, tools, etc.) on the trusses to stay within the design load limits for each truss. Make sure the trusses are adequately restrained and braced BEFORE placing any construction loads on them. Only install HVAC units, fire sprinklers, etc., on trusses if the trusses have been designed to accommodate these specific loads. Review the TDD for the assumed loads and locations. la irsta1aci6n. Comience a insta/ar los trusses solo después do haber resuelto cualquier condiciOn desfavorable. Conecte correctamente todas (as v/gas y corn ponentes quo apoyan cerchas antes de instalar las trusses. Los trusses do travesaño pueden consistir en mâs de un truss. Revise los TDDs pare determinar el nUmero adecuado do capas y los méfodos do conexiOn correctos para ser usados en Ia obra. Use una barra de extensiOn a 1/2 haste 2/3 del vane del truss para Jos trusses que ten gan entre 30 pies y 60 pies. Use una barra de extension 2/3 haste 3/4 del vane del truss pare los trusses hasta más largo de 60 pies. Instale restricciOn lateral y arriostro diagonal de acuerdo con las directrices en el Pa quote do obra para evifar que los trusses se caigan durante Ia instalaciOn. Levante los trusses usando el espacio de diseno indicado, y mantenga los trusses verticales y paralelas con respecto al otro. Arriostre los trusses de forma segura en los soportes. Instale los trusses a una distancia no más de 1/4 pulgadas de la ubicaciOn en el TPD. Refiera a los documentos de construcciOn, el TDD 0 el TPD (Si requerido por el centrato) pare las ubica clones de los conectores. Conectores deben ser sujetados correctamente. Reflera a las especificaciones del fabricante de los conectores pare informaciOn de instalaciOn. Instale todas restricciones permanentes de miembros individuales del truss o refuerzas de miembros secundarios mostrados en el TDD, BCSl-B3 ylos docurnentos de construcciOn. Cumpliese con los requisitos de arriostre permanenfe do estabilidad del ediflcio, rostricciones, conexiOnes, y dol ensamblaje en campo del propietarlo o del pro fesional de diseno registredo quo es ernpleado per el propietario. Esta informaciOn es provista tipicamente en los docurnentos de construcciOn. Instale el entablado estructural cuanto antes. Los trusses so sostienen mejor cuando han side apropiadarnente colocados a plomadas, restringidas, arriostradas y sujetados al entablado estructural correctamente. 1Aplique el entablado temprano... apliquelo con frecuencia! Under Industry guidelines, trusses that have been field altered on the jobsite or overloaded during the installation phase of construction may null or void the truss manufacturer's limited warranty. Check the truss manufacturer's limited warranty for specific information. Durante Ia construcciOn, distribuya los materiales y cargas de equipo (ej. contrachapado, herramientas, materiales, etc.) en los trusses para quOdese entre las limitas do capacidad pare cada truss. AsegUrese quo los trusses son restringidos y arriostrados adecuadamente ANTES de poner algunas cargas do construcciOn encima do los. Solarnonte instale unidades do HVAC, aspersores del fuego, etc., en los trusses silos trusses son diseñados pare centoner/os. Revise los TDD pare las cargas y ubica clones supuestos. NOTA: Estructuras quo son arriostrados ternporalmente NO SON apropiados para el uso o Ia ocupaciOn. Restrinja la entrada a solamento los obroros. NO habitar o guarder alguna cosa do valor entre do estructuras quo son arriostrados tern poralmonte. Bajo las gulas industriales, los trusses quo han sido alterados en la obra o sobrecar- gados durante Is fase de instalaciOn do la construcciOn, pueden anu!ar 0 invalidar Is gore ntia limitada que ofreco Ia compañia fabricante do sus trusses. Pare informaciOn especifica, revise Ia garen tie quo brinda ía compania fabricante. NOTE: Temporarily braced structures are NOT suitable for use or occupancy. Restrict access to construction personnel only. DO NOT inhabit or store anything of value in temporarily braced structures. SBCA Structural Building Components Association 6300 Enterprise Lane Madison, WI 53719 608-274-4849 sbcindustry.com Copyright © 2002-2019 SBCA - Structural Building Components Association. All Rights Reserved. Reproduction of this document, in any form, is prohibited without written permission from SBCA. This document should appear in more than one color. For misses Up to 2-0" On Center and 80-0" in Length Para trusses hasta 2 pies en centre y hasta 80 pies de longitud 0911LI1 Section 2303.4.1.3 of the 2018 International Building Code (IBC) requires the tempo- rary installation restraint/bracing for all trusses with clear spans 60 feet (18.3 m) or greater to be designed by a registered design professional. SecciOn 2303.4.1.3 del International Building Code (IBC) de 2015 requiere qua la insta- Iación temporal de restricciOn/arriostre para todos armazones con lapso libre de 60 pies (18.3 m) o más se disena por un pro fesional de diseño registrado. á DANGER Disregarding handling, installing, restraining and bracing safety recommendations is the principal cause of truss erection/installation accidents. PELIGRO El no seguir las recomendaciones de manejo, instalaciOn, restricciOn y arrio- stre es la cause principal de los accidentes durante la erecciOn/insta/ac/On de trusses. T4 - i Lateral restraint is NOT Diagonal adequate by itself. Diagonal bracing bracing is also required. Lateral restraint La Restricción Lateral NO es adec- uada sin el Arriostre Diagonal. Always diagonally brace for safety! jSiempre arriostre diagons/mente para seguridad! Maximum Spacing For Top Chord Temporary Lateral Restraint (TCTLR) El espaciamiento maxima para Ia restrkción lateral temporal de la cuerda superior (TCTLR) The graphic at left shows the maximum on center (oc) spacing of TCTLR based on truss span from the table in Step 2 on page 2. Ground bracing not shown for clarity. Apply diagonal bracing or structural sheathing immediately. For spans over 60' applying structural sheathing immediately is the preferred method. El dibujo a la izquierda muestra el espaciamiento máximo en ol centro del TCTLR basado en los tramos de trusses de la table en el Paso 2 an la pagina 2. No so muestra el arriostre de tierra para c/ar/dad. Aplique inmediatamente elArriostre Diagonal o el Entablado Estruc- tural (structural sheathing). Pars tramos más de 60 pies el método prefer/do es entab/arlos inmediatamente. Check These Items Before Starting miss Erection/Installation and Correct as Needed Revise estos puntos aides de empezar la erecciónllnstalaclón y corriialos cuando es necesarie V Building dimensions match the construction documents. Las dimensiones del edificio concuerdan con los documentos de construcciôn. V Bearing supports (e.g., walls, columns, headers, beams, etc.) are accurately and securely installed, plumb and properly braced. Los sopor/es qua sostienen cargas (ej., parades, columnas, vigas de cabezera, vigas, etcetera) son instalados seguramente y con precisiOn, y son nive/ados y arriostrados apropiadamente. V Hangers, tie-downs, restraint and bracing materials are on site and accessible. Los colgadores (hangers), soportes de anclaje (tie-downs) y mater/ales de restricciOn y arriostre están accesibles en la obra. V Erection/installation crew is aware of installation plan and lateral restraint/diagonal bracing requirements. El personal de erecciOn/insta/ación es consciente del plan de instalaciOn y los requisitos de restricciOrilarriostre. V Multi-ply trusses, including girders, are correctly fastened together prior to lifting into place. Los trusses do varies capes, incluyendo travesanos, son fijados juntos correcta- mente antes de levantarlos an lugar. / Any truss damage is reported to truss manufacturer. Refer to BCSI-B5.' Do not install damaged trusses unless instructed to do so by the building designer, truss designer or truss manufacturer. Exte Reporte cualquier dano a los trusses a/ fabricante de trusses. Consulte el resumen BCSI-B5. No iristale trusses danados a menos que so /0 indique el diseñador del edificio, el disenador del truss a el fabricante del truss. V Trusses are the correct dimension. Los trusses son la dimension correcta. V Tops of bearing supports are flat, level and at the correct elevation. Las par/es super/ores de los sopor/es de cojinete son planes, niveladas y a la elevaciOn correcta. V Jobsite is clean and neat, and free of obstructions. La obra esfá limp/a, ordenada y sin obstrucciones. The ground bracing procedure is based on site and building configuration. El procedimiento de arriostre de tierra para el primer truss as basado an el terreno y la con figuraciOn del edificio. If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si el nivel del sue/c es demasiado lejos para usar arriostre de tierra exterior, use arriostre de tierra interior. B2lemp 19001 TRUSS INSTALLATION & TEMPORARY RESTRAINTIBRACINC I FieldIt _Assembly randJOtherSpecIaI - Ensa mbV46 C'? -w"-' Certain sizes or shpes Of trusses reqO some assembly at the jobsit&. Refer to the TDDs for specific instructions on assembly methods unless the construction documents indicate otherwise; Ciertos tamafios o formas de trusses requieren algun ensamblaje en ía obra Consulte a los dibujos del diseño do truss para instrucciones especificas sobs-a métodos de rnontaJe a menos qua los documentos do constrUcclôn indiquen, lo contrarlo: - The contractor Is responsible for proper field assembly. El contratista es responsable pam el ensamblaje do campo apropiado Pigqybaék ThiSo 1'5!S de piggyback -.- The supporting (base) trusses shall be completely installed with all truss member AND permaneAt building stability bracing7' as required, BEFORE installing the supported (ca) frames.-. - Los trusses soportantos será,compIetamente instalados con tOdos miembros de lrussea Ye! arnostre do estabilidad perm an-en te do con stniccsón como as requerido ANTES do instal ar los arrnazopes (cap) sOportados. - Simnnrtd Lateial - Note-Some truss bracing; rstraint -. and laterl restraint riot' .(greèn) shown, for clañty. - - (base) trusses A -WARNiiG Aduátely restrain and brace the flat portion of the 'supporting trusses to prevent buckling. - jADVERTENCIAS Restrinja y amostre adecuadamente la parte plana'de7os trusses soportantes para ps-a venir Ia dsstorslôn For more intonnatioA on how to pemanentiy laterally restrain and diago- nally brace piggyback truss assemblies refer toBCSl-B3 Pare más ,nformac,ón sobs-a coma restnngir latera!nenfe permanela menlo y amostrar diagonalmente sistemas do trusses do piggyback refle,v a! BCSI-83. Field Sp ed iusses - Wusses empaimados en campo - Splicing can be performed on the ground before installation or the truss sections can be supported by temporary shoring after being hoisted into place -and - - - ,thOsp!icOs installed from a sáfe 'working 'surface. Ernpalmando puede ser tiecho en olsuelo antes do Ia instalaciOn o las secciones do trusses puedon sersopo,tados por shor Field spliced trusses With-' ing temporal después do quo son levan temporary center support tados en!ugaryIds empalmes seinstalen -.- desde una superficie de trabajo segiia Valley Sat Frame Installation - - InstaIadón do annazón do conjunto di vàila The top chordg ofth'e supporting truses must be braced properly. This i be ácà&iipiièhed by attãàhih CtücLirái shOathitl or with rowsof lateral restraint spaced no more than the maximum on center spacing secified on the TDD and diagonal bracing Las cuerdas supenores do los trusses do soporte flenen quo seT as-no- strados apmp!adamente Esto puede sos- hecho por su]afar ol entablado estructural o con fl/as do restrlcciôn lateral espaciados no más qüe el rñbximo en el espaciamionto dol contra que es ospecificado an a! dibujo del diseflo do truss y arriostre diagonal This document applied tâ iii sloped and flat chord trusses built with. the wide-face of the lumber riénted vrtilly. Exmples include: Este docuineñto aplicá a todos trusses do cuérda pindlenfe plaña constru ides con la cara-de" do la madera orientada verticalmente, tales como: - - Gambrel trus Mono truss t •-L ..-.-,:-.' Scissors truss Parallel chord truss For Parallel chord trusses rnanufaàtured with 3x2 or 4x2 lumber, see BCSI-B7. Para los trusses do cuerdas pam/alas fabricados con madera 3x2 a 42, ieà el rs1Jmen'8CS/.37. -. - For trusses spaced m than -2 -0" on center see BCSI BIO Pam los trusses espaciado's más do 2 pies en 61 centre yea el ResurneñBCSl BIO. . - - I Contact the component thanufacturer for more Information or consult a registered design professional for assistance This document summarizes the infonration prodded in Section B2 of the 2018 Edition of Building Component Safety Information BCSi Guide to Good Practice for Handling Installing Restraining & Bracing of Metal Plate Connected Wood Trusses Copyright (M 2004 2019 Structural Building Components Assodation All Rights Reserved This guide or any part thereof may not be reproduced in any form without the written permission of the ubiishers Printed in the United States of Arnenca I 'SBCA- WOOD TRUSS COUNCIL 6300 EnterrIse Lane •MadisonWL5371D - 608-274-4849 .sbcindusiry.iom 6 - BCSI-11312 SUMMARY SHEET Structural Sheathing Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads in- clude the weight of the work- ers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporar- ily creates construction loads. Make sure the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1, BCSl-B2 and BCSI-B7', as applicable, before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. A . c ' G Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. J= Trusses that have been over-stressed due to construc- tion overloading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Construction Loading DO'S and DON'T t DON'T stack materials on unbraced trusses. ® DON'T overload the trusses. Q DON'T exceed stack heights listed in the table below. Cargas de construcciOn son las cargas que están impuestas a los edi- ficios incompletos como resultado del proceso de construcciOn. Cargas de cons trucciôn tipicas incluyen el peso de los trabajadores, el equipo y los mater/ales de construcciOn, etcetera. Por ejemplo, un paquete de entablado contrachapado a table de yeso apila- dos tempora/mente sobre los trusses crean cargas de construcciOn. Asegürese que el montaje del truss está adecuadamente restrin- g/do y arriostrado segün las pautas en BCSl-B1, BCSi-B2 y BCSI-Br antes de colocar alguna carga de construcciOn en la estructura. Solamente coloquen cargas de construcciOn arriba de estructuras cuales son restringidos y arriostrados completa- mente. 1ADvEFrTENCU. Apilando cantidades excesivas de cargas de construcciôn sobre trusses de piso o techo es una prá ct/ca peligrosa. Daño a la propiedad, herida personal y10 muerte son posibles si no se atiende esta advertencia. FiTOTM Los trusses que han s/do sobrecargados debido a car- gas de construcciOn excesivas usualmente demuestran una des- viaciôn excesiva, y por /0 menos una parte de esta desviaciOn se quedara aQn después de que se haya quitado la carga. En casos más severos, miembros quebrados del truss ybojunturas falladas pueden resultar. Que HACER y NO HACER Can Las Cargas De Construccion NO apile materiales sabre trusses qua no esten arriostrados. NO sobrecarguc los trusses. NO exceda la altura de montOn indicada en la tab/a que sigue. Diagonal Bracing Properly restrain and brace trusses before stacking construction materials on them. Refer to BCSI-BI, SCSI-82 and BCSI.137 for additional information. Maximum Stack Height for Material on Trusses12 Maximua Altura de Montón para Material encima de los Trusses Material - Material Height - Altura Gypsum Board - Tabla de Yeso 12" - 12 pulgadas Plywood or OSB - Madera Contrachapada u OSB 16" - 16 pulgadas Asphalt Shingles - Teja de Asfalto 2 bundles - 2 paquetes Concrete Block - Bloque do Hormingon 8" - S pulgadas Clay Tile - Teja deArcilla 3-4 tiles - 3-4 azulejos Lateral Restraint 'This table is based on trusses designed with a live load of 40 psf or greater. For other loading conditions, contact a Registered Design Professional. 