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HomeMy WebLinkAbout2721 GREENOCK CT; ; CBR2019-1239; PermitBuilding Permit Finaled (7cityr of Carlsbad Residential Permit Addition Print Date: 08/07/2020 Job Address: 2721 GREENOCK CT, CARLSBAD, CA 92010-6515 Permit Type: BLDG-Residential Work Class: Parcel #: 2081123600 Valuation: $301,783.06 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Permit No: CBR2019-1239 Status: Closed - Finaled Applied: 05/17/2019 Issued: 11/19/2019 Finaled Close Out: Inspector: LStor Final Inspection: 08/07/2020 Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Project Title: Description: HAMMOND: 1,239 SF ADDITION AND 1,476 REMODEL// NEW 280 SF AUATCHED 2ND GARAGE FEE AMOUNT BUILDING PERMIT FEE ($2000+) $1,343.10. BUILDING PLAN CHECK FEE (BLDG) $1,009.75 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $13.00 STRONG MOTION-RESIDENTIAL $39.23 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1- MEDIUM $55.00 Total Fees: $3,221.08 Total Payments To Date: $3,221;08 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 bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are-hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 16,35. Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check Est. Value PC Deposit 5A7Ae1 Date Y\Y Job Address 2kt\ r\Oe C)\ .1 A \1 (J(A C)t (' Suite: CT/Project #: Lot #: Fire Sprinklers: yes i9 Air Conditioning: yes BRIEF DESCRIPTION OF WORK: \'\('1\_Yt'1NVidQ\ Addition/New: L?' Living SF, Deck Patio SF, Garage SF lsthis to create an Accessory Dwelling Unit? Yes i) Ne teple s/a, if yes how many? Remodel: SF of affected area Is th7are a-c6ersion or change of use? Yes i3 El Pool/Spa: SF Additional Gas or EIctricaI Features?1 El Solar: _______ KW, Modules, Mounted: Roof/ Ground, Tilt: Yes / No, RMA: Yes / No, Battery: Yes / No Panel Upgrade: Yes / No 0 Reroof: 0 Plumbing/Mechanical/Electrical Only: Other: . \ APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: &\'. W\ñ'(\c\ Name: &Y- C(\ c\ Address: 1\1..\ RV.t . Y\QC *. Address: 1'ct\ V-U \eCJ4- Cil City: COV%MA State:Qk Zip: \tO 0 City: kaA _State:Ct Zip: Phone: Rt. S '2.. 9 Phone: 401, 5'\'LI '6-7 CJ\(V\ Email: 'e_,\6 Y—@- - Calm DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: City: State: Zip: City: State: Zip: Phone: Phone: Email: Email: Architect State License: State License: Bus. License:________________ (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 {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A): 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. 0 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: Policy No. Expiration Date: O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to 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. CONTRACTOR SIGNATURE: DAGENT DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for 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). as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The .-_ Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes 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 / 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): S. I will provide some of the work, but I have contracted (hired) the followj,tflersons 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 AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime after the work is commenced for a period of 80 days (Section 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: ?4-L DATE: s 1 t7 /1 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcCarIsbadca.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 05/17/2019 Owner: COOWNER HAMMOND ERIK & HAMMOND MEGAN Work Class: Addition Issue Date: 11/19/2019 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 11/18/2020 Address: 2721 GREENOCK CT' IVR Number: 19169 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS , Passed BLDG-Building Deficiency Gas meter relocation Yes 08104I2020 0810412020 BLDG-Final Inspection 134650-2020 , Failed ' Chris Renfro ; Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency See back of card for corrections, Please No provide GFCI receptacles on kitchen island, GFCI receptacles required in all garage outlets, double check breaker labeled rm #1 & #2 for correct wiring, keeps tripping. Add stoop landings to all exterior exits. BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No, / !!L Passed Chris Renfro Complete ] Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final V Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Friday, August 7, 2020 Page 4 of 4 Permit Type: BLDG-Residential Application Date: 05/17/2019 Owner: COOWNER HAMMOND ERIK & HAMMOND MEGAN Work Class: Addition Issue Date: 11/19/2019 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 11/18/2020 Address: 2721 GREENOCK CT IVR Number: 19169 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0410712020 04/0712020 BLDG-32 Const. 124103-2020 Passed Chris Renfro Complete Service!Agrlcultural(Te mp) Checklist Item COMMENTS Passed BLDG-Building Deficiency Completed on 4/6/2020 by Pete. Yes 04124/2020 04/2412020 BLDG-82 Drywall, 125591.2020 Passed Tony Alvarado Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-18 Exterior Lath and April 24, 2020— exterior siding Yes Drywall underlayment paper and flashing around all windows-approved. Inspection requested per owner. BLOG-23 Gas-Test-Repairs April 24, 2020— gas test and approve. Yes BLDG-84 Rough 125590.2020 Passed Tony Alvarado . Complete Combo(14,24,34,44) - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency April 24, 2020 need adequate attic area No roof vents Ift. Squared/150 ft.2 per code. Informed owner/contractor. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 05101/2020 05l01I2020 BLDG-16 Insulation 126238-2020 Passed Peter Drelbelbls Complete Checklist Item COMMENTS Passed BLDG-Buiiding Deficiency Yes 05/1212020 05/1212020 BLDG-17 Interior 127179-2020 Passed Paul Burnette Complete Lath/Drywall - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05I22!2020 05I22/2020 BLDG-22 Sewer/Water 128334-2020 Passed Peter Dreibelbis Complete Service - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-23 128335.2020 - Passed Peter Drelbelbls Complete Gas/Test/Repairs - - - - Friday, August 7, 2020 Page 3 of 4 Permit Type: BLDG-Residential Application Date: 05/17/2019 Owner: COOWNER HAMMOND ERIK & HAMMOND MEGAN Work Class: Addition Issue Date: 11/19/2019 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 11/18/2020 Address: 2721 GREENOCK CT IVR Number: 19169 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0311712020 0311612020 BLDG-21 122299-2020 Cancelled Michael Collins Reinspectlon Incomplete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency No Checklist Item COMMENTS Passed BLDG-Building Deficiency March 17, 2020: No Inground/under slab plumbing pipe line leak. Underground plumbing inspection not ready. 0311812020 0311812020 BLDG-21 122589-2020 Passed Tony Alvarado Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency March 17, 2020: No Inground/under slab plumbing pipe line leak. Underground plumbing inspection not ready. 0311912020 03119/2020 BLDG-15 Roof!ReRoof 122718-2020 Passed Tony Alvarado Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Trusses design does not match No BLDG-Building Deficiency March 19, 2020: Yes 1. Engineered truss roof design and calcs In plan check And will be provided in field at next inspection. Slight deviation from existing approved roof truss design system. 2. Provided roof sheathing/nailing inspection (only), OK to dry-in roof system, due to rain events. 03I20I2020 03I20/2020 BLDG-13 Shear 122835.2020 Passed Tony Alvarado Complete Panels/HD (Ok to wrap) - - - -• - 0410112020 04/01I2020 BLDG-21 123786-2020 Passed Tony Alvarado Complete UndergroundlUnderflo - or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency April 1, 2020— Yes sewer lateral from point of connection at dwelling location to point of connection before sidewalk area-ok. Underground plumbing pipe connections under water test scope of work approved. Friday, August 7, 2020 • Page 2 of 4 Building Permit Inspection History Finaled kr7city of Carlsbad PermitType: BLDG-Residential Application Date: 05/17/2019 Owner: COOWNER HAMMOND ERIK & HAMMOND MEGAN Work Class: Addition Issue Date: 11/19/2019 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 11/18/2020 Address: 2721 GREENOCK CT IVR Number: 19169 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1211812019 BLDG-24 Rough!Topout 114277.2019 Cancelled Luke Storno Reinspection lnóomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 12103/2019 1210312019 BLDG-SW-Pre-Con 112527-2019 Passed Luke Storno Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Installing straw waddles at time of No inspection. 