2 Limit stacking periods to approximately one week, unless alternative information is provided by the Building Designer, Truss Designer or Truss Manufacturer. 134ConstLoad 190501 Q DON'T stack materials at or near the midspan of the truss. Never exceed stack heights provided in the table (see page 1) unless alternative information is provided by the Building Designer, Truss Designer or Truss Manufacturer. Note: Truss bracing not shown for claty. SI deje materiales de construccción encima del equipo de levantar hasta el momenfo de la instalaciôn, si es posible. NO amontone materiales en un lugar que puede producir inestabilidad como en voladiza, salientes o cerca do las conecciones de trusses-a -tra vesano. NO apile teja do sobra y1d otros residuos de construcciOn sobre los trusses. (J DON'T drop materials on trusses. The impact can damage the trusses even if the weight of the material is light. =I 1I CONSTRUCTION LOADING DO distribute loads over as many trusses as possible. Position stacks of materials flat with the longest dimension perpendicular to the trusses, as shown. DON'T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. DO stack materials along exterior supports or directly over interior supports of properly restrained and braced structures. Si distribuye cargas sobre el mayor nümero de trusses que sea posible. Posicione perpendicular a los trusses los mon- tones de materiales Ilanas con la dimension más larga como se id/ca el dibujo. NO permite quo el montOn se incline contra ninguna pared, ni apile materiales para que sobrecarguen uno U grupos pequefios de trusses. Si amontone materiales al /ado de los soportes exteriores o directamente sobre los soportes interiores de estructuras que están restringidas y arriostradas apropiadamente. NO amonte los materiales an o cerca de la mitad del braguero. Nunca sobrepase alturas de montôn indicadas en la tab/a (véase la pâgina 1) a menos que se proporcione informaciOn altemativa pore! Diseñador del Edificio, el Dis- eñador del Braguero, o el Fabricante del Braguero. NO deje caer cargas arriba de los trusses. El impacto puedo dañar los trusses aunque si sea pequena la carga. IV g)C leave construction materials on lifting equipment until installation, if possible GierTmss Q DON'T stack materials at locations that will produce instability, such as on cantilevers, overhangs or near truss- to-girder connections. S) DON'T pile cut-off tile and/or other construction waste on trusses. Contact the component manufacturer to obtain the referenced document or consult a Registered Design Professional for more Information on this subject. This document summarizes the information provided in Section B4 of the 2018 Edition of Building Component Safety Information scsi - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004-2019 Structural Building Components Association. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publisher. Printed in the United States of America. sBcA wAdir'l-- WOOD TRUSS COUNCIL 6300 Enterprise LaneS Madison, WI 53719 608-274-4849 . sbcirrdustry.com 11 . Regulations on fall protection and erection/installation of trusses in residential construction are contained In OSHA's Fall Protection Standard, 29 CFR 1926 SubpartM(the Standard). Section 1926.501(b)(13) of the Standard states in part: "Each employee engaged in residential construction activities 6 feet or more above lower levels shall be protect- ed by guardrail systems, scaffolding, a safety net system or a personal fall arrest system." GmupThIsses DANGER Any part of an inad- equately braced or sheathed group of roof or floor trusses used as an anchorage point for any type of personal fall arrest system is dangerous and will increase the risk of serious injury or death. A tARIG Roof and floor trusses that are not properly braced per BCSI or sheathed are not able to resist lateral impact loads associated with falls. A falling worker attached to an inadequately braced group of trusses could cause all the previously set trusses to collapse in a domino effect. Refer to BCSlB1* and BCSl.B2* for recommendations on proper bracing of trusses. Refer to BCSl:BI* for recom- mendations on proper hoisting of trusses. DANGER Do not walk on uni: trusses. & DANGER Do not stand on tru hangs until structural sheathin applied to the truss and overh Las regulaciones sobre protecciOn contra caldas y Ia- vantamiento/instalaciOn de entramados en construcción residencial se encuentran en la RegulaciOn de Protección contra Caldas de OSHA, 29 CFR 1926 Subparte M (el Esfándar). La sección 1926.501(b)(13) de la regulac!ôn establoce en parte: "Cada empleado que participe en ac- tividades de construcción residencia! a 6 pies o más por encima de niveles inferiores deberán estarprotegidos por sistemas de rampas de protecciôn, andamiaje, un siste- ma de red de seguridad 0 Ufl sistema de protección per- sonal para detención de caldas." Slsternas de Entramarna ,PELIGROI Cualquierpieza de un sistema de entramado de techo o el piso apuntalado o forrado de forma inadecua- da que se utilice como punto de anclaje para cuaiquier tipo de sistema de protec- dOn personal para detenciOn de caldas es peligroso y aumentará el riesgo de lesiones personales de gravedad o la muerte. IADVERYENCU11 Los entramados de techo y piso que no están correctamente apuntalados segUn BCSI o forrados no pueden resistir cargas de impacto lateral asociadas con caidas. Un trabajador que hasta qua el revestimiento estructural se ha apli- cado a Ia armadura y voladizos. BilFall 190903 FALL. PROTECTION & TRUSSES Alternative Fall Protection Plans After conducting a JHA, if the qualified person is able to demon- strate that conventional fall protection measures are infeasible (3) or present a greater hazard (4) to a particular worker or the entire crew, an employer may implement a written alternative fall protec- tion plan in compliance with residential construction fall protection under 29 CFR 1926.501(b)(13). The fall protection plan's alternative measures must apply to suf- ficiently trained and experienced workers (5), and the plan must meet the requirements of 29 CFR 1926.502(k) and be site-specific. The use of alternative measures shall be used in conjunction with conventional fall protection systems (6), and the use of alternative methods shall be as limited as possible. Ground Assembly Pre-assemble a group of trusses on the ground. Fully laterally restrain and diagonally brace, per BCSI.BI* and BCSI-B2,' the bot- tom chord and web member planes. Completely brace, per BCSt- BI' and BCSI-B2,' or sheath the top chord plane, for adequate stability. Lift and set in place. This pre-assembled section may then be used as an attachment point for personal fall restraint anchorage. Definitions Under 29 CFR 1926.503(a)(2), a qualified person is one who should have knowledge, and be able to provide training to others, in the following areas: "the nature of fall hazards in the work area; the correct procedures for erecting, maintaining, disassembling, and inspecting the fall protection systems to be used; the use and operation of guardrail systems, personal fail arrest systems, safety net systems, warning line systems, safety moni- toring systems, controlled access zones, and other protection to be used; the role of each employee in the safety monitoring system when this sys- tem is used; the limitations on the use of mechanical equipment during the performance of roofing work on low-sloped roofs; the correct procedures for the handling and storage of equipment and materials and the erection of overhead protection; and, the role of employees in fall protection plans." Commentary E5.4.2.2 of ANSI/ASSE Z359.2-2007 states, "The impact of fall forces on beams, columns and their supports other than anchorages are not addressed by this standard." Under 29 CFR 1926500(b), infeasible means "that it is impossible to perform the construction work using a conventional fall protection system (i.e., guardrail system, safety net system, or personal fall arrest system) or that it is technologically impossible to use any one of these systems to provide fall protection." (4)29 CFR 1926.501(b)(2)(i) states, "there is a presumption that it is feasible and will not create a greater hazard to implement at least one of the [listed] fall protection systems. Accordingly, the employer has the burden of establishing that it is appropriate to implement a tall protection plan which complies with 1926.502(k) for a particular workplace situation, in lieu of implementing any of those systems." (5)29 CFR 1926.503(a)(1)states, "the employer program shall enable each employee to recognize the hazards of falling and shall train each employee In the procedures to be followed in order to minimize these hazards." (6) Under 29 CFR 1926.500(b), conventional fall protection systems are: "guardrail system, safety net system, or personal fall arrest system." ~1 L-11—T I I Alternatives de Protecclón Contra Caldas Después de realizar una eva/usc/on i/-IA, si ía persona ca/i- ficada es capaz de demostrar que (as medidas con vencionales do protecciOn contra caidas son irrealizabies (3) o presentan un mayor peligro (4) para un trabajador en particular o la cuadrilla enfera, un empleador puede implementar un plan do protecciOn contra caidas aiternativo por escrito en cumplimiento con 29 CFR 1926.501(b)(13) para protección contra caidas en construcciOn residencial. Las medidas altemativas del plan do protecciOn contra caidas deberán aplicarse a trabajadores suficientemente capacitados y experimentados (5), y el plan deberá cumplir los requisitos de 29 CFR 1926.502(k) y ser especIflcas para cada sitio. El uso de medidas alternatives so utiizará en conjunciôn con sistemas de profección contra caidas (6), y el uso de métodos altemativos será lo más limitado posible. Montaje on el terreno Real/ce el montaje previo de un sistema de entramado en el terreno. Restrinja lateraimento por completo y apun tale diago- nalmente is cuerda inferior y los pianos do ía pieza de enrejado segUn BCSI-BI y BCSI-B2. 'Apuntale completamente, segün BCSIB1* y SCSI-B2, * a forre el piano de la cuerda superior, para conseguir la estabilidad adecuada. Aice y estabiezca en su lugar. Este secciOn previamente montada puede utilizarse enton- ces como un punto de acoplamiento para anclaje do restricciOn personal contra caidas. Definiciones Baja 29 CFR 1926.503(a)(2), una persona calificada es aquella que debe tener conocimientos y aptitud pars proporcionar capacitacidn a otros, en las areas siguientes: "ía naturaleza de los peligros de raids en el area de trabajo; los procedimientos correctos para ievantar mantener, desmontar e inspeccionar los sistemas do protecciOn contra caidas a utiiizarse; el uso y la operaciôn de sistemas de rampas de protecciOn, sistemas persona/es pars detenciôn de caidas, sistemas de redes de seguridad, sistemas de Ilneas de advertencias, sistemas do monitoreo de seguridad, zonas de acceso contra/ado y otra protecciOn a utilizarse; la funciOn do cads empleado en el sistema de monitoreo de seguridad cuando se ut/lice este sistema; las limitaciones sobro el uso de equipos mecánicos durante la reallzaciOn de trabajo an tejados do baja pendi- onto; los procedimientos correctos para el manejo y almacenamiento do equipo y mater/ales, y la construcciOn do pmtecciOn superioC y Is funciôn do los empleados en planes de protecciOn contra caidas". El comentario E5.4.2.2 de ANSI/ASSE Z359.2-2007 esfablece, "El impacto de las fuerzas de caIda sabre vigas, columnas y sus sopor/es que no sean anclajes no so tratan en esta norma". Segün 29 CFR 1926.500(b), irrea/izable significa "quo es imposibie Ilevar a cabo el trabajo do construcciOn usando un sistema convencional do protecciOn contra caidas (par ejemplo, sistemas de rampas do protec- c/On, sistema de red do seguridad a s/sterna do protecciOn personal pars detenciOn de caidas), a que es tecnolOgicamente imposible ussr cualqui- era do estos sistemas pars proporc/onarprotocciOn contra caIdas". (4)29 CFR 1926.501(b)(2)(i) estab!eco quo, "hay una suposiciOn de quo es realizable y que no so creará un poligro mayor at imp/ementar al monos uno do los sistemas do protecciOn contra caidas findicados]. Par consiguiente, el empleador bone ía rosponsabi/idad do establecer quo es apropiado implementar un plan de pro fecciOn contra caidas quo so adhiera a 1926.502(k) pars una situaciOn particular en el lugar do trabajo, on lugar de implemontar cualquiera do esos sistemas". 29 CFR 1926.503(a)(1) establece que "el programa del emploador permitira a cada emp/eado poder roconocer los peligros de caldas y ca- pacitara a cada ompleado on los procedimientos a seguir pars minimizar estos peligros". Segün 29 CFR 1926.500(b), los sistemas convencionales do protec- c/on contra caidas son: 'sistema de rampas de pro fecciOn, sistema de red do seguridad a sistema do protecciOn personal pars detonciOn do caldas". Contact the component manufacturer for more information or consult a Professional Engineer for assistance. WOOD TRUSS COUNCIL 6300 Enterprise Lane Madison, WI 53719 608-274-4849 . sbcindustry.com This document summarizes the information provided in Section 611 of the 2018 Edition of Building Component Safety Information BCSI -Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004-2019 Structural Building Components Association. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. . TF I California TrusFrame "People, Dave, Honor.. Our Formula for Success!" To whom it may concern, Please be advised that the substitution of Douglas Fir Larch lumber with Southern Yellow Pine (SYP) in manufacturing trusses has no structural impact since SYP has better structural values. Should you require further clarifications, please contact our office. LI Sincerely, Chae Kim, P.E. . . 23665 Cajalco Road, Perris, CA 92570 Ph 951.657.7491 Fax 951.657.0486 V 0 CTFI California Tru-sl`rfame. TO WHOM IT MAY CONCERN Sublect: Stacking of tiles on roof Please be advised that precaution must be taken when stacking tiles on a roof prior to installation. To insure that the roof is not overloaded, a stack of 6 tiles can be laid down as shown. Stacks should be staggered from row to row. This is based on 10 psf tile installed. S Should you require further clarifications, please contact our office. n . Sincerely, 6/w Rc#t Allem Chae Kevin Kim, P.E. 23665 Cajalco Road, Perris CA 92570 Ph 951.657.7491 Fax 951.657.0486 0 Third Party Quality Assurance Program 6300 Enterprise Lane Madison, Wisconsin 53719 & 608-310-6702 Owned by: SBCR1 January 25, 2019 Ref: California TrusFrame, Plant #1073 To Whom It May Concern: Please be advised that California TrusFrame, located in Perris, CA, is an active participant in good standing with the SBCRI TPI Quality Assurance Inspection Program for metal plate connected wood trusses, owned by SBCRI. The SBCRI TPI program is recognized by the ANSI-ASQ National Accreditation Board in accordance with ANSI/ANAB Report AI-2620 as a Type A (3 rd Party) Inspection Body (http://search.anab.org/public/orp,anization files/Structural-Building-Corn pone nts-Research-Institute- Cert-and-Scope-File-01-18-2019 1547822724.pdf); it serves as a means for truss manufacturers to comply with International Residential Code (IRC) Sections R109.2 R502.11 and R802.10 and International Building Code (IBC) Sections 110.4, 1703, 1704.2.5 and 2303.4. Based on random, unannounced inspections and/or audits of in-house QC records conducted by SBCRI, the metal plate connected wood truss design and manufacturing quality of California TrusFrame located in Perris, CA, are in accordance with ANSI/TPI 1 referenced in ICC's IRC and IBC versions 2003, 2006, 2009,2012&2015. California TrusFrame located in Perris, CA is authorized to affix SBCRI's TPI Quality Assurance Stamp provided that it maintains continued satisfactory conformance with ANSI/TPI 1 & IRC/IBC 2003, 2006, 2009, 2012 & 2015 codes. Its approved usage signifies that the truss manufacturer licensee is complying with the applicable provisions of the model building code. In the event of unsatisfactory performance (cycle of non-conforming reports), SBCRI TPI quality stamps may be removed from the premises of the SBCRI TPI licensee and decertification proceeding initiated. If SBCRI can be of further assistance in familiarizing you with the voluntary Quality Assurance Inspection Program, or the ongoing status of California TrusFrame located in Perris, CA, or any other of the SBCRI TPI Quality Assurance Licensees, please do not hesitate to contact us, or visit our website at https://www.sbcri.info/cia/inspection-program-Iicensees for a complete listing of truss manufacturers that are participating in our quality auditing program. Sincerely, John Arne Director of Inspection Services fl CTFI California TrusFrame 'People, Driv Honor... Our Formula for 5uccessl' 23665 Cajalco Road, Pems, CA 92557 Phone: 951.657.7491 Fax: 951.657.0486 STANDARD ROOF TRUSS DETAILS AND TYPICAL REPAIR DETAILS S 0000 California CTF I TrusFrameLL. "People, Drive, Honor... Our Formula for Success!" S S S Page 1 of 36 CTFI California TrusFrame 'People1 Dr1Ye1 Honor... Our Formula for Successi' 23665 Cajalco Road, Pains, CA 92557 Phone: 951.657.7491 Fax: 951.657.0486 Table of Contents 1. STANDARD ROOF TRUSS DETAILS ...........................................................................................4 1.1 Reading an Engineering Drawing 1 ...........................................................................................5 1.2 Reading an Engineering Drawing 2 ...........................................................................................6 1.3 Standard Gable End Detail..........................................................................................................7 1.4 Standard Gable End Detail..........................................................................................................8 1.5 Non-Structural Gable Stud Attachment.....................................................................................9 1.6 California Hip Framing Detail...................................................................................................10 1.7 Hip Ear Nailing Detail .................................................. .............................................................. 11 1.8 Hip Flat Top Bracing Detail.......................................................................................................12 1.9 Open Jack and Corner Hip Rafter Detail ..................................................................................13 1.10 Standard Piggyback Truss Connection Detail.........................................................................14 1.11 Standard Piggyback Truss Connection Detail ALT .................................................................15 1.12 Standard Piggyback Truss Connection Detail (Perpendicular) .............................................16 1.13 Conventional Valley Framing Detail ........................................................................................17 1.14 Trussed Valley Set Detail (Beveled Bottom Chord)................................................................18 1.15 Trussed Valley Set Detail ..........................................................................................................19 1.16 Support of BC of Standard Open-End Jack Using Pressure Blocks........................................20 1.17 Standard Cap Truss Connection Detail....................................................................................21 1.18 Lateral Toe-Nail Detail..............................................................................................................22 1.19 Lateral Toe-Nail Detail-SP ........................................................................................................23 1.20 Uplift Toe-Nail Detail.................................................................................................................24 1.21 Web Bracing Recommendations..............................................................................................25 1.22 L-Brace Detail ............................................................................................................................26 1.23 1-Brace/1-Brace Detail with 2x Brace Only.............................................................................27 1.24 1-Brace/1-Brace Detail..............................................................................................................28 i.25......Scab Brace Detail ........................................................................................................................ 29 Pi %OF ESS,0 C 89385 e0F CA Page 2 of 36 r' I CTFICalifornia TrusFrame 'People. Dft Honor... Our Formula for 5uccessI' 23665 CaJalco Road, Perils, CA 92557 • Phone: 951.657.7491 • Fax: 951.657.0486 Table of Contents 2. TYPICAL ROOF TRUSS REPAIR DETAILS .............................................................................30 2.1 . Repair Detail For Broken Chords, Webs, and Damaged or Missing Chord Splice Plates............31 2.2 Repair for Adding a False Bottom Chord ....................................................................................32 * 2.3 Repair to Replace Broken Overhang...........................................................................................33 2.4 Repair Detail for Overhang Removal ..........................................................................................34 2.5 Interior Bearing Offset Detail......................................................................................................35 2.6 Repair Detail for Broken/Missing Studs and Studs Added for Backing.......................................36 FESS C 89385 0 Page 3of36 CTF I California TrusFrame ?eople, Drive, Honor... Our Formula for Successi' 23665 Cajalco Road, Penis, CA 92557 Phone: 951.657.7491 Fax: 951.657.0486 Standard Roof Truss Details S • • • Page 4 of 36 APRIL 12, 2019 Standard Gable End Detail MII-GE1 10-001 Typical _x4 L-Brace Nailed To 2x_ Verticals W/lOd Nails spaced 6" o.c. 'N Vertical Stud Vertical Stud (4) - 16d Nails MiTek USA, Inc. MiTek USA, Inc. ENGINEERED BY IL A MiTek Affiliate DIAGONAL BRACE SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Fd Nails Spaced 6' o.c. (2) - 1 O Nails into 2x6 2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A 2tud w/(4)-10d Ns 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH A 3x4 (4) - 8d (0.131" X 2.5") NAILS MINIMUM PLNOOD (5) - lOd NAILS. - SHEATHING TO 2x4 STD DF/SPF BLOCK * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A-A to Section B-B I 7L NOTE: [24" Max fj;i V MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1 (2) - l0fr II CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAIL/ (2)- WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. lOd NAILS BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / BRACING OF ROOF SYSTEM. / 4."L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF lOd NAILS SPACED 6" O.C. @ 24" o.c. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I DIAPHRAM AT 4-0" O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace/ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) -16d (REFER TO SECTION A-A) GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. if needed / TO BLOCKING WITH (5) - lOd NAILS. ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. at 1/3 point / \ NAILS ATTACHED THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE NAILS DESIGNATED lOd ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") -------. i (SEE SECTION A-A) I Minimum Stud Size Species and Grade Stud Spacing Without Brace 1x4 L-Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 DF/SPF Std/Stud 12" O.C. 4-6-3 5-0-7 7-1-7 9-0-5 13-6-8 2x4 DF/SPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 8-2-7 12-3-10 2x4 DF/SPF Std/Stud 24' O.C. 1 3-5-8 3-6-11 5-0-7 6-10-15 10-4-7 * Diagonal braces over 6-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12-6" require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 1 O nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET . CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10, ASCE 7-16 140 MPH DURATION OF LOAD INCREASE :1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. 0 Page 7of36 L S INLAYED STUD STANDARD GABLE TRUSS JES AD I2f I (( C89385A Ii ON Page 8of36 N, ~FCAQI Lj * APRIL 12, 2019 Standard Gable End Detail Mu-SHEET 2 MiTek USA, Inc. =Ell MiTek USA, Inc. IN 08 A Milek Affiliate HORIZONTAL BRACE (SEE SECTION A-A) Roof Sheathing— \ 2x6 DIAGONAL BRACE SPACED 48" 0G. ATTACHED TO VERTICAL WITH (4) -16d (0.131" X3.5") NAILS AND ATTACHED TO BLOCKING WITH (5)- lOd (0.131" X 3") NAILS. ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Tru @ 24" o.c. Max. 4 IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS I Diag. Brace at 1/3 points if needed End Wall NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d (3.5"x(1.131") NAILS 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d (0.131' X 3.5") NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d (0.131" X 3.5") NAILS (MIN) N PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES UPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 1 O (0.131" X 3") NAILS EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lOd (0.131" X 3") NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2 : ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10,16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 1 O (0.131" X 3") NAILS SPACED 6" O.C. - FOR WIND SPEEDS 120-150 MPH (ASCE 7-98,02,05),150-190 MPH (ASCE 7-10,16) NAIL ALL MEMBERS WITH TWO ROWS OF lOd (0.131" X 3") NAILS SPACED 6" O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL I GABLE TRUSS / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED 0 STUDS ARE NOT ADDRESSED HERE. continuous bearing wall NOTE: GABLE STUDS MAY BE AIF1 ACHED WITH I .5X4 OR 2X3 MITEK MT2O PLATES iOR WTH (31 16d (Oi31iE X 3.1121 TOENAILS . AUGUST 1, 2016 NON-STRUCTURAL GABLE STUD ATTACHMENT Mu- STUD ATTACHME . rn ® MiTek USA, Inc. L7LIU MiTek USA, Inc. ENGINEERED BY n1 REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS. NOTE: GABLE STUDS MAY BE ATTACHED WITH 1.5X4 OR 2X3 MITEK MT20 PLATES OR WITH (2) lOd (0.131" X 3") TOE-NAILS NOTE: GABLE STUD. MAY BE ATrACHED WITH 15X4 OR 2X3 MITEK 14120 PLATES OR WITH (6) 7/16 1x14i4" STAPLES ONE SIDE ONLY . I SEE MITEK STANDARD GABLE END DETAIL FOR GABLE STUD BRACING REQUIREMENTS. TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. Im HIP FLAT TOP BRACING DETAIL [IJ CE W/(3)-1Qd NeIL ® EACH TOP CHORD 'DOER W/(5)-10d NAILS @ WEBS 19 Page 12 of 36 * APRIL 12,2019 OPEN JACK AND CORNER M11-CORNER SET HIP RAFTER DETAIL U __ MiTek USA, Inc. NEER ED BY Open End Jack A MiTek Affiliate A PITCH B MAX MIN 4.00FI2 C SPAN (8-0-0 MAX) Max. overhang: 2-0-0 2x8 Corner Rafter PITCH MAX 5.66 1i1 MIN 2.83 covers D Plate i-i/2"min. 3x10= over L SPAN (11-3-12 MAX) SQUARE CUT Connection at A Connection at C SEE VIEW SIDE VIEW (a') (D) DNAILS DNAJLS NEAR SIDE NEARSIDE rvF - -I FAR SIDE FAR SIDE NEAR SCE - - NEAR SIDE 0.05' 10d (0.131" x 3") nails MiTek USA, Inc. Connection at D Connect top of 2x8 rafter with (3) lOd (0.131" x 3") toe-nails into top chord of hip girder. Hip ar on er Hip Girder :Corner Rafter t0 L__ block Attach 12" 2x6 SP No. 2 block with two rows of 1 O (0.131" x 3") nails spaced 3" o.c. Use a mm 3" member end distance . • . Mm. heel heigth: 0-3-15 Max. overhang: 2-10-0 Lumber: SPF MSR 2100 1.8E mm. top chord required for top chord slopes between 5.01/12 and 8/12. SPF No.2 mm. top chord slopes between 5/12 and 4/12. SPF No. 2 mm. bottom chord. SP No. 2 or better for corner rafter. Plates: All plates are MT20 installed on each face per TPI 1 45 DEGREE ANGLE Connection at B BEVEL CUT SIDE VIEW (2x4) 2 NAILS NEAR SIDE S 46 .00* NEARSIDE lOd (0.131"x3") nails Wind loading: ASCE 7-98, ASCE 7-02, ASCE 7-05 - 90 MPH. ASCE 7-10, ASCE 7-16-115 MPH Exposure calagory B or C. Occupancy catagory II 4.8 psf top chord dead toad. 4.2 psI bottom chord dead toad. 25' roof height. MWFRS gable end zone. Enclosed building (Cond. I) Duration of load is 1.60 Deflection: Top chord Li- Ui 80 TL- L11 20 Bottom chord Ii- 11180 TL- U120 Truss LL- U240 TL- Ui 80 Loading: Duration of load is 1.25 20 psI top chord live load 8 psI lop chord deal load 0 psI bottom chord live load 7 psI bottom chord dead load 10 psI non-concurrent bottom chord live load Conforms to: lAG 2000/2003/2006/2009/201212015/2018 160 2000/2003/2006/2009/201212015/2018 41 Page 13of36 * 40 Page 14of36 FOR LARGE CONCENTRATED LOADS APPLIED OFESSj TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 x - x 4-0" SCAB TO EACH FACE OF LAJ ( C 8938 TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM VIL CONCENTRATED LOAD OF 4000 LEIS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK U U I I I STANDARD PIGGYBACK I January 8, 2019 TRUSS CONNECTION DETAIL MII-PIGGY-7-1 6 EllJ ® 0 LflILI MiTek USA, Inc. 9 INEEEOBY A Mile!, Afluliate Milek USA, Inc. MAXIMUM WIND SPEED = REFER TO NOTES 0 AND OR E MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACING =24" O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING =5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE :1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. U PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. 2 X - X 4-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERE( ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3) NAILS @4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. FOR WIND SPEEDS BETWEEN 116 AND 180 MPH, ATTACH MITEK NP37 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) (0.131"X 15") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" NAIL EDGE DISTANCE (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) C U . WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CC NOTE 0 FOR ALL WIND SPEEDS, ATTACH MITEK NP37 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" NAIL EDGE DIST This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2)0(0.131" X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5') NAILS EACH. D -2 X_X 4-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3) NAILS @4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING - IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR WIND SPEED OF 116 MPH TO 180 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. E - FOR WIND SPEED IN THE RANGE 116 MPH -180 MPH ADD 9"x 9"x 1/2" PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 48" O.C. OR LESS. ATTACH WITH 3- 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) . FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. Ii ATTACH 2x_x4'-O" SCAB TO EACH FACE OF Itt-J TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3") NAILS IL SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. 