1211812019 1211812019 BLDG-24 RoughlTopout 114186.2019 Failed Luke Storno Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 1212312019 1212312019 BLDG-24 RoughlTopout 114520.2019 Cancelled Lukó Storno Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Work not ready No 01/07/2020 01107/2020 BLDG-21 115715.2020 Passed Luke Storno Complete UndergroundlUnderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building beficiency No 0111312020 01113/2020 BLDG-11 116131.2020 Passed Luke Storno Complete FoundatlonlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01114/2020 01/14/2020 BLDG-11 116331.2020 Cancelled Luke Storno Reinspection Incomplete Foundation/FtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency V• V No 03/03/2020 03/03I2020 BLDG-IS RooflReRoof 121152-2020 Failed Michael Collins Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Trusses design does not match No Friday, August 7, 2020 Page 1 of 4 w.o. 7660-4 SC- DATE/-t320 NAME C it! Slø6t1 HOURS IS Geotechnical • Coastal • Geologic • Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: Project Name: 7l/ (c. C...T. Location/Tract: 4-Z41 iit/Phase/Lot(s): A5oii %l IL,)irkr7 "9 Referenced Geotechnical Report(s): Di 0/ Observation Summary Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions //! Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. it—initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing //9 Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. Initials Date Initials i* Date A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The setback was in general accordance with the recommendations of the geotechnical report. Notes to Superintendent/Foreman (1.oting xc vations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing.(I #,'e.( i/Ô/z) This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector 41I AedId"1 "° values, corrosivity, and soil expansion index test results are contained in the of grading. Representative of of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ma, CA 92701 Murrieta, CA 92562 (760) 438-3155 (714) 647-0277 (951) 677-9651 w.o. 7é1ø-4-sc DATE/Z/9/ NAME___________ HOURS Geotechnical Coastal • Coastal • Geologic • Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: Project Nam: Z721 C, Location/Tract: 272-1 ac4 Ci C4i4441 e10 Unit/Phase/Lot(s): /?e,i4- Referenced Geotechnical Report(s): 1,24 r 7- Z 2.- / c 4 r Observation Summary Initials A representative of GeoSoils, Inc. observed onsite soil and footing trench conditions. Soil conditions 1L),. Date in the trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. Initials A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing /2.lh Date excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. Initials A representative of GeoSoils, Inc. reviewed footing setbacks from slope face (if applicable). The /i4 Date setback was in general accordance with the recommendations of the geotechnical report. Initials ACI', 4/ af &. ø .-larj Date 4AJ11 2'hr,C Li '21.7I)m mø6 Notes to Superintendent/Foreman "I' Footihgexcavationshould be cleanedpfloosedebrisInd thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoàking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. This memo does not confirm the minimum footing dimension as required by the project structural engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are contained in the As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. Representative of GeoSoils, Inc. 5741 Palmer Way 1446 E. Chestnut Ave. 26590 Madison Ave. Carlsbad, CA 92008 Santa Ma, CA 92701 Murrieta, CA 92562 (760) 438-3155 (714) 647-0277 (951) 677-9651 w.o. DATE NAME HOURS MEMO 5741 PALMER WAY CARLSBAD, CALIFORNIA 92008 (760) 438-3155 • FAX (760) 931-0915 CLIENT TRACTAPd z 112-3(.a LOCATION 2721 KA SUPT________________________ CONTRACTOR ' 1 -4 • I I'4?Z AI Iy4L4t 6 'Y2" a-, J)1i14— dUf# I ; ii - h# Z -eeb. -7- ,i-i-, 7I? z... q L g 4AAieI 4,1_ X.i d',P t6e 4,(c.. - GeoSoils, Inc. BY: PAGE _____ —OF E:/wp/forms/memosant.wpd E FOR", of SPECIAL INSPECT IEC Development Services Carlsbad AGREEMENT Building Division NOV 19 2019 1635 Faraday Avenue B-45 760-602-2719 CITY OF CARLSBAD www.carlsbadca.gov BUILDING DIVISION In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: .- 23 Project Address: _212.-t Geeoc.. C+, Ccxk sLc, CA. iZ.oIO THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERAUTHORIZED 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) E CXir<... Z.. Al"\t'\ON P (First) (M.I.) (Last) Mailing Address: 2-1L\ 6 9- & SJOCJc CT CAc'-LSAc) 1 c.A.Ok 7-6 10 Email: PVi.'—( )€xeJ\\J'e2f0Yv\Qs. COvr Phone: I am: Property Owner U Property Owner's Agent of Record UArchitect of Record UEngineer of Record State of California Registration Number: Expiration Date:____________________ 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 on the ppioved plans and, as required by the California Building Code. Sig Date: 11 hal / IC.% CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check if you are Owner-Builder Name: (Please print) TL t'i AMMOI'J (First) (MI.) (Last) Mailing Address:_Z12- CCJ_c.r. L,4R.L13At, CA, qLO)cD Email: ceros Phone: L/fs5Cj 2 .oI G:3 - State of California Contractor's License Number: Expiration Date: 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 a final report/letter incompliancewithCBC Section1704.1.2 prior to requesting final Date: I 1/ic/ic2. B-45 Page 1 of 1 Rev. 08/11 DATE: November 13, 2019 JURlSDlCTlOFirlsbil' EsGV/ il A SAFEbuiIt'Company APPLICANT f PLAN CHECK #.: CBR2019-1239 SET: II PROJECT ADDRESS: 2721 Greenock CT PROJECT NAME: Addition & Remodel for Hammond Residence El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. El 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 the applicant that the plan check has been completed. El EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (J J (by:11/l Email: Mail Telephone Fax In Person REMARKSPlease complete the attached City's special Inspection for By: Abe Doliente Enclosures: Uc EsGil 11/4/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V EsGil A SAFEbuitt'Company DATE: May 28, 2019 JURISDICTION: Carlsbad PLAN CHECK #.: PROJECT ADDRESS: 2721 Greenock CT PROJECT NAME: Addition & Remodel for Hammond Residence U APPLICANT U JURIS. Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. LII 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: Erik Hamond LI 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: Erik Hammond Telephone #: 408-592-9635 Date contacted: (by: ) Email: erik@werevivehomes.com Mail Telephone Fax In Person E REMARKS: By: Abe Doliente Enclosures: EsGil 5/21/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-1239 May 28, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1239 PREPARED BY: Abe Doliente DATE: May 28, 2019 BUILDING ADDRESS: 2721 Greenock CT BUILDING OCCUPANCY: R3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Addition 1239 169.50 210,011 Garage 280 36.98 10,354 Remodel 1476 46.51 68,649 Air Conditioning 1239 5.39 6,678 Fire Sprinklers 1519 4.01 6,091 TOTAL VALUE 301,783 Jurisdiction Code Icb IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee Type of Review: 0 Complete Review 0 Structural Only Repetitive Fee vi Repeats O Other Hourly Hr. @ * EsGII Fee I $819.331 Comments: Sheet 1 of 1 Carlsbad CBR2019- 1239 May 28, 2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-1239 JURISDICTION: Carlsbad PROJECT ADDRESS: 2721 Greenock CT FLOOR AREA: Addition - 1239 SF Garage addn - 280 SF Remodel - 1476 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: May 28, 2019 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/21/19 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc.. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2019- 1239 May 28, 2019 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. PLANS All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in the walls/doors facing or containing bathtubs or showers where the bottom exposed edge of the glazing is less than 60" above the standing surface. The window adjacent to the shower at the master bathroom must comply. FOUNDATION REQUIREMENTS Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. This is a city requirement. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. Carlsbad CBR20 19-1239 May 28, 2019 5. If the soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 6. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). STRUCTURAL 7. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 8. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. 9. Provide supporting structural design calculations to show how you arrived at the proposed beams, shear walls and HF's on the plans. 10. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2). Please complete the attached City's Special Inspection form. Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. Soils. Special inspection should be provided for placement of fill 12 inches or more deep in accordance with Section 1705.6. ENERGY CONSERVATION 11. When replacing or modifying the mechanical system: If applicable. If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. Note: The CFI R-ALT-HVAC form may be submitted at the final inspection, it is not required at initial plan submittal. Carlsbad CBR2019- 1239 May 28, 2019 MISCELLANEOUS Provide another exhaust fan outside the water closet compartment at the master bathroom. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes E3 No L3 15. 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 Abe Doliente at EsGil. Thank you. Carlsbad CBR20 19-1239 May 28, 2019 CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 DeveloDment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when Work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: Project Address: THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print) (First) (MI.) (Lest) Mailing Address: Email Phone:________________________ I am: OProperty Owner OProperty Owner's Agent of Record DArchitect of Record DEngineer of Record State of California Registration Number Expiration Date:___________________ AGREEIVIENT:e 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 on the approved plans and, as required by the California Building Code. Signature: Date: CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: Please check if you are Owner-Builder 0 Name: (Please print) (First) Mailing Address:_________________________ Email: State of California Contractor's License Number: (MI) (Lost) Phone: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspeôtions 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 frequencyof 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 arovide a final reoort/ letter in comoliance with CBC Section 1704.1.2 orior to reauestinu final inspection. Signature: Date: B-45 Page 1 of 1 Rev, 08/11 SHEAR SCHEDULE REV. PER 2016 CALIF. BLDG. CODE (110112017) WALL NAILING FOUNDATION SHEAR TRANSFER SHEAR SHEAR WALL MATERIAL NAIL PANEL INTER R8'xlO" MIN. BOTIOM MIN-' NAILS AND A-35 TJI BLIVG MICRO LAM RIM JSTIBLIG SHEAR WALL VALUE EDGE SPACE A.B. SPACING PLATE NAILING BLOCKS SPACING TO PLATES WI SIMPSON CLIPS WALL 1 260 3/6" CDX OR OSB PLYVQD * 8d 6" IT 32' olc 16d @ I0"olc 16d @6"o!c 16" 16d @6" a/c A35 @ 16"olc 2 350 3/8" CDX OR OSB PLYWD * 8d 4" 12" 1 24"olc 16d @ 10"olc 16d @4"oIc 12" 16d @6"o/c A35 © 12"o/c 2 "3 490 3!8"CDXOROSBPLYWD. 3xSILI. * * 8d 3" 12" 24"alc 3/8"6 LAGS 16" O!c(PREDRILL) 16d@4"O1C 8" 16dt616"olc STAGGERED A35©8"oIc *3 4 640 318" CDX OR OSB PLWID, 3x SILL * * 8d 2" 12" 12"o!c 3!8'x6' LAGS 12" OIC(PREDRILL) 16d@4"OIC 8" 16d 186" a/c STAGGERED A35©8" ala '4 * 5 no I2"DXOROSB PLYWD, __________________________ 5 * io __________ 2" 8"o/c ___________ 3I8"x6' LAGS 9" a/c (PREDRILL) 16d@4 0/C 6' 16d (016" ok STAGGERED A35@6" dC * 5 -6 870 112" PLYWD, STRUC I 3xSILL * • * io 2" 12" 8"olc 3!8"6' LAGS 8" olc(PREDRILL) 16d©4"OIC 6" 16d (01 6" dc STAGGERED A35@6"olc *6 10 1 UCCO WI PAPER BKD. 718" S19211% LATH 114" FURRING MIN.) 11 GA. 1-112" 7116" HEAD 6" 6" - - 48"o/c 16d © 10"o!c 16d@8" a/c 24" 16d © 6"olc A35©24"o!c 10 SHEAR SCHEDULE NOTES * FRAMING AT ADJOINING PANEL EDGES SHALL NOT BE LESS THAN 3x OR WIDER AND NAILS SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 P.L.F. IN WOOD STRUCTURAL SHEAR WALLS: * USE 8d(2WxO.131" COMMON. 2Wx0.113 GALV. BOX) ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER. IN SHEAR WALLS WHERE THE TOTAL WALL DESIGN SHEAR ... USE 10d(3"xO.148" COMMON. 3"xO.128" GALV. BOX) DOES NOT EXCEED 600 P.LF., A SINGLE 2" NOMINAL SILL PLATE IS PERMITTED IF ANCHORED BY A USE CDX, CC, OR SRD W/ EXT. GLUE IN LIEU OF STRUCTURAL PLYWOOD. TWO TIMES THE NUMBER OF BOLTS REQUIRED BY DESIGN. WOOD STRUCTURAL PANEL JOINT THESE VALUES ARE FOR DOUG. FIR. OTHER LUMBER SPECIES MAY REQUIRE AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. CHANGES (USE OF OSB OR SIMILAR PRODUCTS INSTALLED PER I.C.C. THE FOLLOWING SHALL APPLY FOR SHEAR WALLS GOVERNED BY WIND OR SEISMIC LOADS: APPROVAL IS ADEQUATE) B. PROVIDE 2x BLOCKING AT HORIZONTAL PLYWOOD PANEL JOINTS. A. THE MINIMUM NOMINAL ANCHOR BOLTS DIA. SHALL BE 5/8". C. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING NOTE THAT THIS WILL REQUIRE A MINIMUM DISTANCE FROM THE ENDS OF THE SILL PLATES TO BE 4-3/8" (AND A MAX. OF 12'). IS LESS THAN 6" 0/c PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3x OR WIDER (OR 2-2x) AND B. PLATE WASHERS (MINIMUM SIZE OF 3"x3"x0.229" SHALL BE USED ON NAILS STAGGERED ON EACH SIDE. EACH ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO D. WHERE NAILS ARE SPACED AT 2" 0/c, THEY SHALL BE STAGGERED AND 3x BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIA. AND A SLOT LENGTH NOT TO EXCEED 13/4", PROVIDED OR WIDER (OR 2-2x) FRAMNG MEMBERS SHALL BE USED AT ADJOINING A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER PANEL EDGES. AND THE NUT. E. USE '/j'—xlO" SILL BOLTS (7" MIN. EMBED INTO CONCRETE) AT 6'-0" O.C. SPACING C. NO POWER DRIVEN PINS SHALL BE USED IN LIEU OF ANCHOR BOLTS IN ALL BEARING WALLS FOR STRUCTURES TWO STORIES OR LESS (4'4- O.C. AT THE EDGE OF SLAB. SPACING REQUIRED FOR THREE-STORY STRUCTURES). F. USE TITAN HD '/,"—x6"L (FOR 2x PLATES) OR TITAN HD Y2"—X9L (FOR 3x PLATES, (2)-2x PLATES), ESR 1056 IN LIEU OF SILL BOLTS AT SAME SPACING TO 2500 P.S.I. FDN. WHERE ALLOWED PER LOCAL CODE. City 0 d 18-5-0 11-7-0 6-0-0 2 FAMEM 36(0 Iik NMI 100 / 9 NOTES: 9 - - 1-. R I.I RU11JLTRUS 0• - - = 2 161 1 • _FAE0PSTVDBEAIII10WUS. )D11ION11MCAT1Ot4I11lE _Rms.nvermE&n m - - - - - - / I 11i = Hammond Remodel: _i J5 _D5O1WDPTS5O75D. 5. SJML1RUSSEWUSTHESPAmDAT Putch:4 d1 5 6.IONOTCUT.IMI1U..O5.4L11'.R Overhang: 26" Heel Height: STD sd Spacing: 24" - - - - - - Loading: 20-15-10 I 12-5-0 -. / Al co M Dl - 0 0 0 Designed By: SL Checked By: Job Number: Simpson Strong-Tie Company, Inc. TRUSS DESIGN DRAWINGS & DETAILS 5956W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Prepared for: Aloha Lumber and Truss, Inc. I1.i Hammond Remodel I!(l 8/22/2019 4:47 PM 92273 Notes: The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Truss Manufacturer. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. It is the Building Designer's responsibility to review the truss design drawings to insure compatibility with the Building design, Refer to all notes on the individual truss design drawings. 14 Truss Design Drawing(s): 1-Al: SID 536921 5-B2a: SID 536925 9-DI: SID 536929 13-Fl: SID 536933 2-A2: SID 536922 6-Cl: SID 536926 10-D2: SID 536930 14-F2: SID 536934 3-BI: SID 536923 7-C2: SID 536927 11-El: SID 536931 4-132: SID 536924 8-C2a: SID 536928 12-E2: SID 536932 Component SolutionsTM Important Information & General Notes General Notes Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSIITPI 1. Refer to ANSI/TPI 1 Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. TDDs should not be assumed to be to scale. The Contractor and Building Designer shall review and approve the Truss Submittal Package. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss-to-Structural Element connections except Truss-to-Truss connections. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. Unless specifically stated otherwise, each Design assumes trusses willi be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained temperature is greater than 150°F. S. Trusses are designed to carry loads within their plane. Any out-of- plane loads must be resisted by the Permanent Building Stability Bracing. Design dead loads must account for all materials, including self-weight. The TDD notes will indicate the mm. pitch above which the dead loads are automatically increased for pitch effects. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. Camber is a non-structural consideration and is the responsibility of truss fabricator. Handling, Installing, Restraint & Bracing The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job-specific details, refer to BCSI. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong-Tie is not responsible for providing these services. Trusses require permanent lateral restraint to be applied to chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purlins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSl-B3 or BCSI-137, supplemental bracing details referenced on the TDD, or as specified in a project-specific truss permanent bracing plan provided by the Building Designer. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. S. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-133). Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. Piggyback assemblies shall be braced as per BCSI-133 unless otherwise specified in the Construction Documents. For floor trusses, when specified, Strongbacking shall be installed per BCSI-B7 unless otherwise specified in the Construction Documents. Symbols and Nomenclature 5x7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5x7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of II = ** the plate length (and tooth slots) for square and nearly square plates. 