40 Page 15of36 VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK . n STANDARD PIGGYBACK Mu-PIGGY-ALT JANUARY 8, 2019 TRUSS CONNECTION DETAIL 7-16 ® rvi MiTek USA, Inc. ENGINEERED BY APMTekAflhIIte MiTek USA. Inc. MAXIMUM WIND SPEED = REFER TO NOTES 0 AND OR E MAX MEAN ROOF HEIGHT =30 FEET MAX TRUSS SPACING =24" O.C. CATEGORY II BUILDING EXPOSURE B or C ENCLOSED BUILDING LOADING = 5 PSF TCDL MINIMUM ASCE 7-10, ASCE 7-16 DURATION OF LOAD INCREASE :1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. C] WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD GUSSETS AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE 0 7" x 7" x 1/2' PLYWOOD (or 7/16" OSB) GUSSET EACH SIDE AT 24" O.C. ATTACH WITH 3- 6d (0.113" X 2") NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) This sheet is provided as a Piggyback connection " detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. STANDARD PIGGYBACK TRUSS I APRIL 12, 2019 CONNECTION DETAIL (PERPENDICULAR) MII-PIGGY-PERP. S F---i= ® r1; L7LIU Milek USA, Inc. ENGINEERED BY I A MITek Affiliate MiTek USA, Inc. MAX MEAN ROOF HEIGHT =30 FEET BUILDING CATEGORY II WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10, ASCE 7-16 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. 0 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. S PIGGY-BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. NEAR SIDE ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2)- 16d (0.131" X3.5') NAILS TOENAILED. /FAR SIDE I I NOTES FOR TRUSS: THIS DETAIL IS VALID FOR ONE-PLY PIGGYBACK TRUSS ONLY; THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR-LARCH LUMBER; THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS FT OR LESS; THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. S HORD 'Iss S BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FOR TOE-NAIL: . TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. OF ESSi0 ( C89385J)rr 0 Page 16of C] . I APRIL 12, 2019 CONVENTIONAL VALLEY FRAMING DETAIL M11-VALLEY1 MiTek USA, Inc. MiTek USA, Inc. ENGINEERED BY RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE #6) OR GIRDER TRUSS A MiTek Affiliate / ---------- -------- ----------------------- ----- ----- 7r VALLEY PLATE (SEE NOTE #4 POST VALLEY RAFTERS II (SEE NOTE #8 (SEE NOTE #2) POST SHALL BE LOCATED SHEATHING ABOVE THE T( - CHORD OF EACH TRUSS. - -_ PLAN DRAWING [] )N P S I JSS GENERAL SPECIFICATIONS rLI-IN DEL, I I¼JI'J TRUSS MUST BE SHEATHED NOTE 48" O.C. MAXIMUM POST SPACING WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO of TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-1 0, ASCE 7-16 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2)1 6d (0.131"X 3.5") NAILS. SET 2 a 6 #2 RIDGE BOARD. SUPPORT WITH 2 a 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131" X 3) TOE-NAILS. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131" X 35") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 35") TOE-NAILS. S 0 SUPPORT THE VALLEY RAFTERS WITH 2 a 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFT INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POST WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (0.131" X 3") NAILS FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2)1 6d (0.131" X 3.5") POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75 SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF lOd (0.131"X 3") NAILS 6" O.C.. Page 17 of 3 This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. TRUSSED VALLEY SET DETAIL M11-VALLEY2 APRIL 12, 2019 (BEVELED BOTTOM CHORD) I LJLJ ® MiTek USA, Inc. rn = NOTE: VALLEY STUD SPACING NOT MiTek USA, Inc. GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD =65 PSF (MAX) TO EXCEED 48" O.C. SPACING ENGINEERED BY OR GIRDER TRUSS D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND A MiTek A ASCE 7-10, ASCE 7-16 (MWFRS) 140 MPH WIND ffiliate BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24" O.C. (24"O.C.) VALLEY TRUSS TYPICAL GABLE END, COMMON IF - — 5 (24 0G.) OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY BEVEL VALLEY TRUSS TRUSS BEVEL VALLEY - . TRUSS x TOE - NAIL VALLEY TO - TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ BASE TRUSS WI W/USP RT7OR (2) 16d TOE-NAILS (2) 16d TOE-NAILS EQUIVALENT . DETAIL A I DETAIL B I (BASE TRUSSES SHEATHED) (NO SHEATHING) INSTALL BASE TRUSSES. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24' 0G.). INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. oS/ok 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. ES J% 4 5. ALL NAILS TO BE (0.131" X 3.5") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE Uj LUMBER OR LARGER, BASE TRUSSES ARE NOT TO EXCEED AN 12/12 PI( C 89385 NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 Page 18of36 DETAIL C (NO SHEATHING) 0 * r n USS APRIL 12, 2019 TRUSSED VALLEY SET DETAIL MII-VALLEY3 ==:] ® MiTek USA, Inc. rv1rn = == WLrn MiTek USA, Inc. LIVE LOAD = 30 PSF (MAX) MENEEREOBY NOTE: VALLEY STUD SPACING NOT GABLE END, COMMON TRUSS DEAD LOAD = 15 PSF(MAX) D.O.L. INC = 1.15 TO EXCEED 48" O.C. SPACING TRUSS OR GIRDER AM,TekAffiliate ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH ASCE 7-10, ASCE 7-16 (MWFRS) 125 MPH VALLEY TRUSS iJL/ -- BASE TRUSSES TYPICAL (24" O.C.) - u[_j[_J[__ - - TYPICAL GABLE END, COMMON TRUSS OR GIRDER TRUSS iI TYPICAL L L VALLEY TRUSS " ,-r' • I 11 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OF THE ROOF WI TWO 16d (0.131"x 3.5") NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE-NAIL VALLEY TO BASE TRUSS AND BLOCK WI (2) 16d (0.131" X 3.5') TOE-NAILS ONE NAIL IN EACH DETAIL B (3/12 PITCH OR LESS) - 1. INSTALL BASE TRUSSES. P APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. VALLEY TRUSSES MAY PROVIDE BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR PURL IN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C BELOW. BRACE VALLEY WEBS IN ACCORDANCE WITH SEE DETAIL THE INDIVIDUAL DESIGN DRAWINGS. A, B, OR C TOE-NAIL VALLEY TO BELOW (TYP) BASE TRUSS W/ (2) 16d (0.131" X 3.5") TOE-NAILS 12 ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO 16d (0.131"x 3.5") NAILS INTO EACH TRUSS BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO lEd (0.131" X 3.5") NAILS INTO EACH TRUSS BELOW I -= ATTACH VALLEY TO BEVELED 2x4 W/ (2)16d (0.131"X3.5") NAILS DETAIL C -.. TOE-NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSS WI LESS THAN 12/12 PITCH) (2) 16d (0.131' X 3.5") I ( C89385J 9 Page 19of PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 11" X3" MIN.) NAILS (typ) lORD OF OPEN END JACK wl 6-(0.131" X 3" MIN.) NAILS @ 3" o.c. AUGUST 1, 2016 SUPPORT OF B.C. OF STANDARD OPEN END MM-OPEN JACK-BLOCKS JACK USING PRESSURE BLOCKS MiTek USA, Inc. o =00 MiTek USA, Inc. Z7JENGINEERED BY A lETek Affiliate Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord of jack \ arrier tru4 rbc~ /______ 31"X3" MIN. (typ) 2x4 block jack between jacks,truss nailed to carrier (typ) w/6 (0.131 " X 3" MIN.) nails spaced at 3' o.c. CAL SL OUR CAL GIRC F 24 1W Lm FESS C 8938 0 Page 200f36 STANDARD CAP I APRIL 12, 2019 TRUSS CONNECTION DETAIL Mu-CAP ® flfu MiTek USA, Inc. ENGINEERED BY, 0 A Muck Attiliate 2 x - x 4-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 1 O (0.131" X 3) NAILS SPACED ~O.C. AND STAGGERED Mirek USA, Inc. DESIGN CRITERIA LOADING (PSF) MAX MEAN ROOF HEIGHT = 30 FEET TCLL= 30.0 CATEGORY II BUILDING TCDL= 10.0 EXPOSURE B or C TOTAL= 40.0 ENCLOSED BUILDING ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH SPACING 2-0-0 ASCE 7-1O, ASCE 7-16 115 MPH PLATE INCR: 1.15 DURATION OF LOAD INCREASE: 1.60 LUMBER [NCR: 1.15 MIN L/DEFL= 240 MAX. SPAN PIGGYBACK TRUSS 10-0" WITH SP 2X4 NO.2 LUMBER SLOPE MAY VARY FROM 3/12 TO 12/12 CAP TRUSS 0 iBASE BASETRUSS RLINS ACCORDING TO THE MAXIMUM ON THE TOP CHORD OF THE BASE PACING NOT TO EXCEED 24" O.C.). ACH PURLIN TO TOP CHORD OF SS WITH 2- lEd (0.131" X 3.5") NAILS. FOR PIGGY BACK TRUSSES WITH SPANS 4 OR LESS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 0 Page 21 of 36 0 SIDE VIEW (2x3) 2 NAILS I NEAR SIDE IAN I NEAR SIDE SIDE VIEW (2x4) 3 NAILS ivi Pag SIDE VIEW (2x6) 4 NAILS MAY 7, 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL Milek USA, Inc. ® fl'1 MiTek USA, Inc. ZylENGINEERED BY numMo AMiTekAffiliate TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) - DIAM. I SP DF HF SPF SPF-S o .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 118.3 108.3 93.9 91.9 80.2 C,, .128 84.1 76.9 66.7 65.3 57.0 8 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 C,) o .120 73.9 67.6 58.7 57.4 50.1 .128 84.1 76.9 66.7 65.3 57.0 b .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 0 APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS I\ A NEAR SIDE I\ A NEAR SIDE L 1 FAR SIDE 7X -i FAR SIDE i NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE -- ------ FAR SIDE -A NEAR SIDE FAR SIDE NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE :CUT] ANGLE MAY I \ VARY FROM 45.00* I s%OESS AD 4 \ C 8938 Page 23of36 45.00° ANGLE MAY VARY FROM 30°TO 60° MAY 7, 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP ® fliL MiTek USA, Inc. GINEEREDBY A MITeI, Affiliate Milek USA, Inc. NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) - DIAM. SP DF HF SPF SPF-S o .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 108.8 99.6 86.4 84.5 73.8 .128 74.2 67.9 58.9 57.6 50.3 9 .131 75.9 69.5 60.3 59.0 51.1 Ln .148 81.4 74.5 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS \ ,A NEAR SIDE I NEAR SIDE i' \j i NEAR SIDE SIDE VIEW (2x6) 4 NAILS \ NEAR SIDE I NEAR SIDE NEAR SIDE / \ NEAR SIDE EXAMPLE: (3)- 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 0 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity I MAY 7, 2019 UPLIFT TOE-NAIL DETAIL MII-TOENAIL_UPLIFT EIIJ ® flLU MiTek USA, Inc. 9_~ N N EREDBrY lgm A WTek M, We SIDE VIEW THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. END VIEW MiTek USA, Inc. TOP PLATE SIDE OF W \ L / 1" FOR 3" NAIL NEAR SIDE 1-1/16" FOR 3.25" NAIL 1-3/16" FOR 3.5" NAIL fl VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY . TOE-NAIL WITHDRAWAL VALUES PER NDS 2018 (lb/nail) - DIAM. SP DF HF SPF SPF-S - o .131 59 46 32 30 20 .135 60 48 33 30 20 , .162 72 58 39 37 25 —J C') .128 54 1 42 1 28 1 27 1 19 SLU .131 55 43 29 28 19 .148 62 48 34 31 21 o .120 46 36 25 24 16 .128 49 38 26 25 17 b .131 51 39 27 26 17 - ') .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind • n If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 Ibs) Building Designer is responsible to specifiy a different connection. USE (3) TOE-NAILS ON 2x4 BEARING WALL USE (4) TOE-NAILS ON 2x6 BEARING WALL riFESS AD 44 VIL Page 24 of 36 OF CM- . 0 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) * AD 4 C 8938 Page 25 of 36 OF Ct TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. 0 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE MiTek USA, Inc. BRACE BAY SIZE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) 24"O.C. 48"O.C. 72" 0_C. A BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A1 B C D BRACING MATERIAL C D 10-0 1610 1886 1886 2829 73 ,:-;:.:j 3143 3143 4715 2358 2358 3536 ] 1886 1886 2829 12-0' 1342 1572 1572 2358 4715 7074 14-0" 1150 1347 1347 2021 16-0 1006 1179 1179 1768 18-0 894 1048 1048 1572 3143 4715 20-0 805 943 943 1414 ay size shall be measured in between the centers of pairs of diagonals. =EIEI1 LILIII MiTek USA, Inc. EL— NGIN =REDBY Ct A Mfl'ell AffilIate 11 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING Is REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BYA OUALIFIEO PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BErrER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DE, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 28d I0.13110.5) FOR 1114 BRACES, 2.10d (0.131'113-) FOR 210 and 20 BRACES, AND 3-10d I0.131'10'I FOR 2W BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d l0.I31'X2.5'I NAILS FOR 1114 LATERAL BRACES, 2.10d (O.131-4)NAILS FOR 2W and 2114 LATERAL BRACES, AND 3.154 (0.131")G') FOR 2xE LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. E. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, OF. HF, OR SP) DSB.89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI I GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. nnnw.sb&dusUy.con and www4AnsLoIg D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SP) REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24" OC. ONLY, MITEK 'STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B.0 AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER' Tfli 1.11 RRfllNfl NATAl I ATII'IN 0111011 ANn 1150011cr APPCIAIOATTON 0 AUGUST 1, 2016 L-BRACE DETAIL Mu - L-BRACE EJEJ ® flUJ MiTek USA, Inc. ENGINEERED BY w A MiTek Affiliate Nailing Pattern L-Brace size Nail Size Nail Spacing 1x40r6 1od(0.131"X3") 8"o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) MM WE EM CM MiTek USA, Inc. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 200r2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLIcABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x30r2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE Web L-Brace must be same species grade (or better) as web member. Page 26 of 36 Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 1 O (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Web Size 2x3 or 2x4 2x6 2x8 Specified Continuous Rows of Lateral Bracing 1 2 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace 2x8 T-Brace 2x8 I-Brace [1 S Nails Web -.-- Nails7 I-Brace %OESSI0 AD 411 Qk Uj ( C89385J) p11* 5 Page 27 of 36 ii AUGUST 1, 2016 T-BRACE /I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE MiTek USA, Inc. Note: T-Bracing I I-Bracing to be used when continuous lateral bracing == is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace MiTek USA, Inc. webs to continuous lateral braced webs. 'IIIJEI1IJ Brace Size A MiTek Ailillate frtr fln_Pk, Tr "cc 11 Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace MI-Brace T-Brace / I-Brace must be same species and grade (or better) as web member. C] S WE Nails S fl U WE Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace vv cu U AUGUST 1, 2016 T-BRACE/I-BRACE DETAIL MII - T-BRACE Ll EJEJ ® flLU MiTek USA, Inc. ENGINEERED BY MiTek USA, Inc. Note: T-Bracing I I-Bracing to be used when continuous lateral bracing is impractical. T-Brace I I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T-Brace 1 x4 (*) I-Brace 2x6 1x6 (*) T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nailing Pattern T-Brace size Nail Size Nail Spacing 1x4or1x6 lod(0.131"X3") 81,o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T-Brace I I-Brace (On Two-Ply's Nail to Both Plies) Nails Nails T-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web _Brace rated boards with design values that are equal to (or better.)t I - design values. .O For SP truss lumber grades up to #2 with 1X_ bracing material, use -, .. Nails For SP truss lumber grades up to #1 with 1X_bracing material, us . 0 Page 28 of 36 AUGUST 1, 2016 SCAB-BRACE DETAIL Mu-SCAB-BRACE EJ ® MiTek USA, Inc. .rvlrn Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or 1-Brace) is I LII2IIIYIIILII impractical. I Scab must cover full length of web +1- 6". I MiTek USA, Inc. 'M=M] NGI BY AMiTekAffiliate THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF_ lOd (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. • \\MA\ MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" \\\\\ 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 • Nails Section Detail -E----- Scab-Brace Web fl Scab-Brace must be same species grade (or better) as web member. Q) C 8938 ' P11*) Page 29of36 r CTFI California TrusFrameL "People, Drive, Honor... Our Formula for Successl" 23665 Cajalco Road, Perils, CA 92557 Phone: 951.657.7491 Fax: 951.657.0486 Typical Roof Truss Repair Details * Page 30 of 36 • • • I :t! STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS Mil-REP01 Al AUGUST 1, 2016 AND DAMAGED OR MISSING CHORD SPLICE PLATES E EJE ® • MiTek USA, Inc. ENGINEERED BY • A MiTek Aflhate MiTek USA, Inc. TOTAL NUMBER OF1 NAILS EACH SIDE OF BREAK X INCHES MAXIMUM FORCE (Ibs) 15% LOAD DURATION SP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH lOd (0.131" X 3") NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: .._—\ L=(2)X+C • BREAK mo 10d NAILS NEAR • +lod NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY I— X" MIN 6"MIN I THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. c%OIF ESS/0 : C 89385 * I 0 Page 32of36 OCTOBER 28, 2016 STANDARD REPAIR FOR ADDING MII-REP10 A FALSE BOTTOM CHORD MiTek USA, Inc. I = MiTek USA, Inc. INEER ED BY A iTel Affiliate VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)- 1Od(0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, OF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BESED) MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING =24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. I 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM I TRUSS SPAN NOTES: I LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. I 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. U OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B ® MiTk I IA In, '1 V LJ[.J TRUSS CRITERIA: LOADING: 40-10-0-10 == DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 Milek USA, Inc. PITCH: 4/12 -12/12 ENGINEERED BY HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION A Mllek Affiliate NOTES: ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1 O (0.131" X 3") SPACED 6" O.C. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. • 2x_ SCAB CONNECTOR PLATE MUST BE FULLY IMBEDDED AND UNDISTURBED (L) (2.0xL) I 24" MAX I 24" MIN • IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 33 of 36 AUGUST 1, 2016 OVERHANG REMOVAL DETAIL Mil - REMOVE OVERHANG MiTek USA, Inc. flLU MiTek USA, Inc. NEEREDBY A MITeK Affiliate 2-0-0 MAX 2X4 CHORD 3-0-0 MAX 2X6 CHORD NOTES: MAIN BODY OF TRUSS OVERHANG MAY BE REMOVED PROVIDED PLATES ARE NOT DAMGED. X 2X4 CHORD IX 2X6 CHORD FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. LOADING: SEE MAIN TRUSS ENGINEERING DESIGN. r" Page 34 of 36 AUGUST 1, 2016 INTERIOR BEARING OFFSET DETAIL MII - BEARING OFFSET MiTek USA, Inc. rvirn == tirn MiTek USA, Inc. ENGiNEERED • AMiTek NI liNe LIM *OFFSET ASSUMES A MINIMUM BEARING WIDTH OF 3-1/2" I . NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT • c. TRIPLE WEB JOINT • • --v-- d ft • • rt Page 35 of 36 CTFICalifornia TrusFrame. aPeople1 Dr1ve1 Honor... OurFormu1a for Successl 23665 Cajalco Road, Perris, CA 92557 Phone: 951.657.7491 Fax: 951.657.0486 Studs Added for Backing . . Broken/Missing Stud I YI-'ILAL: i-<emove ana replacE stud with a 2x DF.No2 (same size as existing) toe nailed with (3)-10d or (3)-16d at each end • NOTE: 1. This a typical- repair to be used on full bearing and non full bearing trusses. • • Page 36 of 36 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 0 0 0 0 I— BOTTOM CHORDS E] 7 6 5 0-116" For 4 x 2 orientation, locate plates 0- 1i' from outside edge of truss. © 2012 MiTek® All Rights Reserved MN Milek® Page 6 of 36 fl . . . . . Symbols PLATE LOCATION AND ORIENTATION - - I 3 " Center plate on joint unless x, y offsets are indicated. L' Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 v 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text -in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing on Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construct DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. Provide copies of this truss design to the building H designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. lop chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indic Use of green or treated lumber may environmental, health or performá project engineer before use. 'fl Review all portions of this design and pictures) before use. Review is not sufficient. Design assumes manufacture in ANSI/TPI 1 Quality Criteria. 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC-ES Reports: ESR-1311, ESR-1352, E5R1988 ER-3907, ESR-2362, ESR-1 397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Job Truss Truss Type Qty Ply 1 2 3 4 5 6 1234 SHOP1 CATHEDRAL 1 8a 4-0-0 7,.r7500 s Nov 262013 MIlek industries, Inc. Mon Apr 07 08:50:23 2014 Pagel 12-0-0 19-0-0 25-0-14 31-1-11 38-0-0 40-0-0 8b 4-0-0 1-0-0 7-0-0 7-0-0 6-0-14 6-0-14 6-10-5 120-0 12 13 'I 3x6.vz' 4.00 12 3x7.' 4 5x5, 10*lh 11 8.00 IT2 3x5 5 17 3x9 15 5x6 6 7.14 Ui 21 14 \ 7x8; 13 16 3x6 4.001r2 4.33 LL2 17 Scale = 1:67.1 9 -- 3x6 8 1.5x4 I 22 10 - 18- . = 19 'Y8 1.5x411 5x7 16 19a.... 4-0-0 4-8-8 12-0-0 22-0-0 29-7-4 38-0-0 I 9b_J'0- fl-8- 7-0-0 10-0-0 I I 8-4-12 0-3-8 Overall Truss Height: 12-10-0 - —.0120 Plate Offsets (X, Y): 16:0-3-7.0-2-8j.110:0-1-2.0-0-5). [13:0-3-0,0-0-0], [17:0-2-12,0-1-3], [18:0-5-4,0-2-3) LOADING (psi) I 22 SPACING 2-0-0 CSI I DEFL In (Icc) Well L/d PLATES GRIP I I TCLL 20.0 TCDL 10.0 21 Plates Increase 115 I Lumber Increase 1.15 24 TC 0.84 25 BC 1.00 26 Vert(LL) -0.40 12-14 >996 240 27 MT2O 244/190 I 28 I BCLL 0.0 Rep Stress lncr YES I WB 0.85 Vert(TL) -1.16 15-17 >341 180 BCDL 10.0 23 Code 1BC2006/TP12002 J (Matrix) . Horz(TL) 0.74 10 n/a n/a Weight: 193 lb FT = 20% LUMBER I TOP CHORD 2x4 SP No.2 *Except* I 29 T5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 "Except I 135: 2x4 SP No.1 I WEBS 2x4 SP No.3 *Except* W7: 2x4 SP No.2 REACTIONS (lbs/size) 18=1740/0-8 (mm. 0-2-1), 10=1417/0-3-8 (mm. 0-1-8) Max Horz 18=-196(LC 7) 32 Max Uplift 18=-63(LC 9), 10=-30(LC9) BRACING 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 row at midpoint 5-15 MiTeck recommends that Stabilizers and required cross bracing be installed during truss erection. in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb).or less except when shown. TOP CHORD 1-2=-196/456, 2-3=-245/545, 3-4=-2012/0, 4-5=1896/0, 5-20=-1899/0, 6-20=-1770/0, 6-21=-3060/0, 7-8=-4287/0, 8-9=-4379/0, 9-22=-459510,10-22=-4699/0 BOT CHORD 1-19=-394/201, 18-19=-402/211, 17-18=-511/288, 16-17=-511/288, 16-17=0/1658, 15-16=0/1693, 14-15=0/2999, 13-14=0/336. 12-13=0/3318, 10-12=0/4180 WEBS 3-18=-1603/163, 3-17=-23/2049, 5-17=-372/127, 6-15=0/2474, 7-14=-6241141, 7-12=-26/842, 9-12=-271/129 33 NOTES Unbalanced root live loads have been considered for this design. Wind: ASCE 7-05: 90mph; TCOL=6.opsf, BCDL6.opst; h=2511; B45lt; L38tt, eave=511; Cat. It; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 4-0-0, Interior (1) 4-0-0 19-0-0, Exterior(2) 19-0-01022-9-10 zone; cantilever left and right exposed; end vertical left and right exposed; C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live toad 0120.0 psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. Provide mechanical connection (by others) 01 truss to bearing plate capable 01 withstanding 63 lb uplift at joint 18 and 30 lb uplift at joint 10. This truss is designed to accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design 01 this truss. LOAD CASE(S) Standard 35 . . 34 2 S.. Reading a MiTek Engineering ing 2 Truss label 3 Truss type C 89385 4 Truss quantity 5 Number of 7 Software version C 8a Cumulated dimensions of top chord - panel lengths are added together along the top chord of truss (feet-inches-sixteenths) 8b Panel lengths of the top chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the top chord (feet-inches-sixteenths) 9 Drawing scale of the truss 10 Top chord slope - inches of vertical rise for each 12 inches of horizontal run 11 Top chord member label (if shown) - identification label used to distinguish pieces 12 Truss height - the height of the truss from the top of the bearing to the top of the top chord (trusses with multiple levels of top chord will have multiple truss height dimensions) (feet-inches-sixteenths) 13 Plate size, orientation and type - plate size in inches. The two lines denotes the direction of the plate 14 Continuous lateral bracing location 15 Web member label (if shown) 16 Heel height - the height from the top of bearing to the top of the top chord at the outside edge of the bearing (feet-inches-sixteenths) 17 Bottom chord slope - inches of vertical rise for each 12 inches of horizontal run 18 Bearing - a structural support, usually a wall or beam that is designated to carry the truss reaction loads to the foundation 19a Cumulated dimensions of bottom chord - panel lengths are added together along the bottom chord of truss (feet-inches-sixteenths) 19b Panel lengths of the bottom chord - each section represents the horizontal distance between the centerline of two consecutive panel points along the bottom chord (feet-inches-sixteenths) 20 Plate offsets (X, Y) - this section lists any horizontal and/or vertical plate offsets (in inches) and the location they occur 21 Design loading (PSF—pounds per square foot) 22 Spacing on center - feet-inches-sixteenths 23 Design code I Design standard 24 Duration of Load for plate and lumber design and Repetitive Use Factor 25 CSI - maximum Combined Stress Index for top chords, bottom chords and webs 26 Deflection- maximum deflection expected in a member (inches), Location of maximum deflection, maximun Span to deflection ratio expected in a member 27 Span to deflection ratios - input allowables 28 MiTek plate allowables (PSI) / estimated truss weight I fabrication tolerance 29 Lumber requirements 30 Required bracing for all members 31 Reaction (pounds), Bearing size - input and minimum required (if shown) .. 32 Maximum Uplift and/or Maximum Horizontal Reaction if applicable and v Maximum Gravity if shown 33 Maximum member forces - Tension (+), Compression (-) 34 Notes Tn L fl 35 Additional loads I load cases — 0 I www.mitek-us.com I Tech Support 1-866-MITEK-TS (1-866-648-3587) 1 Page 5 of 36 Online Training Registration http://www.mitek-us.co ning RAFTERS 2' (5 A- 'I DOUBLE STACKED HIP-' RAFTER Toenail (3) 16d TYP Jack TC to HIP RAFTER For girder ply Toenail(2)16d requirements please refer Jack BC to HIP to job specific engineering GIRDER TYP Setback varies (8-0" MAX) Double top plate @2' SECTION A-A I California T FU TrusFrarne E,Adfrq Cpt i U) Z 00 Cl) LU 11- IL LOU LOU I LU !- I z C.) -' 41- I-u ILI I- U) CALIFORNIA TRUSFRAME 23665 Cajalco Road Penis, CA 92570 Ph: 951-657-7491 FLY RA NOTE (All trusses): See engineering for webbing patterns. Not shown here for clarity. 5Th Hi HIP GIRDER trusses 2' side jack (See section A-A) Flat hip TC supports jack TC. Spacing 4-0" OC mm. A Toenail (2) 16d each side from TC Jack to flat TC Hip TYP Toenail (3) 16d each side from TC Jack to flat TC HIP GIRDER rip COMMON Truss COMMON Truss HIP CONNECTION HIP CONNECTION - SNAPED BLOCK Ap (NOT MEETING AT VERTEX) CROSS BLOCK HIP Truss HIP Truss Ap LNOTHAT J AND@AA55 A Max 1O of 36 2'-O JACK Max L '\\\ a V (add aTCTLR) Pitch break $'.V 5'.G" V.6" 8' 33'.r Sm Locate additional TCTLR at each pitch break. Localice TCTLR adicional en cada rotura de inclinaciôn. Maximum Top Chord Temporary Lateral Restraint Spacing' Truss Span TCTLR Spacing Up to 30' 10' on center maximum 30'- 45' 8' on center maximum 45'- 60' Won center maximum 60'- 80' 4' on center maximum 'Consult a registered design professional for trusses longer than 60'. "for kuns, spac.d grader than 2 oc on also BCSI'BlO TLR, typ. T_ so- Ground brace vertical, typ. Locate a ground brace vertical at each TCTLR location. Localice un arriostre do tierra vertical en cada lugarde TCTLR. TCTLR. typ. I TIt' III rat,' : j'(IiIL1t'/ RffTh" 4 Set Trusses 2, 3, 4 & 5 with TCTLR in Line with Ground 3vEing Coloque los trusses 2, 3, 4y5 can TCTLR en lIirea can los cirriostres do flerra Attach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes, reilenar sOlidamente los soportes como sea necesano. Ejemplos do los primems cinco trusses fblocados incluyen: See options below See options below See options below - EXTERIOR GROUND gRACING INTERIOR OROUPID BAG., INTERIOR GROUND BRACING TO END WALL ARRIOSTREOETERR4 EXTERIOR ARRIOS IRE OF TWRRA WTERIO,4 ARRIOS TEE OE TI ER NA INTERIOR A LA PARED DE EXTREMO The following three (3) Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed contInuously. See figure for Option B in Step 8 on page 5. Las siguientes fres opciones pare instalarla RestricciOn Lateral Temporal de los Miembros Cortosrequieren que el arriostre diagonal esfá instalado continuamenfe. Vea la figure de OpciOn B en el Paso 8 en la paglna 5. Option I Short member temporary lateral restraint Installed on top of trusses Opcldn I Rest,iccidn lateral temporal de los miembros cortos Instalados encima de trusses 2r+ ft, 1W minimum l l end distance t1 1i pulgadas distancia de extremo minima Trusses © 24" on center Diagonal 2 nails at every typ. connection 2 clavos an cada conexidn Do not use split 4,~~27j'+ members. No use miembms Trusses raJacios on center Option 2 Short member temporary lateral restraint installed between trusses Opciôn 2 Restriccibn lateral temporal de los miembms cortos ins falados entre trusses Use 2-16d deformed shank 1E" nails minimum, at each restraint-to-truss connection. Use como minimo 2-16d clavos largos (shank nails) an Do not use split cada conexián de restriccidn- members, a-truss. No use miembros Diagonal raJados. ri _..- bracing, typ. Trusses © 24" on center Option 3 Proprietary metal restraint products Opcidn 3 Productos de metal para reslrlccidn patentados These products are specifically designed to provide lateral fl fl restraint and are not Just for II II spacing. See manufacturer's U U specifications. Estos productos son disefiados especlflcamente pars pro veerrestriccibn lateral y no son solamente pars espaciamlento. Vea las especificaciones del fabricante. Diagonal bracing, typ. 'Trusses © 24" on center A C&WV= Each truss must be attached securely at all bearing locations and all TCTLR installed before removing the hoisting supports. ltP'UELl Cada truss debe ester firmemente sujeto en todas las ubicaciones do soportes y todas las TCTLR instaladas antes do quitar los soportes de levAntar. LATERAL RESTRAINT/BRACING MATERIAL AND COPJIUECTIONS COPJIVEXIONES V MATERLALES DE RESTwICaóJwARRIOs7WE LATERAL Minimum size of bracing and lateral restraint material Is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing, unless otherwise specified by the building designer. El tamaflo del material de restricciOn lateral y arriostre debe ser por lo memos 2x4 madera graduada por esfuerzo o restrlcciOn'arriostre de metal patentado aprobado, a memos que especifique el diseflador del ediflcio. All bracing and lateral restraint members must be connected to each truss with at least 2 nails (see minimum sizes below), except for the short member restraints shown in Step 4, Option 2 (see above), which require 2-16d deformed-shank (i.e., ring- or screw-shank) nails. Todos los miembros de restricciôn lateral y arriostre tienen quo set conectados a cede truss con un minimo de 2 cIa vos (ver los tame ,'los minimos mostrados abajo) excepto pare las restricciones de miembros cortos mostrados en el Paso 4, Opciôn 2 (yea err/ba), cuales requieren 2-16d cla- vos can largos desformados (El. Largos de anillos o tomillos). Drive nails flush. If the temporary restraint and bracing Is to be removed when the permanent bracing is installed, use double-headed nails for ease of removal. 