10-3-14 Dimensions are shown in feet-inches-sixteenths (for this example, the dimension is 10'-3 14/16"). I Joints are numbered left to right, first along the top chord and 2 then along the bottom chord. Mid-panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). \ When this symbol is shown, permanent lateral restraint is \'4 required. Lateral restraint may be applied to either edge of the \\ member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. r Bearing supports (wall, beam, etc.), locations at which the truss is required to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. ._ Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is responsible for verifying that the capacity of the support j material exceeds the indicated PSI, and for all other bearing design considerations. Truss-to-Truss or Truss-to-Structural Element connection, which require a hanger or other structural connection (e.g., l'tLT toe-nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/IPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). SCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org). NOS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org). TD-GEN-0003A 5/2019 Project Name: Hammond Remodel Qty: I Truss: Al Custol71er: - SID: 0000536921 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of I 2-0-14 6-2-8 6-2-8 .2-0-14, 6-2-8 12-5-0 1 2 3 4 5 4/12 5x6pri -4/12 Ito Not Notch DD Not Notch j T II It 3-15 3-15 lo i 3x6pm 3x6pm Typical plate: 1.54 I 6-2-8 6-2-8 I I 6-2-8 12-5-0 1 6 7 8 9 10 5 1. 1. 12-5-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5. or AS18S6) indicated by -18 Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- -Wind Load Spec Additional Design Check------- PSF Live Dead Our Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yea BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 PIt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Ninimums(Pfmin): No Wind DL(paf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL 92 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LI. L/360 L/999( 0.00) 1- 6 Webs 2x4 DFL 12 1 1-03-04 863 37 12-05-00 Vert DL L/180 L/999( 0.00) 1- 6 Other 2x4 DFL #2 6 2-07-12 105 424 12-05-00 Vert CR L/240 L/999( 0.00) 1- 6 10 9-09-04 105 424 12-05-00 Horz LI. 0.75in ( 0.10) 9Jt 5 Member Forces Summary 5 11-01-12 863 37 12-05-00 Hors CR 1.25in ( 0.13) @Jt 5 .Mem... Ten Comp .csi. Reactions not shown: down < 400 and up < 150 TC OH- 1 94 0 0.62 ---- Reaction Summary (plf) Vert CR and Horz CR are the vertical and 1- 2 46 20 0.14 .Jnt-Jnt React -Up- --Width- horizontal deflections due to live load 4- 5 46 20 0.14 1- 5 10 0 12-05-00 (reduced) plus the creep component of deflection 5-OH 94 0 062 Max Horiz - -31 / +31 at Joint 1 due to dead load, computed as Defl_LL + BC 1- 6 126 151 0..54 ((Cr - 1) x Def1DL in accordance with 5-10 126 151 0.54 ANSI/TPI 1. 7 126 151 0.11 Loads Summary 8 126 151 0.05 This truss has been designed for the effects of an unbalanced top chord 9 126 151 0.05 live load occurring at (6-02-081 using a 1.00 Full and 0.00 Reduced Bracing Data Summary 9-10 126 151 0.11 load factor. Bracing Data ------------ Web 1- 2 117 117 0.30 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 2- 3 177 81 0.36 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 3 4 177 81 0.36 Tooth-Holding reduction factors applied:Green Lumber 3- 8 109 321 0.03 Plate offsets (X, Y): 4 5 117 117 0.30 (None unless indicated below) Notes Jntl(1003,0206), Jnt2(0113,0012), Gable webs are attached with min. 1x3 20 ga.plates. The max.rake Jnt3(00-02,00-11), Jnt4(-01-04,00-09), overhang - 1/2 the truss spacing. If this truss is exposed to wind Jnt5(10-01,-02-07) loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI - 53. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size FES requirement to transfer unblocked diaphragm loads across those joints. H. 90 A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. max. 355 for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. cIV OF CA% 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design alIens and requirements supplied by Compo nent Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates t1liá I Trues Studio acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the i 'Important Information & General Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector 1f ___________________ 2018.9.0.105 plates are 20 gauge, unless the specified plate size is followed by a "-18' which indicates an 18 gauge plate, or 5# 18. which Indicates a high tension 18 gauge plate. it s) STId Helpdesk: 1-866-252-8606 CSHe1p8atrongtie.ccm 4/12 4x4' -4/12 3.5" 3.5" P1 Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary .Mem... Ten Comp .CSI. TC OH- 1 94 0 0.62 2 101 879 0.55 3 101 879 0.55 3-011 94 0 0.62 BC 1- 4 776 0 0.43 4 776 0 0.43 Web 2- I 278 0 0.05 Project Name: Hammond Remodel -- Qty: 3 Truss: A2 - - - Customer: - SID: 0000536922 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 2-0-14 6-2-8 I 6-2-8 2-0-14 6-2-8 - 12-5-0 6-2-8 6-2-8 I I 6-2-8 12-5-0 4 3 12-5-0 Plates -- Simpson strong-Tie 20 ga (A520) or 18 ga (AS18HS. AS18S5. or AS1856) indicated by 1-18' Code/Design: CBC-2016/TPI-2014 PSF Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 tue 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(l.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 73.0 ft B - 45.0 ft M.R.H(h) - 15.0 ft Xzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Sususary(Lbs) ---------------- .Tht --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1. 01-12 719 1 03-08 00-12 DFL 625 3 12-03-04 719 1 03-08 00-12 DFL 625 Max Horiz - -27 / +27 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 16-02-08) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.03) 4- 3 Vert DL L/180 L/999(-0.04) 4- 3 Vert CR L/240 L/999(-0.07) 4- 3 Hors LL 0.75in I 0.09) @Jt 1 Hors CR 1.25in I 0.10) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as DeflLL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual buss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates 1I I'A I [s1• Component Solutions Truas Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the important information & General 2018.9.0.105 Notesr page for additional Information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector ii N is1) iidJ Helpdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a 18 which Indicates an 18 gauge plate, or 5# 18, which Indicates a high tension 18 gauge plate. CSHelp@strongtie.com Project Name: Hammond Remodel Qty: I Truss: BI Custopler: - SID: 0000536923 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 2-0-14 . 4-10-14 4-1-2 4-1-2 4-10-14 ., 2-0-14 4-10-14 9-0-0 13-1-2 ' 18-0-0 1 3 4 5 6 3 9 5x8pm 4/12 -4/12 4x12 xl2pm Do Not Notch Ito Not Notch Ff1 :1315 0 0 C 3x6pm 3x6 3pm Typical plate: 1.5x4 4-10-14 4-1-2 4-1-2 4-10-14 4-10-14 9-0-0 ' 13-1-2 18-0-0 1 10 11 12 13 14 15 16 9 1. 18-0-0 1. Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS. A518S5, or A51856) indicated by 1-18' Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- - Wind Load Spec Additional Design Check------- PSF Live Dead Du r Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-lo Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: 11 Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) N.R.H(h) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes B - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridNW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL 02 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999( 0.00) 16- 9 Webs 2x4 DFL #2 1 1-03-04 747 34 18-00-00 Vert DL L/180 L/999( 0.00) 16- 9 Other 2x4 DFL #2 10 2-10-10 61 338 18-00-00 Vert CR L/240 L/999( 0.01) 16- 9 11 4-10-14 410 9 18-00-00 HOrz LL 0.75in C 0.10) @Jt 9 Member Forces Summary 15 13-01-02 410 9 18-00-00 Horz CR l.25in C 0.13) @Jt 9 . .Mem... Ten Comp .CSI. 16 15-01-06 61 338 18-00-00 IC OH- 1 94 0 0.62 9 16-08-12 747 34 18-00-00 Vert CR and Horz CR are the vertical and 2 48 16 0.11 Reactions not shown: down < 400 and up < 150 horizontal deflections due to live load 3 0 2 0.00 ---- Reaction Summary (plf) plus the creep component of deflection 8 0 2 0.00 Jnt-Jnt React -Up- --Width due to dead load, computed as DeflLL + 9 48 16 0.11 1- 9 10 0 18-00-00 (reduced) (Ncr - 1) x DeflDL in accordance with 9-OH 94 0 0.62 Max Horiz -46 / +46 at Joint 1 ANSI/TPI 1. BC 1-10 142 291 0.53 9-16 142 291 0.53 10-11 142 291 0.13 Loads Summary Bracing Data Summary 11-12 138 284 0.05 This truss has been designed for the effects of an unbalanced top chord -----------Bracing Data ------------ 12-13 138 284 0.04 live load occurring at (9-00-00) using a 1.00 Full and 0.00 Reduced Chords; continuous except where shown 13-14 138 284 0.04 load factor. Web Bracing -- Hone 14-15 138 284 1516 142 291 0.05 0.13 See Loadcase Report for loading combinations and additional details. Web 1- 2 227 65 0.36 Dead Loads may be slope adjusted: > 12.0/12 Plate offsets (X, Y): 2- 4 304 55 0.41 Tooth-Holding reduction factors applied:Green Lumber (Hone unless indicated below) 4 5 71 84 0.32 Jnt1(-09-11,-02-05), Jnt2(02-14,01-03), 4-11 93 352 0.03 Jnt4(00-03,00-12), Jnt5(-00-01,01-00), 4-13 252 5 0.04 Notes Jnt6(-00-04,00-13), Jnt8(-02-04,00-14), 6 71 84 0.32 Gable webs are attached with min. 1x3 20 ga.plates. The max.rake Jnt9(09-15,-02-06) 5-13 84 296 0.04 overhang - 1/2 the truss spacing. If this truss is exposed to wind 8 304 55 0.41 loads perpendicular to the plane of the truss, it must be braced 6-13 252 5 0.04 according to a standard detail matching the wind criteria shown, or 6-15 93 352 0.03 according to the Construction Documents and/or BCSI - 83. 