10d (0.128x3") ________ Clave los clavos al raso. Si la restricclôn temporal y el arriostre se quitan en ei momento 12d (0.128x3.25") do la instalaciOn del arriostre permanente, use clavos do dos cabezas para quitarlos más 16d (0.1310.5") fácilmente. Steps to Setting Thisses PasOs para el montaje de trusses ill Establish Ground Bracing Procedure: Exterior or interior I a Establezca el proccdlmlento de ardost.e de tIena: exterior o Interior li(*cli,g tar sad jade In a hip a / Aftach Eagall we" \ 1¼ Ppyhsac. win With 6~D End 419onAl 62 F. ha h— adswm , I to XTEIOOR GROUND GRACRIG "MR GROUND BRACING INTERIOR GROUND BRACING TO END WALL. ARPJOSTREDE T7ERAA EXTERIOR ARRIOSTRCOE TIARRA INTERIOR ARRIOTTRE DE TIERR.4 INTERIOR A LA PARED DR EVXTPEMO ) Determine the Locations for TCTLR and Ground Braces Determine las ubicaclones para TCTLR y los arriost,es de tierra Use truss span to determine spacing for top Locate additional TCTLR chord temporary lateral restraint (TCTLR) from over bearings if the heel table at right height is 1 On or greater. Use el tramo del truss pare determinar el Localice TCTLR ad/clonel espaciamierito para restricciôn lateral temporal sobre los soportes silo ai- de Ia cuerda superior (TCTLR) en la tab/a a Ia tura del talon (heel height) derecha. es do 10 puigadas 0 más. I3 Set First Truss and Fasten Securely to Ground Braces • Coloque el primer truss y fl7elo seguramente a los awlostres do llerra Set first truss (or gable end frame) and fasten securely to ground braces and to the wall, or as directed by the building designer. Examples of first truss Installed Include: Coloque el primer truss (0 armazOn hastial) y fijelo seguramente a las verticales de arriostre de tierra y a la pared, o como se dirige el diseflador del ediflcio. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR TCTLR locations, typ. typ locations, typ. locations, typ. *wcalions, EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO END WALl. ARRJOSTREDE IIERRA EXTERIOR ARRIOSTREDE TTERRA WTERIOR ARPIOSTRE DR TIERRA INTERIOR A LA PARED bE EXTREMO A CaVr= First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss debe ester firmemente sujeto a todos los soportes y a fodos todos los arriostres de tierra regueridos, antes de quitar los soportes de levanfamlento. V ,I:.:II1y S 10' or greater Truss attachment required at suppo fl • • Install Top Chord Diagonal Bracing Instale el arriostre diagonal de la cuerda superior Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Short Member Diagonal Temporary Lateral bracing, typ. Restraint options See Short Member Tern- Diagonal porary Lateral Restraint See Short Member Diagonal Temporary Lateral page 3. bracing, typ, options page 3 bracing, typ. Restraint options page 3. b. EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR wrEmoR GROUND BRACING ARRIOSTREDEflERRAaTEmOR. Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. 0 b/en, empiece a api/car el entablado estructural. Ejemplo de entablado estructural instalado en los primeros cinco trusses. VrOTMIThe maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place. El espaciamiento máximo de arriostre diagonal en esta opciôn asume que el arriostre de tierra está en sitlo y es instalado correctamente. Diagonal bracing Spacing between rows of required at each end TCTLR is dependent on of building, between truss span and pitch breaks each row of TCTLR, (see Step 2 on page 2). and every 10 truss spaces (20' max.). ADVERTENCtA! Despues do quo eI primer grupo de cinco trusses sea instalado y arriostrado (Ej. restricciôn lateral y arriostre diagonal), NO cob quo más do cuatro trusses cuando se usa la restricción lateral temporal do los miembros corfos antes quo usted PARA, y arriôstre/o diagonalmente como mostrado. Esta opción B NO funciona sin el arriostre diagonal aplicado a cada grupo de cuatro trusses. Spacing between rows of TCTLR is dependent on truss span and pitch breaks Step 2 on page 2). ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED. ASEGURESE QUE TODOS LOS TRUSSES ES TEN ARRIOSTRADOS DIAGONALMENTE APROPIADAMENTE. Apply structural sheathing early and often. ApI/que el entablado estructural tomprano y con frecuencia. DO NOT wait until all trusses are set to apply structural sheathing. NO ESPERE hasta que fodos los trusses estén colocados para aplicar el entablado estructural. A @ lJ'©i.J Remove only as much top chord temporary lateral restraint and diagonal bracing as necessary to nail down the next sheet of structural sheathing. DO NOT exceed truss design load with construction loads. (SEE BCSI-B4) !?/AV %,fl' i.tv1ja ?4 !VM'an. Quito solo tanta restr/cciOn lateral temporal y arriostre diagonal do Ia cuerda super/or como sea necesar/o para clavar Ia siguiente lámina do entablado estructuraL NO EXCEDA ía carga do diseno de truss con cargas de construcciôn. (VEA BCsi-B4)' —.-.--'::: 10 truss-;p, russ spaces max. (20' max.) 10 truss spaces max. (20' max.) Note: Ground Bracing not shown for clarity. Temporary Diagonal Bracing repeated entire length of building. Bottom chords TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING TRUSS INSTALLATION & TEMPORARY RESTRAINT/REt INC 7 Install Bottom Chord Lateral Restraint and Diagonal Bracing . Instale la restricción lateral y el arriostre diagonal do In cuerda inferior Bottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom chord plane during installation and helps maintain proper spacing of the trusses. La RestricciOn lateral temporal y el arriostre diagonal de la cuerda inferior estabi/izan el piano de ía cuerda inferior durante la instalacidn y as/ste en man fener el espaciamiento apro p/ado de los trusses. Install rows of temporary lateral restraint at 15' on center maximum. Remove, if desired, after Bottom chord lateral restraint. the permanent ceiling diaphragm is in place. over two trusses 2X412' or greater lapped - lnstaie fl/as de restricciôn lateral temporal a 15 pies en of centro como máximo. Quite/os, si as! _-j typ. lo desea, después que de el diafragma permanente del teclio esté colocado. Bottom Install rows of permanent lateral restraint at lOon center maximum. Required spacing may be chords ... less; check the TDD and/or with the building designer. instale fl/as de restricciôn lateral permanente a 10 pies en el centro como méxirno. El espacia- miento especificado puede ser menor; verifique el dibujo del diseno do truss con el disenador Some chord ::I::c::::: 10 Install diagonal bracing at intervals of 20 maximum along the run of trusses. 1015' max Instale el arriostre diagonal a intorvalos de 20 pies máximo a lo largo de la lirtea de trusses. See text at left not shown for clarity. 8 Repeat Steps 4 Through 7 with Groups of Four Trusses Using Option A or B Repita los pasos 4 a 7 can grupos de cuatro trusses usando la opción A o la opción B Option A: Install the next four trusses using short member temporary Option B: Install diagonal bracing on each group of four trusses that have lateral restraint Options 1 - 3 per Step 4 on page 3. Add long-length been set with short member temporary lateral restraint per Step 4 on page 3. (minimum 2x4x12') continuous lateral restraint (CLR) to tie trusses together. /nstale el arriostre diagonal en cada grupo de cuatro trusses que han s/do Overlap the ends of the CLR at least 2 trusses. Install diagonal bracing at intervals of 20' maximum along the run of trusses (see Figure below). coiocados con la restricción lateral temporal de miembros cortOS POT el paso 4 an la pagina 3. Instale los siguientes cuatro trusses ufilizando las opciones 1-3 por el Paso 4 en la pagina 3 de (a rostricciór, lateral do miembros cortos. A WARNING After the initial group of five trusses are installed and braced (i.e., Anade la restriccidn lateral continua (CLR) de longitud-largo (mm/mo lateral restraint and diagonal bracing), DO NOT set more than four trusses 2x4x12') para atarJunto los trusses. Solaparse las puntas del CLR when using short member temporary lateral restraint before you STOP, and a mm/mo de dos trusses. Instale of arriostre diagonal cada 20 pies diagonally brace as shown. Option B is NOT permissible without diagonal méximo a Jo largo do ía linea do trusses (yea la Figural abajo). bracing being installed with each group of four trusses. 6 Install Web Member Diagonal Bracing • Instale el arriostre diagonal de mlen,bros secundarios Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restricción lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una tnangu/acion perpendicular al piano del truss y evita que los trusses se inc/men o caigan como dominOs. Install diagonal bracing at about 450 to the horizontal on web members (verticals whenever possible) located at or near rows of bottom chord lateral restraint. Web diagonal bracing must extend from the top chord to the bottom Diagonal chord. Repeat at the intervals shown in the figure below. bracing Instale el arriostre diagonal a aproximadamente 45 grados en los miembros secundarios (verticales cuando sea posibie) co/ocados en o cerca de las files de restricciôn lateral de ía cuerda inferior Arriostre diagonal para los miembros secundarios tiene que extender de la cuerda superior a la cuerda inferior. Rep/ta a los inteivaios mostrados en la figura a la derecha. MUM The requirements for web permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCSI.1133 for more information. Los requisitos para la restricciôn permanente do miembros individuales de truss para miembros secundarios son especificados en el dibujo del diseflo de truss. yea el resumen BCSi-B3 para más informaciôn.' 10'-15' max. Same spacing as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. 1'111' Mono trusses, deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the vertical web member at the deep end of the truss. Los trusses do una sole pendiente, trusses pianos y pro fundos y otros tipos de trusses con extremos profundos también requieren restricción lateral temporal y arriostre diagonal en los miembros secund- arios largos en el extremo pro fundo del truss. Alternate Installation Method Build It On the Ground and Lift It Into Place / /Ti Método alterno de llnstalación: cons truirlo en la tierra v IevantarIo en luqar Ensure level bearing; set, position, plumb and properly restrain and brace the trusses as modules on the ground. Asegürese quo el spoporte as n/ye/ado; colocar, posicionar, nivelary restringiry arriostrar apropiadamente et grupo dt trusses en la tierra. Apply structural sheathing for stability. Begin at the heel and alternate 4'x8' and 4x4 sheets up to the peak. Aplique el entablado estructural pars estabilidad. Empiece en at talon y a/tome láminas de 4 pies x 8 pies y 4 pies x4 pies hasta elpico. Be sure to install all top chord, web member and bottom chord lateral restraint and bracing prior to lifting the module. Asegurese de instalar toda la restricción y arriostre de la cuerda superior, el miembro secundario, y ía cuerda inferior antes do levantar el mOdule. A 1J1] Additional restraint and bracing may be required to safely lift units into place. La restricciOn y arriostre adic/onal pueden ser requeridos para levantar los mOdulos en sitio sin peligro. Be sure to get proper guidance from a registered design professional to insure modules are designed and installed safely and properly. Asegürese de obtener corisejos apropiados por un pro fesional registrado de diseno para asegurar que los mOdulos son disenados y instalados apropiadamente y sin peligro. Step 6 Install pitched trusses guidelines provided in 1 on pages 3-5 of this document. Instate los trusses pendientes usando las pautas pro vistas en Pasos 4-8 en págin 3-5 de este documento. DO NOT stack materials or stand at locations that will cause instability, such as on cantilevers, overhangs, end jacks, or near truss- to-girder truss connections. NO apile los mater/ales, ni se pare en sit/os do posible inestablilidad, como en voladizos, sal/entes, to cerca d las conexiones de ti truss. - - TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING L± TRUSS INSTALLATION & TEMPORARY RESTRAINT/BáiNG riDer Hip Set Assembly and Bracing Ensamblaje y arriostre del grupo de cadera Permanently connecting the end jacks to the end wall and girder as early in the installation process as possible dramatically increases the stability of the hip girder and the safety of the structure. Conectando permanentemente los gatos extremos a la pared extremo y el travesano tan temprano en at proceso de instalaciOn como sea posible aumenta drásticamenfe Ia estabilidad del (ma vesaflo do cadera (hip girder) y la seguridad de la estructura. Hip trusses trusses Hip girder ss restrain and iI not bracing shown End lacks Girder setback Use the following sequence: / from end wall Use la siguiente secuencia: Hip jack Side jacks Step 1 Position the hip girder on the bearing walls at the specified end wall setback and permanently attach to supports. Posicione el travesano de cadera en las paredes de soporte at "setback" especificado de la pared oxtrema y sujete a los soportes permanentemente. Whenever possible, connect multi-ply girder trusses together and install the end jack hangers (If required) prior to erection/ installation. All piles of a multi-ply girder shall be attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Siempre quo sea posible, conecte los trusses do travesafio de varias-capasjuntos y instate los colgadores de gato extremo (si as necesar/o) antes de la erecciOnhinstalaciOn. Todas las capas de un travesaflo de varlas capas se adjuntarán segUn e! horarlo de fijar on el dibujo del dlseño de truss Install jacks while crane continues to Attach hip 9 antes do sujetar cualquier miembro hold girder in place to supports dearriostreode Hip jack ap/Icar cualquler carga. Step 2 Install hip jacks, and end jacks at maximum 10' on center, while Install hip jacks crane continues , and end to hold girder in jacks atmaximum 10' oc place. Instate los gatos de cadera y los gatos extremos a 10 pies maxima en centro mientras la grua continda mantener el travesaflo en lugar. Note: Attach jack trusses to top chord and bottom chord of girder truss. The connection to the top chord is important as it helps to stabilize the top chord of the girder. Sujete los trusses de gatos a ía cuerda superior y la cuerda inferior del truss de travesano. La conexiOn por encima es importante porque ayuda a estabili- zar la cuerda superior del Ira vesaflo. Step 3 Install all remaining end and side jacks with all permanent truss-to- bearing connections (e.g., hangers and tie-downs). Instate todos los gatos extremos y gatos do rincOn restantes con todas las conexiones permanentes de truss-a-soporte (Ej. colgadores y soportes de anclaje). Step 4 Install the next hip truss with snort Mer 2x4 short member temporary Lnt Tar Lateral lateral restraints. Attach each short member temporary - lateral restraint to the top - chord of the hip girder and - adjacent hip truss with two nails at each connection. The short member temporary lateral restraints should be - --long enough to extend at least 1 1/2" past the top chord of each truss. Place short member temporary lateral restraints at pitch breaks and at intervals along the top chords in accordance with Step 2 on page 2. Instate el prôximo truss de cadera con 2x4 restricciones latera/es temporales para miembros cortos. Sujete cada restricciOn lateral temporal del miembro corto a ía cuerda superior del travesaño do cadera y at truss de cadera contiguo con dos c/a vos a cada conexiOn. Las restricciones laterales temporales pars miembros cortos deben ser 10 suflcientemente largas coma para extender a un minimo de 1 W pasado do la cuerda superior de cads truss. Cob quo ía restricciOn lateral temporal de miembros cortos a roturas del pendiente y a inte,valos per las cuerdas superiores segUn el Paso 2 an Ia pagina 2. Step 5 Install remaining hip trusses. For the fiat portion of each hip truss, use short member temporary lateral restraints that are at least double the length of the first set of short member temporary lateral restraints (see Figure on next page). For the sloped chords of the trusses, install shprt member temporary lateral restraints according to one of the three options in Step 4 on page 3. Instate los me sta flIes de los trusses do cadera. Para la parts plana do cada truss do cadera use restricciones laterales temporabes do miembros cortos quo son OT to menos dobbs ía Ion gitud del primer grupo de restricciones temporales laterales de miembros cortos (yea la figura an la pmôxima pdgina). Pars las cuerdas pendientes de los trusses, instate las restricciones laterales temporales de miembros cortos segUn uno de las tmes opciones en Paso 4 en la página 3. Long Span Truss Installation InstaIación de trusses de tramos largos DANGER Trusses with clear spans of 60' or greater are extremely dangerous to install and require more detailed safety and handling measures than shorter span trusses. PELSGRO Trusses de 60 pies de largo o más son extmemamerite peligmosos a instalary mequiemen medidas de segumidad y manejo mils detalladas quo trusses do vanos más combs. Before Starting Antes do empezar Hire a registered design professional to design the temporary restraint/ bracing, the permanent individual truss member restraint/bracing and to supervise the erection process. This Is a requirement in the IBC. Centrals un Pro fes/onal Registrado do Diseno para proveer un plan de resfncciOn/arriostre temporal do los permanentes miembros individ- us/es de bra guero y para supervisor at proceso do erecciOn. Esto es el requisi(o en algunos codigos de construcciOn. Develop a safe, effective truss installation method and inform all crew members of their roles. Elabore un método segumo y efectivo de la instalaciOn de trusses o informe a todos las miembros del personal de sus pa poles. Use personnel who have experience installing trusses 60' and greater in span. Utilice instaladores quienes tienen expenencia on instabam trusses de 60 pies o més do tramo. Ensure that the walls and supporting structure are stable and adequate- ly restrained and braced. Asegürese quo las paredes y /a estructura soportante son estables y adocuadamente restringidas y arriostradas. Have all necessary lifting equipment and building materials on hand. Make sure the crane operator understands the special hoisting require- ments of long span trusses (see BCSl.BI). Tenga todo el equipo de Ievantary los mater/ales do construcción necesarios a la mono. AsegUrese quo el opomadom de grüa entiende los requisitos especiabes de levantar los trusses de tramos largos (yea BCSI-B1). Attach to s Locate tru 10' s Spreader bar oc at / above or stiffback max. mid-height I s- Tagline Spreader bar 2/3 to 3/4 truss length For trusses up to and over 60' - Attach to A truss at Spreader bar 10' 00 or stiffback max. L_.._ Spreader bar 2/3 10 to 3/4 truss length - For trusses up to and over 60' Tips For Safe and Efficient Installations Consejes para instalaciones seguras y eficientes Assemble the first five trusses with all structural sheathing, restraint and bracing, either as the trusses are installed or built as a unit on the ground and lifted into place. Ensamble los pr/memos cinco trusses con todo el entablado estructural, restricción y arriostre, ya sea cuando los trusses son instalados o so los construyen como una un/dad en la tierma y Se los Ievantan en su lugar. Keep trusses straight during hoisting to minimize bending out-of-plane. Mantenga los trusses demechos durante el levantamiento pars minimizar at doblado fuera-de-plano. Add a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is installed. Agregue un soporte temporal en el centre para proveer més estabilidad y quedarlo en lugar hasta quo todo el arriostre do estabilidad permanente de construcción es instaiado. Apply structural sheathing to the top chord as the trusses are being installed. Aplique el entablado estructural a la cuerda superior mientras los trusses estén instalados. Install all permanent individual truss member restraint and bracing imme- diately. Instate (ado e/ arriostre y restrlcciOn permanents de miembros de trusses individuales inmediatamente. Irder FALL PROTECTION & TRUSSES DANGER Do not walk on trusses or gable end frames ly- ing flat, they do not have the structural strength to support a worker safely white oriented flat. ,PELIGRO! No camine sobre entramados ni estruc- turas do muro piñon dispuestos horizontalmento ya quo no poseen la resistencia estructural para poder soportar a un trabajador con seguridad con orientaciOn horizontal. Evaluación de Peligros de Trabajos en Sitios EspecIficos La protección contra caidas y las medidas de seguridad son especIficas para cada sitio de trabajo o edificio. El método apropiado para la protección contra caldas de- berá determinarse siguiendo una evaluaciôn do peligros en el trabajo (JHA) especIficos, realizados por una per- sona que esté calificada (1) que pueda disenar, instalar y utilizar sistemas de protecciOn para caidas, y que esté autorizada para corregir cualquier problema. La JHA tiene el propOsito de ayudar en la detecciôn de riesgos e identificar la forma menos peligrosa para instalar entra- mados para un trabajo en particular. Los peligros riesgos de caldas identificados en la JHA serán tratados con métodos con vencionales siempre quo sea posible; por ejemplo: rampas de protecciOn, andamiaje, redes de seguridad, sistema do protección personal para c!eancion de ca/des o plate formas de agarre Los empleados cieberan cons ederar s es seguro disebar e instalar una plataforma/sistema de trabajo seguro airededor do un pellgro. 4ADVERTENCIAJ Todas las soluciones do protocciôn contra caldas vienen con sus propios peligros durante el uso. 5Q20@D9U La so/uciOn de peligros para la protección contra caldas puede ser obvia, pero deborán consider- arse otros peligros al elegir los sistemas de protección contra caidas apropiados para un sitio espocifico. Esto incluye: peligros de carácter eléctrico, como IIneas do conduc- ciOn eléctrica; peligros do objetos lanzados violontamente por el uso do engrapadoras neumáticas do tipo pistola; peligros do tropiezos por cables y materiales de apunta lamiento; y, peligros do nivoles bajos, como un apuntalamionto do pared, contra lo quo no protegen los sistemas de protocciOn contra caidas. Fall Protection Equipment Installation L1 DANGER Individual trusses alone are NOT designed to SUPPORT fall protection equipment. The Contractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of trusses. Refer to ANSI/ASSE Z359.2-2007, Minimum Require- ments for a Comprehensive Managed Fall Protection Program, for guidance in meeting minimum fall protec- tion equipment installation and use requirements. This standard refers to equipment only, and does not apply to the underlying structure to which the equipment is attached.(2) @LiiD@E While the equipment itself may resist the forces generated by a falling worker, it is up to a quali- fied person to determine whether the building's struc- tural system to which the fall protection equipment is attached meets or exceeds this standard as well. Scaffolding Use of interior or exterior scaffolding as a fall arrest system is permitted, but installation and use must adhere to the Standard requirements in 29 CFR 1926.500. Guard Rails Use of guard rails along the perimeter of the work area as a fall arrest system is permitted, but installation and use must adhere to the Standard requirements in 29 CFR 1926.500. Roof Peak Anchors A WARNING Completely brace, per BCSlB1* and BCSI. B2* or sheath trusses, before installing a roof anchor for use I as personal fall restraint system. I Installation and use must adhere to the Standard requirements in 29 CFR 1926.500. A WARNING It is always safest to sheath a section (e.g. 3 or more trusses) of the roof before installing a roof anchor for use as a personal fall restraint system. Installa- tion and use must adhere to the Standard requirements in 29 CFR 1926.500. Instdación de Equipo de Protección Contra Caldas 1PELIGRO! Los entramados individuales por si solos NO están disenados para SOPORTAR equipo do protec- ciOn contra caidas. El contratista será responsable do los medios de con- strucción, los métodos, las técnicas, las secuencias, los procedimientos, los programas y la seguridad en /0 que se refiere a recepciOn, almacenamiento, manejo, insta- laciOn, restricciOn y apuntalamiento do entramados. Consulte ANSI/ASSE Z359.2-2007, Minimum Require- ments for a Comprehensive Managed Fall Protection Program (Requisitos minimos para un programa corn- pleto de protocciOn contra caidas) si desea inforrnación para el cumplimiento do los requisitos minimos para la instalaciOn y uso do equipo de protocciOn contra caldas. Esta norma se refiere a equipo solamente, y no es api!- cable a la estructura subyacente a la que esté acoplado e/ equipo. (2) Aunque el equipo por si mismo puede rosistir las fuerzas generadas por la calda de un tra- bajador, es responsabilidad de una persona calificada doterminar si of sistema estructural dol edificio al quo so acopla of equipo de protecciOn contra caldas cumpie o supera está regulaciOn también. Andamiaje Está pormitido el uso de andamiaje interior o exterior como sistema para dotonciOn do caidas, pero Ia insta- laciOn y el uso deberá adherirse a los requisitos regula- torios descritos en 29 CFR 1926.500. Rampas de Protección Se permite el uso do rampas do protecciOn 8 lo largo del perImetro del area de trabajo como sistema para detenciOn de caldas, pero la instalaciOn y el uso do- berán adherirse a los requisitos de la regulacion quo so oncuentran en 29 CFR 1926.500. Anclajes de Tejado 1ADVERTENCIA! Apuntalo completamente, so gUn BCSIB1* y BCSI-B? 0 forre los entramados, antes de instalar un anclaje de tejado para su uso como sistema personal do restricciOn do caidas. La instalaciOn ye! uso deborá adherirse a los requisitos regulatorios que so indican on 29 CFR 1926.500. JADVERTENCIA! Siompre es más seguro forrar una secciOn (por ojemplo, 3 o más entra- mados) del sistema do tejado antes do instalar un anclaje do tejado para uso como sistema personal do restricciOn do caldas. La instalaciOn y ol uso deborá adherirse a los requisitos regulatorios quo so mdi- canon 29 CFR 1926.500. Site-Specific Job Hazard Assessment Fall protection and safety measures are jobsite and building specific. The appropriate fall protection method must be determined through a site-specific job hazard assessment (JHA) conducted by a qualified person (1) who can design, install, and use fall protection systems and is authorized to correct any problems. The JHA is in- tended to assist in identifying risks and identify the least hazardous way to install trusses for a particular job. Fall hazards identified in the JHA shall be addressed with conventional methods whenever possible, including guardrails, scaffolding, safety nets, personal fall arrest systems or catch platforms. Employers must consider whether it is safer to design and install a safe work platform/system around a hazard A WARN b N G All fall protection solutions come with their own inherent hazards during use. A @&UVD@H Addressing fall protection hazards may be obvious, but other hazards must also be considered when choosing the appropriate site-specific fall protec- tion systems. This includes: electrical hazards, including power lines; projectile hazards while using pneumatic nail guns; tripping hazards from cords and bracing materials; and, lower level hazards, such as wall bracing, which some fall protection systems do not protect against. 1 ' cc ui iii ii 1111 ii: rr All u• hi,!' f;f ft [j if '!;: i! i,, ', O, w I 111111 II'laf liflI ll I H I ii Uti ± flllIffl ID k f (b (D I H I I P fl 111111 I of iPUH PU q* it o cd cn : iRi uPI k!IHIJ I 'I Ak'11i 2g 3.C2/'/i'4V/)\/ & iut F7q7j!ieJ ri1iJIj hu g CLt ;Id ty flj it1S. EUIi fa w la i 4Yt41 N UtilE - a 2L 3 it OR CL RE go- )ji) . ?. , — W'. r. 0,.—.o P!~ g = 1, 1 ' ' 0. r OFfo 0 1' flui';: L I II'I IIQt' . II U LL z CD 0 CD - 4 2 "D I Oi I I IHII'IIII flfl 1I4iiII 1111 IU f; II H !H IijI ilk- KATEHE ID& CD t3 v 52, 610D 91., lb U4 'I ISKA " ' ,, , :j IL!!!, fl qatd et t Ir, I h;1 !: 11111 H H05 V :4 I' _______- 0 - - a 8 - CD j,j 0 gall ma M 0 at u ~ M a 05 Er L 14cx CL 0 00 1H 1111 tfl Hf!rUfl fl RH IIIUft P 1 '3 0 '0 O < . ft' -a 0 b 0 o 9. 'o3•I - -'' . Tj ix 3 rVa a co Cb Cc a a EP 1 I jllj 'f jtg ij U 1IL t ffli[ 1 111 1) L General Notes Notas generales Trusses are not marked in any way to identify the Los trusses no estdn marcados do ningUn inodo que frequency or location of temporary lateral restraint idenlitiquo Is frecuericia a lacalizacion do rest/icc/On and diagonal bracing. Follow the recommendations lateral yarriostre diagonal lemporalos. Use las for handling. Installing and temporary restraining recomendaciones de manejo, instalackin, reslricciOr, and bracing of trusses. Refer to BCSI - Guide to y arriostre temporal de los trusses. lean! folio to BCSI - Guia de Buena Pritctica pars el Manejo, lnstalaciori, Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Restnccidn y Arriostre do los Trusses de Madera Trusses* for more detailed information. Coneclados con Placas do Metal "pars infonrracion Truss Design Drawings may specify locations of man detallada. permanent lateral restraint or reinforcement for Los dibujos de disedo de los trusses pueden ospecificar individual truss members. Refer to the BCSI-B3 las localizaciones do res!ricción lateral permanenle o for more information. All other permanent bracing refuerzo en los miembros individuales del truss. Vea design is the responsibility of the building designer. la hoja resumen BCSI-83 pars mOn infomraciOrr. El resin do los diseflos de arnostros permanentos son Is responsabulidad deldiserlador del edificio. Hoisting and Placement of Truss Bundles Recon,endaciones para ievantar paquetes de trusses DON'T overload the crane. NO sobrecargUe Ia grria. NEVER use banding to lifts bundle. NUNCA use las ataduras pars levantar un pa quote. A single lift point may be used for bundles of top chord pitch trusses up 1045' (13.7 m) and parallel chord trusses up 1030' (9.1 m). Use at least two lift points for bundles of top chord A . . . Do not overload supporting pitch trusses up to 60'(18.3 m) and parallel chord structure with truss bundle. trusses up to 45'(13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' • No sobrecargue la (18.3 m) and parallel chord trusses >45(13.7 m). estructura apoyada con e!paquele de trusses. Puede user on solo luger de to ye r.tar pars paquetes do trusses do Is cuerda superior haste 45'y trusses Place truss bundles in stable position. de cuerdas paralolas de 30'o menos. Use par to Puse paquetes do trusses an una menos dos puntos de levantar con grupos do trusses posicddn eatable. do cuerda superior inclinada haste SOy trusses do cuerdas psralelas haste 45 Use par to menos dos puntos de levantar con grupos do trusses de cuerda superior inclinada mas do SOy trusses de cuerdas parslelas mas de 45 Mechanical Hoisting Recommendations for Single Trusses Recomendaciones para levantar trusses individuales I)LW Using a single pick-point at the peak can damage the truss. Steps to Setting Trusses Las medidas de la instalación de los trusses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first Five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los amostras do t/erra. 2) Instate el primero truss y ate seguramente at arriostre do fierra. 