8- 9 227 65 0.36 Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 FESsI o& degrees LH. Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. 'pm' A next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning C85355 requirements. The top chord may be notched 1.5" deep x 3.5' wide at 24" o.c. max. for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. Civi 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual truss Is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates t11 'AI .i i ComponeSnt Solutions acceptance of professional engineering responsibility ty solely for the truss component design shown. See the cover page and the 'Important Information & General Truss tudio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc In accordance with ESR-2762. All connector ___________________ 2018.9.0.105 plates are 20 gauge, unless the specified plate size Is followed by a'-18 which indicates an 18 gauge plate, or "S# 18. which Indicates a high tension 18 gauge plate. Helpdeak: 1-866-252-8606 Csliel.p#atrongtie . cots Project Name: Hammond Remodel Qty: 8 Truss: B2 Customer: - SID: 0000536924 TID: 92273 Date: 08/23/19 Truss Mir. Contact: SL Page: 1 of 1 2-0-14 4-10-14 4-1-2 4-1-2 4-10-14 ,, 2-0-14. ' 4-10-14 9-0-0 13-1-2 18-0-0 1 2 3 4 5 4/12 -4/12 T 3x5 Ln II 0 0 Ii,_ 3x5 3-15 3x5 315 'rr X X 1.5x4 3x6 1.5x4 3.5 3.5 -. 4-10-14 4-1-2 4-1-2 4-10-14 4-10-14 ' 9-0-0 13-1-2 18-0-0 1 6. 7 8 5 1. 18-0-0 'l. Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS. AS18S5, or AS18S6) indicated by -18' Code/Design: CBC-2016/TPI-2014 Snow Load Specs ----------- -Wind Load Specs Additional Design Check------- P50' Live Dead Dur Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: I. - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 PIt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW OR Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL #2 mt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999(-0.06) 6- 7 Webs 2x4 DFL #2 1 01-12 970 0 03-08 01-01 DFL 625 Vert DL L/180 L/999(-0.08) 6- 7 5 17-10-04 970 0 03-08 01-01 DFL 625 Vert CR L/240 L/999(-0.14) 6- 7 Member Forces Summary Max Horiz - -42 / +42 at Joint 1 Horz LL 0.751n ( 0.08) @Jt 1 .Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.10) i7Jt 1 IC OH- 1 94 0 0.62 2 145 1705 0.31 Loads Summary Vert CR and Horz CR are the vertical and 3 156 1241 0.32 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 4 156 1241 0.32 live load occurring at 19-00-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 5 145 1705 0.31 load factor, due to dead load, computed as Defl_LL + 5-011 94 0 0.62 See Loadcase Report for loading combinations and additional details. (Kcr - 1) x Defk..DL in accordance with BC 1 6 1571 38 0.39 ANSI/TPI 1. Dead Loads may be slope adjusted: > 12.0/12 5 8 1571 38 0.39 Tooth-Holding reduction factors applied:Green Lumber 7 1571 38 0.39 8 1571 38 0.39 Bracing Data Summary Web 2- 6 209 0 0.03 ----Bracing Data ------------ Notes 7 45 567 0.17 7 472 0 0.08 Chords; continuous except where shown Designed for green lumber that will be seasoned by time of Web Bracing -- None 7 45 567 0.17 installation. 4- 8 209 0 0.03 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate offsets(x,Y): degrees Plates located at TC pitch breaks meet the prescriptive minimum size (None unless indicated below) requirement to transfer unblocked diaphragm loads across those joints. ESS/ C8555 L4V CIVI 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this indMdusl truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates 1 k'il [iJ Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector Iivr LI) $T14J Helpdeak: 1-866-252-8606 '.18' •S# plates are 20 gauge, unless the specified plate size Is followed by a which indicates an 18 gauge plate, or 18', which indicates a high tension 18 gauge plate. CSHelp@strongtie.com Project Name: Hammond Remodel Qty: I Truss: B2a Custopler: - .-.. SID: 0000536925 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 2-Ply 2-0-14 5-1-14 3-10-2 3-10-2 5-1-14 2-0-14 5-1-14 9-0-0 12-10-2 ' 18-0-0 1' 1 2 3 4 5 3x 4/12 . -4/12 3 T0 '-II II II 6 3-15 4x 10 3-15 ..Lz 3.5 4. 4. 4. 4. t t t -98# -98# -98# -98# 817# 817# 817# 817# 5-1-14 3-10-2 3-10-2 5-1-14 ' 5-1-14 9-0-0 12-10-2 18-0-0 1 6 7 8 5 1. 18-0-0 1. Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5. or AS1BS6) indicated by -18 Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- - Wind Load Spec Additional Design Check------- PSF Live Dead Our Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) = 115 mph 10 psf Won-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 pat BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L = 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb IC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 2 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb IC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Ncr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMN ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL #2 Reaction Summary(Lbs) IrusaSpan Limit Actual(in) Location BC 2x6 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999(-0.08) 8- 5 Webs 2x4 DFL #2 1 01-12 2565 15 03-08 01-06 DFL 625 Vert DL L/180 L/999(-0.08) 8- 5 5 17-10-04 2442 13 03-08 01-05 DFL 625 Vert CR L/240 L/999(-0.17) 8- 5 Member Forces Summary Max Heriz - -40 / +40 at Joint 1 Harz LL 0.751n I 0.04) 9Jt 5 .Mem... Ten Comp .CSI. Harz CR 1.251n C 0.09) @Jt 5 IC OH- 1 98 0 0.36 2 275 4500 0.35 Loads Summary Vert CR and Hors CR are the vertical and 3 278 2606 0.18 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 4 278 2604 0.15 live load occurring at (9-00-00) using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 5 252 4808 0.31 load factor, due to dead load, computed as Defl_LL + 5-OH 98 0 0.36 See Loadcase Report for loading combinations and additional details. (Ncr ANSI/IPI - 1) x DeflDL in accordance with BC 1- 6 4256 156 0.77 1. (User-created load combinations exist on this truss.) 5 8 4542 135 0.79 Dead Loads may be slope adjusted: > 12.0/12 6- 7 4256 156 0.48 Concentrated Loads - Based on Live Load 7 8 4542 135 0.48 Domain Load Uplift Location Dir Description Bracing Data Summary Web 2- 6 1024 0 0.09 Transfer loads: Bracing Data ------------ 2- 7 52 2023 0.12 BC 817 0 1-07-12 Vert C2 6 -90 Deg Chords; continuous except where shown 3 7 1379 83 0.12 BC 817 0 3-07-12 Vert C2 6 -90 Deg Web Bracing -- Hone 4 7 28 2328 0.13 BC -98 -32 5-07-12 Vert C2a 6 -90 Deg 4 8 1268 0 0.11 BC -98 -32 7-07-12 Vert C2a 8 -90 Deg Plate offSetS(X,Y): BC -98 -32 9-07-12 Vert C2a 9 -90 Deg (None unless indicated below) BC -98 -32 11-07-12 Vert C2a 6 -90 Deg ,3nt1 (-01-06, -00-07), Jnt5 (01-06. -00-07) BC 817 0 13-07-12 Vert C2 6 -90 Deg BC 817 0 15-07-12 Vert C2 6 -90 Deg Tooth-Holding reduction factors applied:Green Lumber 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows(rows staggered): IC, 1-row(s) of lOd Nails (0.12011 die. x 2-7/8" mm.) 6 12.0" o.c. BC. 2-row(s) of lOd Nails (0.120" dia. x 2-7/8" mm.) 6 12.0" o.c.** WB, 1-row(s) of lOd Nails (0.120" dia. x 2-7/8" mm.) 6 9.0" o.c. ** Use additional fasteners of the same type within +/-12" of the location (a) indicated (except where approved hangers are used with 19 fasteners that transfer the load to all plies): BC:1-07-12, 4, BC:3-07-12, 4, BC:13-07-12, 4 BC:15-07-12, 4 rn Notes Designed for green lumber that will be seasoned by time of t installation. - Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Civil t. degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those 8/23/2019 joints. NOTICE A copy of this design shall be furnIshed to the erection contractor. The design of this individual buss is based on design criteria and requirements supplied by component Solutions the Tress Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates I1IiY I Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the important Information & General 2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-ne Company. Inc in accordance with ESR-2762. All connector SRdJ Nelpdeak: 1-866-252-8606 '-18' plates are 20 gauge, unless the specified plate size Is followed by a which indicates an 18 gauge plate, or 5f 18'. which indicates a high tension 18 gauge plate. CSHe1p8aOngtie .com Project Name: Hammond Remodel Qty: I Truss: CI Customer: - 9(0: 0000536926 lID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of I 2-0-14 5-2-8 2-11-4 6-9-8 2-5-0 5-2-8 8-1-12 9_0;_18 16-0-0 18-5-0 1 2 3 4 5 67 8 6x6' 4/12 4x6pm 4/12 I r1i Do riot Notch M 1,-I 3x8pm xl4pm II 3x4pmss (0 3x4 I I 3-15 I 5x 42101.5x4 2x4 12-0-14 pm 5 3x6 x6= 350 29" 2/12 -2/12 3x6pm 'I'plcal plate: 1.Sx4 5-2-8 2-11-4 -o-i 6-9-8 2-5-0 ' 5-2-8 8-1-12 9-2-8 16-0-0 18-5-0 1 9 10 11 12 13 14 15 16 8 1. 