3) Instate los pniximos 4 trusses con restriccidn lateral temporal de miembro carlo (yea abajo). 4) Instate 01 arriostre diagonal do Is cuerda superior (ceo abajo). 5) Instate arriostre diagonal pars los pianos do los miernbms secundarios pars eslabilice los pnmeros crnco trusses (yea abajo). 6) Instate Is restn/c- olOn lateral temporal y arriostre diagonal pars la cuerda inferior (yea abajo). 7) Repita esto proced- imiento en grupos do cd,at,o trusses haste quo todos los trusses estdn Instalados. Refer Is BCSt,B2* for more information. Vea el resumen SCSI-B2- pars mAs informaciOn. Restraint/Bracing for All Planes of Trusses Restricciin/'Rrriostre para todos pianos do trusses Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber. Attach to each truss with at least 2-10d (0.126x3'), 2-12d (0.12853.25') or 2-16d (0.131x3.5") nails. La madors 2x4 clasii'lcada por estrds es Is madera minima utilizada pars restnicciOn lateral y arriostramienlo diagonal. Atarlas a cada braguero con at minirno 2 cIa vos lOd (0. 128x3, 12d (0 128x3.25") o 16d (0. 131x3.5"). This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of nerd column for temporary restraint and bracing of PCTs. Este mOtodo do restricciOn y arriostre as pars todo trusses excepto trusses de cuerdas pars/elsa (PCTs) 3x2 02. Von is parts superior do Is columna pars Is restnicciOn y arriostre temporal do PCTs. 1) TOP CHORD PLANE- CUERDA SUPERIOR Diagonal continuous Lateral Restraint bracing (Cli) spItse reinforcement Truss Member _l Bottom chords Moorran 7 2o., Scab block centen it sverCLR splice Attach Diagonal 10' (3 m)-15" (4.6 m) tones, braces every Is CLR with nsmsmnurrr s-ire 10 truss spaces 20' (0.13553.5) sails each side (6.1 m) max. dspaceororspecifmdbythe f 6ing Designer. I Same spacing as bottom chord Note: Some chord and web members SECTION A-A lateral restraint not shown for clarity. I 3) BOTTOM CHORD PLANE - - (44-miss CUERDA INFERIOR Member Lateral Restraints - 2s4x12' or greater lapped over two trusses Not.: Some chord or CLR splice reinforcement - and web members Bottom - not shown for chords clarity. Diagonal braces every 10 buss spaces 20' (6.1 m) max, 10' (3m) -15(4.6 m) max. Up to 30' 10' (3m) OC rues. El usa de un solo lugar an ci pica pars levantar hocer daflo at truss. (9.1 rn) 60' or less 30'- 45' 8(2.4 m) Oc max. (9.1 m-13.7m) 45-60 6' (1.8 m)oc max ;i& _______________ (13.7 m -18.3 m) trusses. special care to Ut/lice curds do lagllne 4) Approx. 1 truss length 60'- 80' • 4(1.2 m) oc mas. TRUSSES UP T030' 10.1 sri _____. (18.3 ni -24.4 m(' windy weather or especial on TRUSSES HAsTA 30 PIES rvsSaS a Registered Design Professional tor imsnev longer than Nt (It nr) near power lines dies ventosos 0 rbar "Csnsuee eon Pistessletal Regisirads do Dive/to pare i/maeHandling - Manejo and airports cerca do cables Lasale Spreader bar ,k See BCSt,B2** for TCflR options. old clricos o do IOt ' above 51 stlthacii / mae, 15(3 ml bar aeropuentos. ________________yea ol BCSl-B2""" pars las opciones do TCTLR. STA 60 PIES Avoid lateral s length S Refer to BCSt-B3_________5205 pTaglarTo 00110.3 ret for Gable End Frame restraint/bracing/ -- ' -' bending. Spreader bar ______________________ _________ Srmadwrsolo Hast/ales yea at resumen BCSI3 t truss - Evite Ia flexido lateral.45 A TCTLR _____________ - reinforcement information. ___________ Hold each truss in position with the erection equip- Pars informaciôn sobre restriccidn/ -_ '°"' 314 truss length -'H ment until top chord temporary lateral restraint is Tagtve arriostro/refuerzo pars Armazones _______ The contractor "°'' points. TRUSSES COSTA V SOBRE Note: Ground bracing not shown for clarity. installed and the truss is fastened to the bearing TRUSSES UP TO AND OVER or is responsible for Truss attachment 10" or property receiving, Sostenga cada truss en posiciOn con equipo do chrrrent unloading and storing the trusses at the Use proper rigging and Use equipo apropl- gnus haste quo to restriccidn lateral temporal do Ia Repeat diagonal braces for each set of 4 trusses required at support a) J,L jobsite Unload trusses to smooth gut/ace hoisting equipment ado pars levantar cuerda e improviser.superior estd instalado y el truss astO asagursdo an los sopor/tea. Rep/ta los emsotres diagenales para cada grupo de 4 trusses. Section A-A to prevent damage. El contralista tiene Its responsabilidad de recibs d.scargary almacenar adecoadamente los Installation of Single Trusses by Hand IMI LATERAL RESTRAINT & DIAGONAL BRACING ARE trusses an la obra. Doscargue los trusses sabre Recomn.endacciones do levantamiento de trusses Individuales VERY IMPORTANT Trusses 30 (6.1 m)or (9.1 m( or less, una superflcre lisa pars prevenirel daflo per la mano - --- ;LA RESTRICCJÔN LATERAL V EL ARRIOSTRE DIACONAL SON support at near peak. less, support MUY IMPORTAJVTE5! Trusses 20' quarter points. - , - trusses do ,v,os n is r Snporfe en Sopoifo cerca del los puntos P/co/OS -- Trusses up to 20' - de cuarto los ., Trusses up to 30' ' (S)DO NOT NO almacene yen/ti- Trusses may be unloaded directly on the ground store unbraced ca/menlo Jos trusses the time of delivery or stored temporarily in bundles upright. sue/los. with the ground after delivery. If trusses are to be stored for more than one week, place blocking of - - sufficient height beneath the Stack of trusses at 8' (2.4 m) to 10' (3m) on-center (oc). Los trusses pueden son descargados directamente an at suolo an squad momento do ontroga o alma- cerrados temporalmente an corrtacto con el saab I despuds do enrh-ega. Silos trusses estarOn guards- dos pars mOs de una somana, pangs bloquos do - a/lure ga/blente debajo cIa la pita do los trusses a 8 -" - hasta lo pies encentro(oc). If trusses are to be stored for more than one week, Q DO HOT store o my a an uneven ground e vi cover bundles to protect from the environment Pare trusses guarriados par rods cio una semana, -'------- cut/na los pequetos pare protogenlos del ambient.. Refer to BCSI"" for more detailed information pertain- ing to handling and jobsite storage of trusses. - ' - Vea el to/Iota SCSI'" pare /nforrnaciOn mO.s detal- tada sobre at man ejo y elmacenado do los trusses on eI sitio de tra ba/a. - Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restrkción y arriostre para trusses de cuerdas paraleIas 3s2y4x2 it' (3m) or Diagonal bracing Repeat diagonal bracing every 1St/u ss spaces 30' Refer to GCS I-B? "" for more information Vea at resumen BCSl-87" 1. r Para rues informaciôn Apply diagonal trace Is vertical webs at end of cantilever and at bearing locations All lateral restraint lapped at least two trusses. 'Top chord temporary lateral restraint spacing shalt be 10'(3 in) no max. for 3x2 chords and 15(4.6 m) as for 42 chords. -- Installing - lnstalación Max. Bee Truss Length Tolerances for Out-of-Plane. 0/50 0 (ft.) 314" 12.5' Tolerancias para Fuers-de-P/ano. 114" 1' (19 mm) 7l8 (3.8 in) 14.6 Length -a- Max. Bow 5mm 0.3 in (22 mm) __ (.5 n) _______ Length Mick. Botii 1/2" (13 min 2' 0.6 m 1" (25 min) 16.7 (5.1 ml 3/4" 3' 1-118" 15.8' (29 min) (5.7 m) 1- 4' 1-114" 20.8' b' punte (32 mm) (6.3 m( Tolerances for Out-of- , , _' line 1-1/4" 5' 1-3/8" (35 mm) 22.5 (7.0 m) Plumb. 1-1/2" 6' 1-1/2" 25.0' Tolorancias pars Fuersa- f50 max1 (11.8 ml (38 mm) (7.6 m) Plomada. 1-3/4" 7 1-3/4" 29.2' jjj) (44 mm) (8.9 m) Construction Loading L 2" all. jj 2" (51 mm) >33.3' (10.1 m) ry ac •5V5fltI ...awa Q DO NOT proceed with construction until all lateral restraint and bracing is securely and property in place. NO proceda con Is construcciOn hssta quo lodas las restric- c/ones latensles ylos arriostres esten colocadoa on lbmra aproplada y segurs. DO NOT exceed maximum stack heights in table at right. Refer to SCSI-B4- for more information. NO e.xceda las alturas mOximas do montdrt. yea 01 resumen BC.Sl-54'" pars mOs informaciOn. 1 Based on truss live load 0140 polar greater. For other conditions, contact -AIDE iLe!L a Registered Design Pmtessiortal. 2. los I stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid-span, on cantilevers or overhangs. NUNCA spite los matenales corca do un pica, a contra do Is luz, an cantilevers a aleros. IIIS DO NOT overload small groups or single trusses. NO sobrocargue pequeflos grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sot/re tantos trusses coma sea p05/tile Position loads overload bearing walls. Coloque las cargas sabre las parades soportantes. Alterations - Plteradones tiiiiiiA1 Refer to BCSt-B5.' Trims bracing not show lot daft We Cl rag amen BCSl-B5. ax (J 00 NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corto, attere o peilore ningUn miennbro estructural do an truss, a menos quo estd especiticamente permit/do an ad dibujo del disc/to del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses quo se harm sobrocargado duranto Is constrc,ccidn In han sido alterados sin Is sit/or- Izaci6n previa del Fabricante do Trusses, pueden hacer nulo y sin ofocto Is garantla limltada del Fabricante its Trusses. Cssiaei the Caerpo,r.nl M.euhietiinee for omane lnlse,raOa,r or sacrsslt a R.glat.e.d Design Prei.saiaeal to, assistance. NOTE The less rrr4eiiioulorer and Irons designer m.iy on Ore pre.uewiree that the soebradem end oem operator IN applicable) are pestesidavalo we/ the capability to iwdelabe the wee they have agreed moos On sly ones pralieo. It Sr. connector seacoast sea/tn asslsianse in sonic aspard or the oamra000tlee prslaa, it should seek aoleslanse hoer a xampetomml party. The methods arid pr00a45es 55t11ne4 in 04s dnoarrrenl are intended to nsa/ire that are eon/at osnstniuhs.r IeoiwIgues employed will pin Or. trusses into pUs. SAFELY These resrernrmeiidaiaos for handliog, nslaBrr9. reseslm4.9 arid bracrmg trans.e amre based woo the usOaatloe aop.nenua of leading parsonnei eordred with truss debar', manatactame and eeraenssmr. brim am/am. due 10 tIre malone St respsnelb011ie. Inusixed. 5. eesa'se only one GUIDE for rise by • qrret8ed build/mg designer or cant/elan Os not hmlnmrdad that MoO meuoeneemmdabans be Interpreted as superior to de build/me de5195am's design spaoifioaiier for hairlSeg. in.iaIkrg. restraining and owing trusses and ft does not pmauiude the Sea slather eq,avaierrr methods for renndlnlngosaCies and pr0510n5 .i.b*ly for the webs. ussirmer.. Osams, roof. and III the inwrrel.ied 551/rd/i/al bijidleg osespoeelmss as delimited by the c50050m. Than, SaCS eaprensly dladsorrs any mesponathiry for damages e0nr5 hoer the us.. .pçillCaiiee, or rellanu, an the r.commaridaliamrs and /mtsnmiadorr sanlalned her/mn SBCA 5300 Enlarpns. tori. "Madison, Sa 53718 60e-274-4848 " sbclnduslr/.coer IWkRN11en7 190204 OtuNGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IPELIGRO! El resultado de un manejo, levantamie.nto, instaiaciôrr, iestriccidn y amsotre incorrecfo puede ser Is cattle do Is eslruclura a sOn peor heridos o muertos. A 3ELJ Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. OITI/11IO(ThtáIP Ut/lice cautela a! quitar las ataduras o los pedazos de metal do sujetar pars evitar dano a los trusses y preverrlr Is honda personal. Lie ye ci equipo proteciivo personal Para ojos, pies,iiiwius Y iAlaiiilu Li A Use fta t puede 20 pies o ' 5'J ..----'---.-' menos Trusses hosts 20 pies pies a menos. Trusses haste 30 pies Temporary Restraint & Bracing Restriccion y arriostre temporal 0767MRefer to BCSI-82" for more Information '4-7Top Chord Temporary .1 Lateral Restraint Vea at resumen BCSl-B2"' pars mais informacicIn. CTLR) of top chord temporary lateral restraint (see table Locate ground braces directly in line with all rows 2x4 min. in the next column). Coloque los arrioslres de theirs pars el primer truss Too, tyP diroctamente an lines con cada una do las fl/as de B first lateral temporal do la cuerda superior (yea Ia table an Is prUxime columns). 5- 00 NOT walk on unbraced trusses. bofors erection of NO camine sobre trusses sue/toe. additonal DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. trus NO as pare an votadizos cerchas haste 4 ii Revostimiento esfrucfural he sido aplicado a Is armadura y voiadizos. Material Height Gypsum Board 12' 1305 mml pflrweoil orOSB 1E l4 mmi Asphalt Shingles 2 bundles Concrete Block 8" (253 min) Clay Tile 3-4 tiles high 12-08-00 11-05-00 11-01-08 17-07-01 123-07-08 T 9-02-00 13-04-00 10-01-00 F-11Ak 3 lilyll 7/8 DR BM 1 H1 12-02-08 11-10-08 3 112x11 718' OR BM - - AAD r 5 : N\ h — — — - : 111Th' iH =iivr.0 1~ 525/12 F I CTTrusFrame. California 'People, Drive, Honor._ Our Formula for Success!" 2800 TULLY RD 22-05-08 13-08-00 14-07-08 HUGHSON CA 95326 __________ TEL 209-883-8000 FAX 209-883-8001 www.CalTrusFrame.com THIS IS A TRUSS PLACEMENT DIAGRAM . ONLY These trusses are designed as individual building components to be incorporated into the building design at the 10-10-00 specification of the building designer. See individual design sheets for each truss design T /7.1 7/I' FL BM identified on the placement drawing. The building designer is responsible for permanent bracing of the roof and floor system and for the 1 _••3/ overall structure The design of the truss sii 5/12 support structure including headers beams, rs oi walls, and columns is the responsibility of the J . building designer. Framer is responsible for accurate spacing of trusses - • i, "( ) as designed and called out on placement plan. All AT0UL V trusses spaced at 24" oc unless noted otherwise. ATOG 7 0 SYMBOL LEGEND A 5/12 EJ Attic Access ATOS - - - - - - / - AT02 Recessed Lights RAG I Return Air Grill s?D_ X/12 — Slope & Direction AKOS Hip AKO7 sox. ' Framing AK/ r- Valley Framing label ___________________________________________________ 5/12 ' l-1-08 J.v-1 LA AK03 I - 1— AKOI 0 C/) 0 rS;Hniv --- - < 00 < zu_ AS01 U) =- - < a c/ Z 1 C/) H —J - z > Z LLJ 66' 1p < 0 _ o < —J jT —U~l L AU . 9-030 0 o 10-00-00 Lu uJ 13-02-08 7403-00 4-11-08 124)6-00 20-07-00 28-11-08 224)9-00 13-04-08 7-04-00 7-11-00 PROJECT No M31948 Approved fl R6j*01501 BLOCK LIST 1 HARDWARE LIST flApp..d.sNos.d flR.vlsa and Resabmut DESIGNER: PG ID DESCRIPTION QTY Puce 101N END HEIGHT V86 2)'6V22 7i16 STD 1 0-2 - SBI 256X22 7/15" SHPD 6 - 5 0-4-1 S82 ] 2X8522 7716" SHPD 8 5 0-4-11 SB3 228X22 7i16" SHPD it 5 0-6-5 SB4 2)i10722 7//6' SHPD 5 5 0-9-1 TYPICAL CONNECTIONS SIMPSON USP QTY "TRUSS" "GIRDER" AUO4 AWO4, kA04, AAOS, 41 AHI2-AHO LUS24 I ii I 5206-Al/10 I L2S26 I 6 5U05, ALIt1-AU13 H5526 I 5 I AZO1 LUS24-2 I JACKS - TJC37 22 TRUSS TO WALL CLIP A35 I75 This review is only for general conformance with the design concept of tee prolect end general compliance oath lie intOnnOtive given In iso Contract uocUnienic. Corrections or comments made on the shop drawings DATE 1 2/30/202 and submittals do not relieve the contractor born compliance with 550 requirements of the plans and specifications. Approval of 0 epecatc item shol not REVISIONS include approve1 of an assembly of which 188 toni is a cornp000nf. Contractor si responsible for: dinvensions end guan0fIee to be confirmed and correlated atom jobsite. information that pertains solely folio fabn,cafioo processes or the means, methods, techniques saqioocos end procedures of construction; coordination of the *0th with other trades, and for performing al work in a sate and satisfactory manner. THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. Structural Edge Engineering ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. :RJA Date: 12/3012020