18-5-0 1. Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18NS, A51855, or AS1BS6) indicated by 1-18' CBC-2016/TPI-2014 Snow Load Spec------------ -Wind Load Spec Additional Design Check------- Code/Design:PSF Live Dead Our Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 pit 1.25 1.60 N/A Thermal Condition: All Others(l.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind OL(psf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Feb Tolerance: 20% Creep (Kcr) 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridNW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL 92 Reaction Sumisary(Lbs) TrusaSpan Limit Actual(in) Location BC 2x4 DFL 62 Jnt --X-Loc React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999(-0.00) 15-16 Webs 2x4 DFL #2 1 01-12 516 18 03-08 00-09 DFL 625 Vert DL L/180 L/999(-0.00) 15-16 Other 2x4 DFL #2 -- 17-01-12 0 0 2-05-00 00-05 DFL 625 Vert CR L/240 L/999(-000) 15-16 6 15-11-07 589 90 7-10-04 Harz LL 0.751n ( 0.06) 0Jt 1 Member Forces Summary Reactions not shown: down < 400 and up < 150 Hors CR 1.25in 1 0.08) If Jt 1 .Mem... Ten Comp .CSI. ---- Reaction Summary (plf) ----- TC OH- 1 91 0 0.62 Jnt-Jnt React -Up- --Width- Vert CR and Harz CR are the vertical and 2 3 6 0.03 1- 12 72 0 7-10-04 horizontal deflections due to live load 7- 8 17 5 0.01 12- 16 49 0 7-10-04 (reduced) plus the creep component of deflection BC 1- 9 23 4 0.07 Max Noriz - -36 / +61 at Joint 1 due to dead load, computed as Defl LI. + 8-16 35 45 0.15 (Kcr - 1) x DeflDL in accordance with 9-10 23 32 009 ANSI/TPI 1. 10-11 27 19 0..03 Loads Summary 11-12 27 20 0.03 This truss has been designed for the effects of an unbalanced top chord 12-13 56 9 0.05 live load occurring at (9-02-08) using a 1.00 Full and 0.00 Reduced Bracing Data Summary 13-14 27 17 0.06 load factor. Bracing Data ------------ 14-15 27 18 0.07 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 15-16 29 15 0.08 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None Web 1- 2 39 29 0.02 Tooth-Holding reduction factors applied:Green Lumber 3 62 22 0.15 Plate offsets(X,Y): 4 65 81 0.16 (None unless indicated below) 3-10 72 297 0.03 Notes 3nt3(00-13,01-00), Jnt4(-00-01,00-09), 3-12 40 21 5 65 54 0.00 0.20 Gable webs are attached with mm. 1x3 20 ga.plates. The max.rake Jnt5(0,01-05), Jnt6(-02-09,01-15), 4-12 54 212 002 . overhang - 1/2 the truss spacing. If this truss is exposed to wind .3nt7(-06-10,02-03), Jnt8(10-10,-02-07), 6 56 127 0.79 loads perpendicular to the plane of the truss, it must be braced jntl2(0,-00-12), Jnt16(0,-00-13) 5-13 72 361 0.04 according to a standard detail matching the wind criteria shown, or 7 168 62 0.82 according to the Construction Documents and/or SCSI - 83. 6-13 45 0 0.01 Designed for green lumber that will be seasoned by time of 6-16 65 101 0.01 installation. 8 145 58 0.27 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC breaks meet the minimum size pitch prescriptive FESS requirement to transfer unblocked diaphragm leads across those joints. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. 110! I II The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. max. HI C8535 5 for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. C V1 PC 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by compo Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates I1Ik So Studi nent I Truss V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the i "Important Information & General ___________________ 2018.9.0.105 Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates am20 gauge, unless the specified plate size is followed by a -18' which Indicates an 18 gauge plate, or S# 18% which indicates a high tension 18 gauge plate. He1aSk: 1-866-252-8606 cSHelp@atzongtie.com 4/12 6x6= 1.5x4 - -4/12 I '-I Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary . .Mem... Ten Comp .CSI. TC ON- 1 91 0 0.62 2 329 3096 0.39 3 243 2592 0.39 4 259 2516 0.30 5 215 2141 0.81 6 302 2226 0.47 BC 1- 7 2935 263 0.79 9 2122 283 0.44 8 1945 113 0.68 9 2156 289 0.70 Web 2- 7 112 601 0.09 3- 7 130 175 0.02 4- 7 918 53 0.16 4- 8 434 0 0.07 5- 8 168 415 0.31 5- 9 127 341 0.03 Project Name: Hammond Remodel Qty: 5 Truss: C2 Custoer • SID: 0000536927 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: lofi 2-0-14 .. 5-3-6 2-10-6 -o-i 6-9-8 2-5-0 5-3-6 8-1-12 9-2-8 16-0-0 I 18-5-0 1 2 3 4 5 6 8-1-12 -o-i 6-9-8 2-5-0 8-1-12 9-2-8 16-0-0 ' 18-5-0 1 7 8 9 E 18-5-0 Plates -- Simpson Strong-Tie 20 ga (A520) or 18 ga (AS18HS, A518S5, or ASl8S6) indicated by 1-18' Code/Design: CBC-2016/TPX-2014 PSF Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 paf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed (V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L 73.0 ft B - 45.0 ft M.R.N(h) 15.0 ft Kzt 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC 9.0 BC 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridbtW Additional Design Check------- 10 pa! Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Suminary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1000 0 03-08 01-01 DFL 625 6 18-03-08 816 0 03-00 NCR DFL 625 Max Horiz - -32 / +57 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [9-02-08] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrusaSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.16) 1- 7 Vert DL L/180 L/954(-0.22) 1- 7 Vert CR L/240 L/564(-0.38) 1- 7 Harz LL 0,75in C 0.08) @Jt 6 Harz CR 1,251n ( 0.18) @Jt 6 Vert CR and Harz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as De!l_LL + (Kcr - 1) x DeflDL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) jntl(-00-07,-00-02), Jnt4(0,-00-05), Jnt7(0,-00-04), Jnt8(-0O-02,-00-10), .lnt9(0,-00-10) 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the important Information & General Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc In accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a -18 which Indicates an 18 gauge plate, or 18, which Indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2018.9.0.105 Helpdesk: 1-866-252-8606 - CSHelp@stroncjtie.com 4/12 -4/12 r;4 mi I 3-15 I 3.5" 16-1-12 6x6 Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary . .Mem... Ten Comp .CSI. TC OH- 1 91 0 0.62 2 224 2457 0.38 3 129 1836 0.32 4 147 1767 0.22 5 115 1472 0.72 6 458 87 0.75 BC 1- 7 2333 163 0.73 9 73 367 0.21 8 1308 18 0.58 9 87 407 0.43 Web 2- 7 122 646 0.10 3- 7 99 202 0.02 4- 7 797 28 0.14 4- 8 266 0 0.04 5- 8 1708 94 0.30 5- 9 222 1002 0.10 Project Name: Hammond Remodel Qty: 4 Truss: C2a Customer: - SD: 0000536928 TID: 92273 Date: 08/23/19 Truss Mir. Contact: SL Page: 1 of I 2-0-14 . 5-3-6 2-10-6 -o-i 6-9-8 2-5-0 5-3-6 8-1-12 9-2-8 16-0-0 ' 18-5-0 1 2 3 4 5 6 I 8-1-12 -o-' 6-9-8 2-5-0 8-1-12 928 16-0-0 18-5-0 1 7 8 9 18-5-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS. AS18S5, or AS18S6) indicated by '-18" Code/Design: CBC-2016/TPI-2014 PST Live Dead Dur Factors TC 200 15.0 Live Wind Snow BC 0..0 10.0 Lum 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Ncr) - 2.0 OH Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 73.0 ft B - 45.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Sumisary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 863 0 03-08 00-15 DFL 625 9 16-01-12 1161 1 03-08 01-04 DFL 625 6 18-03-08 22 259 03-00 HGR DFL 625 Max Horiz - -32 / +57 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (9-02-081 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: ) 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 1- 7 Vert DL L/180 L/999(-0.17) 1- 7 Vert CR L/240 L/667(-0.28) 1- 7 Hors LL 0.75in ( 0.05) @Jt 6 Hors CR 1.25in C 0.11) @Jt 6 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Ncr - 1) x Oaf 1_DL in accordance with ANSI/Tt'I 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) ,7ntl(-01-07,-00-08), Jnt4(0,-00-05), Jnt5 (-00-05,00-02), Jnt7 (0, -00-04). Jnt8(00-07,-00-01), Jnt9(0,-00-13) 8/23/2019 NOTICE A copy of this design shalt be furnished to the erection contractor. The design of this individual buss Is based on design criteria and requirements supplied by the Truss Manufacturer and miles upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates tall i!al IIi. Component Solutions Truss Studio V acceptance of professional engineering responsibility solely for the buss component design shown. See the cover page and the "Important information & General ___________________ 2018.9.0.105 Notes" page for additional information. All connector plates shalt be manufactured by Simpson Strong-Tie Company, inc in accordance with ESR-2762. All connector He1pak: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed bye '-18" which indicates an 18 gauge plate, or "S# 18', which indicates a high tension 18 gauge plate. CSHelp@stzongtie.com Project Name: Hammond Remodel Qty: I Truss: Dl Custorner: - SID: 0000536929 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 8-6-0 3-0-0 5-2-8 6-3-8 2-0-14. 8-6-0 11-6-0 16-8-8 ' 23-0-0 I' 1 2 3 4 5 6 7 5x8pm A r 4/12 -4/12 5x14pm To DD Mt Mitch i I II DD t Mitch u-Il 10 I 3x8p 3x4pmm lu-I II 3-15 -i'. 5x6= 4 3x5pm 3-15 I 5x8 3x6pm 35" 2/12 -2/12 5x 3x6pm Typical plate: 1.5x4 8-6-0 3-0-0 5-2-8 6-3-8 8-6-0 11-6-0 ' 16-8-8 23-0-0 1 8 9 10 11 12 7 1. 23-0-0 1. Plates -- Simpson Strong-Tie 20 ga (A520) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by 1-18' Code/Design: CBC-2016/TPI-2011 2014 Snow Load Specs ----------- - Wind Load Spec Additional Design Check------- Live Dead Dur Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb IC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb IC Safe Load: No Repetitive Member increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 9.0 BC 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R Yes Fab Tolerance: 20% Creep (Ncr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary IC 2x4 DFL 92 Reaction Summary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL 82 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/884(-0.22) 1- 8 Webs 2x4 DFL 92 1 01-12 732 6 03-08 00-13 DFL 625 Vert DL L/180 L/627(-0.31) 1- 8 Other 2x4 DFL 01B 10 16-10-01 1747 0 6-03-08 Vert CR L/240 L/366(-0.54) 1- 8 2x4 DFL #2 12 20-03-14 169 330 6-03-08 Horz LL 0.75in 1 0.07) @Jt 1 7 21-08-12 452 375 6-03-08 Horz CR 1.25in C 0.16) 9.3t 1 Member Forces Summary Reactions not shown: down < 400 and up < 150 .Mem... Ten Comp .CSI. ---- Reaction Summary (pIE) Vert CR and Horz CR are the vertical and TC OH- 1 91 0 0.62 .lnt-Jnt React -Up- --Width- horizontal deflections due to live load 2 0 147 0.24 10- 7 10 0 6-03-08 (reduced) plus the creep component of deflection 6- 7 46 16 0.10 Max Horiz - -60 / +59 at Joint 1 due to dead load, computed as DeflLL + 7-OH 94 0 0.62 (Ncr - 1) x DeflDL in accordance with BC 1- 8 1467 0 0.86 ANSI/TPI 1. 7-12 182 1754 0.58 Loads Summary 8- 9 1425 0 0.38 This truss has been designed for the effects of an unbalanced top chord 9-10 173 1640 0.33 live load occurring at (11-06-00) using a 1.00 Full and 0.00 Reduced Bracing Data Summary 10-11 182 1754 0.16 load factor. Bracing Data ------------ 11-12 182 1754 0.12 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown Web 1- 2 108 1393 0.60 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- Hone 3 131 1522 0.78 Tooth-Holding reduction factors applied:Green Lumber 3 4 86 314 0.71 Plate offsets(X,Y): 3 8 650 0 0.11 (None unless indicated below) 9 127 1438 0.29 Notes Jnt3(0,00-09), Jnt4(-00-01,00-15), 5 74 314 0.53 4- 9 95 80 0.01 Gable webs are attached with mm. 1x3 20 ga.plates. The max.rake Jnt5(-00-13,00-04), Jnt7(10-03,-02-06), 6 1910 96 0.64 overhang - 1/2 the truss spacing. If this truss is exposed to wind Jnt8(O,-OO-12), Jntlo(0,-00-13) s- 9 1793 42 0.31 loads perpendicular to the plane of the truss, it must be braced 5-10 171 1390 0.15 according to a standard detail matching the wind criteria shown, or 7 1776 81 0.30 according to the Construction Documents and/or BCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size ESS/ requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the indicates that the has been plate size plate user ft4LHo4 modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. max. (( (, C855 for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. CIVI 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates Ii •1i• acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General ___________________ Truss Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc In accordance with ESR-2762. All connector ___________________ 2018.9.0.105 Ijui plates are 20 gauge, unless the specified plate size Is followed by a '-18 which indicates an 18 gauge plate, or 'S# 18', which indicates a high tension 18 gauge plate. i) iiidIj Helpdesk: 1-866-252-8606 CSHelp@strongtie.com Project Name: Hammond Remodel Qty: 8 Truss: D2 Customer: - SID: 0000636930 TID: 92273 Date: 08/23/19 Truss Mir. Contact SL Page: 1 of 1 ,2-0-14, 4-11-2 3-6-14 3-0-0 5-2-8 6-3-8 l ' 4-11-2 8-6-0 11-6-0 16-8-8 23-0-0 1 2 3 4 5 6 4x4 4/12 -4/12 1. 5x4 Ln 0 II 0 '-I 3X10 3x6 II 3-15 3-15 5X8 +4 12 X 3.5" 3.5 8-6-0 3-0-0 5-2-8 6-3-8 1 ' ' 8-6-0 11-6-0 16-8-8 23-0-0 1 7 8 9 6 1 23-0-0 1- Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, A51855, or ASXBS6) indicated by -18' Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- - Wind Load Spec Additional Design Check------- PSF Live Dead Dur Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Won-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 PIt 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.H(h) = 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yea Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridNW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2x4 DFL 82 Reaction Summary(Lba) TrusaSpan Limit Actual(in) Location BC 2x4 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999(-0.27) 7- 8 Webs 2x4 DFL #2 1 01-12 1195 0 03-08 01-04 DFL 625 Vert DL L/180 L/834(-0.32) 7- 8 6 22-10-04 1195 0 03-08 01-04 DFL 625 Vert CR L/240 L/456(-0.59) 7- 8 Member Forces Summary Max Horiz - -55 / +55 at Joint 1 Horz LL 0.75in ( 0.11) fJt 6 .Mem... Ten Comp .CSI. Horz CR 1.25in ( 0.25) @Jt 6 TC OH- 1 91 0 0.62 1- 2 373 4104 0.48 Loads Summary Vert CR and Hors CR are the vertical and 2- 3 307 3755 0.59 This truss has been designed for the effects of an unbalanced top chord horizontal deflections due to live load 3- 4 235 2049 0.21 live load occurring at 111-06-001 using a 1.00 Full and 0.00 Reduced plus the creep component of deflection 4- 5 225 2081 0.55 load factor, due to dead load, computed as Defl_LL + 5 6 249 2320 0.54 See Loadcase Report for loading combinations and additional details. (Kcr ANSI/TPI - 1) x DeZIDL in accordance with 1. 6-OH 94 0 0.62 Dead Loads may be slope adjusted: > 12.0/12 BC 1 7 3894 256 0.92 Tooth-Holding reduction factors applied:Green Lumber 9 2145 126 0.59 8 3513 155 0.74 Bracing Data Summary 8 9 2182 132 0.54 Bracing Data ------------ Notes Web 2- 7 93 563 0.12 3- 7 1279 0 0.22 Chords; continuous except where shown Designed for green lumber that will be seasoned by time of Web Bracing -- None 8 143 1865 0.37 installation. 8 994 54 0.17 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 Plate offsets (X, Y): 8 96 375 0.17 5- 9 94 264 0.03 degrees Plates located at IC pitch breaks meet the prescriptive minimum size (None unless indicated below) reints. quirement to transfer unblocked diaphragm loads across those Jnt3(00-05.00-02). Jnt4(0.00-14), jo Jnt7(0,-00-12), Jnt9(-00-02,-00-14) ESs ft \ (85355) Civ.- 'S Op c 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates tEl Comp, Trues o S o Studi nent V olutions Ii!i I (•] • acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General ___________________ 2018.9.0.105 Notes' page for additional Information. All connector plates shall be manufactured by Simpson Strong-Tie Company. Inc in accordance with ESR-2762. All connector Helpdesk: 1-866-252-8606 '-18' plates are 20 gauge, unless the specified plate size is followed by a which indicates an 18 gauge plate, or S# 18'. which indicates a high tension 18 gauge plate. ________________ CSHelp@strongtio.com I 3-15 Project Name: Hammond Remodel Qty: I Truss: El Custqrner: - SID: 0000536931 lID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 2-0-14 8-6-0 I 8-6-0 , 2-0-14 8-6-0 17-0-0 1 2 3 4 5 4/12 6x& -4/12 3.5" 4-4-12 12-7-4 3.5' I 8-6-0 8-6-0 I I 8-6-0 17-0-0 6 7 8 9 10 5 17-0-0 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5. or AS18S6) indicated by 1-18' Code/Design: CBC-2016/TPI-2014 PSE' Live Dead Our Factors IC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Net Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OH Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 73.0 ft B - 45.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): IC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb IC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: Yes Material Summary Reaction Summary IC 2x4 DFL #2 Reaction Susmary(Lbs) ---------------- BC 2x4 DFL #2 mt --X-Loc React -Up- --Width- -Reqd -Mat PSI Webs 2x4 DFL #2 1 01-12 505 19 03-08 00-09 DFL 625 Other 2x4 DFL #2 5 16-10-04 505 19 03-08 00-09 DEL 625 6 4-03-14 405 13 8-02-08 Member Forces Summary 8 8-06-00 455 0 8-02-08 .Mem... Ten Comp .CSI. 10 12-08-02 405 13 8-02-08 IC ON- 1 91 0 0.62 Reactions not shown: down < 400 and up < 150 1- 2 51 15 0.16 ---- Reaction Summary (plf) ----- 4- 5 51 15 0.16 Jnt-Jnt React -Up- --Width- 5-OH 91 0 0.62 1- 8 10 0 8-02-08 (reduced) BC 1- 6 71 74 0.33 8- 5 10 0 8-02-08 (reduced) 5-10 71 74 0.33 Max Noriz - -44 / +44 at Joint 1 7 83 108 0.29 8 80 98 0.06 9 80 98 0.06 Loads Summary 9-10 83 108 0.29 This truss has been designed for the effects of an unbalanced top chord Web 1- 2 61 51 0.26 live load occurring at 18-06-001 using a 1.00 Full and 0.00 Reduced 2- 3 145 9 0.46 load factor. 3 4 145 9 0.46 See Loadcase Report for loading combinations and additional details. 3 8 81 422 0.04 Dead Loads may be slope adjusted: > 12.0/12 4 5 61 51 0.26 Tooth-Holding reduction factors applied:Green Lumber Notes Gable webs are attached with sin. 1x3 20 ga.plates. The max.rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at IC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. max. for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not Cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.01) 1- 6 Vert DL LuBE L/999(-0.01) 1- 6 Vert CR L/240 L/999(-0.03) 1- 6 Horz LL 0.751n I 0.07) @Jt 5 Horz CR 1.251n I 0.09) BJt 5 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Oaf 1_LL + (Ncr - 1) x DaflDL in accordance with ANSI/IPX 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt2 (01-15,00-09), Jnt3 (0,01-05), Jnt4 (-01-05,00-07), Jnt8 (0. -00-12) 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information sat forth by the Building Designer. A seal on this drawing indicates Ii!i I :&s1U Component Solutions Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector Ite is.J uisJ Ite1.pdeak: 1-866-252-8606 plates are 20 gauge, unless the specified plate size is followed by a -18' which Indicates an 18 gauge plate, or 'S# 18', which indicates a high tension 18 gauge plate. csHelpBstxengtie .com I 3-15 Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary .Mem... Ten Comp .CSI. TC OH- 1 91 0 0.62 2 220 2716 0.34 3 94 2136 0.45 4 94 2136 0.45 5 220 2716 0.34 5-ON 91 0 0.62 BC 1- 6 2576 112 0.79 6 2576 112 0.79 Web 2- 6 156 722 0.16 6 986 0 0.17 6 156 722 0.16 Project Name: Hammond Remodel -- Qty: 2 Truss: E2 Customer: - SID: 0000536932 TID: 92273 Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of 1 2-0-14 4-11-2 3-6-14 3-6-14 4-11-2 . 2-0-14 1. 4-11-2 8-6-0 12-0-14 17-0-0 4/12 4x4' -4/12 3.5" 3.5 8-6-0 I 8-6-0 8-6-0 - 17-0-0 I 1. 17-0-0 Plates -- Simpson Strong-Tie 20 ga (A520) or 18 ga (AS18HS, A51855, or A518S6) indicated by 1-18 Code/Design: CBC-2016/TPI-2014 PSF Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: 'tea Wet Service: No Fab Tolerance: 20% Creep (Kcr) 2.0 OH Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) -.115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 73.0 ft B - 45.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Summary(Lbs) ---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Met PSI 1 01-12 925 0 03-08 01-00 DFL 625 5 16-10-04 925 0 03-08 01-00 DFL 625 Max Noriz - -40 / +40 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 18-06-00) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.15) 6- 5 Vert DL L/180 L/843(-0.23) 6- 5 Vert CR L/210 L/516(-0.38) 6- 5 Hors LL 0.751n ( 0.08) @Jt 5 Horz CR 1.251n ( 0.21) @Jt 5 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as DeflLL + (14cr - 1) x DeflDL in accordance with ANSI/TPI 1. Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) jntl (-01-07, -00-08), Jnt3(0,00-14), Jnt5(01-07,-00-08), Jnt6(0,-00-12) 8/23/2019 11k'A I en the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing Indicates Truss Studio V NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by t Solutions Compon I acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 I Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-lie Company. Inc in accordance with ESR-2762. All connector •jp I!id.j Helpdesk: 1-866-252-8606 I plates are 20 gauge, unless the specified plate size is followed by a -18' which Indicates an 18 gauge plate, or S# 18, which indicates a high tension 18 gauge plate. CSHelp@strongtie.com Project Name: Hammond Remodel Qty: I Truss: Fl Custer: - - SID: 0000536933 TlD: 92273 Date: 08/23/19 Truss Mir. Contact: SL Page: 1 of 1 ,2-0-14. 6-3-12 5-6-0 5-6-0 6-3-12 6-3-12 11-9-12 17-3-12 23-7-8 1 3 4 5 6 B 9 5x8pm 4/12 ml -1 '-I II 3-15 3x6pm 5x6= 3x6pm A_ Typical plate: 1.5s4 6-3-12 5-6-0 5-6-0 6-3-12 6-3-12 11-9-12 17-3-12 I 23-7-8 1 10 11 12 13 14 15 16 17 18 19 20 9 'I. 23-7-8 Plates -- Simpson Strong-Tie 20 ga (R520) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by -18' Code/Design: CBC-2016/TPI-2014 Snow Load Spec- ----------- - Wind Load Spec Additional Design Check------- 9SF Live Dead Our Factors ASCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lum 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L 73.0 ft B - 45.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 Plt 1.25 1.60 N/A Thermal Condition: All Others(l.0) M.R.H(h) - 15.0 ft Kzt - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): TC - 9.0 BC 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ON Soffit Load: 2.0 psf Material Summary Reaction Summary Deflection Summary TC 2"DFL 82 Reaction Surssary(Lbs) TrussSpan Limit Actual(in) Location BC 2x4 DFL 82 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999( 0.00) 1-10 Webs 2x4 DFL 82 1 1-03-04 842 33 23-07-08 Vert DL L/180 L/999( 0.00) 1-10 Other 2x4 DFL 92 10 2-08-03 76 423 23-07-08 Vert CR L/240 L/999( 0.01) 1-10 12 6-03-12 473 30 23-07-08 Horz LL 0.75in C 0.10) 1 Member Forces Summary 18 17-03-12 432 25 23-07-08 Nor z CR 1.251n C 0.13) @Jt 1 :it .Mem... Ten Comp .CSI. Reactions not shown: down < 400 and up < 150 TC ON- 1 94 0 0.62 ---- Reaction Summary (plf) Vert CR and Horz CR are the vertical and 2 41 16 0.11 Jnt-Jnt React -Up- --Width horizontal deflections due to live load 3 0 2 0.00 1- 9 19 0 23-07-08 (reduced) plus the creep component of deflection 8 0 2 0.00 Max Horiz - -50 / +76 at Joint 1 due to dead load, computed as Defl_LL + 9 26 4 0.09 (Ncr - 1) x Defl DL in accordance with BC 1-10 84 198 0.55 ANSI/TPI 1. 9-20 66 0 0.26 Loads Summary 10-11 84 198 0.12 This truss has been designed for the effects of an unbalanced top chord 11-12 84 198 0.05 live load occurring at 111-09-121 using a 1.00 Full and 0.00 Reduced Bracing Data Summary 12-13 81 192 0.05 load factor. Bracing Data ------------ 13-14 81 192 0.05 See Loadcase Report for loading combinations and additional details. Chords; continuous except where shown 14-15 81 192 0.05 Dead Loads may be slope adjusted: > 12.0/12 Web Bracing -- None 15-16 73 0 0.05 Tooth-Holding reduction factors applied:Green Lumber 1617 73 0 0.05 Plate offsets(XY): 17-18 73 0 18-19 66 0 0.05 0.05 (None unless indicated below) 19-20 66 0 0.07 Notes Jntl(-10-01,-02-06), Jnt2(01-10,00-12), Web 1- 2 139 124 0.29 Gable webs are attached with min. 1x3 20 ga.plates. The max.rake Jnt4(00-03,00-15), Jnt5(0,01-02), 2- 4 223 82 0.44 overhang - 1/2 the truss spacing. If this truss is exposed to wind Jnt6(00-02,00-14), Jnt8(-01-14,00-12), 5 62 113 0.53 loads perpendicular to the plane of the truss, it must be braced Jnt9(09-07,-02-03), Jntl5(0,-01-00) 4-12 141 441 0.05 according to a standard detail matching the wind criteria shown, or 4-15 184 6 0.03 according to the Construction Documents and/or SCSI - 83. 6 63 114 0.52 Designed for green lumber that will be seasoned by time of 5-15 87 326 0.08 installation. 8 45 134 0.45 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 6-15 74 59 0.03 degrees Plates located at TC breaks meet the minimum size pitch prescriptive 0%F ESS 6-18 108 394 8- 9 25 166 0.04 0.17 requirement to transfer unblocked diaphragm loads across those joints. A "pm" to the indicates next plate size that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. max. 85355 for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. c,V Op c 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this Individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing Indicates I liiI •j• acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Trues Studio V Notes' page for additional information. All connector plates shall be manufactured by Simpson Strong-lie Company. Inc in accordance with ESR-2762. All connector Iie 2018.9.0. 105 plates are 20 gauge, unless the specified plate size is followed by a-18' which indicates an 18 gauge plate, or '56 18", which indicates a high tension 18 gauge plate. is• Helpdesk: 1-866-252-8606 CSRelp@strongtie .com 4 3-15 Project Name: Hammond Remodel Qty: 6 Truss: F2 Customer: - SID: 0000636934 TID: 92273 - Date: 08/23/19 Truss Mfr. Contact: SL Page: 1 of I 4 2-0-144 6-3-12 5-6-0 5-6-0 6-3-12 I' 1' 6-3-12 11-9-12 17-3-12 23-7-8 1 2 3 4 5 & /1 A /13 3.5" -----. -..- -.--.. 3.5" I 6-3-12 5-6-0 5-6-0 6-3-12 6-3-12 11-9-12 17-3-12 23-7-8 1 6 7 8 5 'l. 23-7-8 Plates -- Simpson Strong-Tie 20 ga (A520) or 18 ga (A518H5, AS18S5, or AS18S6) indicated by '-18' Code/Design: CBC-2016/TPI-2014 PSF Live Dead Our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 ON Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Specs ---------- ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: It Exposure Cat: C Bldg Dims: L - 73.0 ft B - 45.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary .14cm... Ten Comp .CSI. TC OH- 1 94 0 0.62 1- 2 264 2425 0.55 2- 3 243 1708 0.54 3- 4 244 1710 0.52 4- 5 305 2491 0.59 BC 1- 6 2243 190 0.57 5- 8 2311 233 0.61 6- 7 2243 190 0.55 7- 8 2311 233 0.54 Web 2- 6 253 0 0.04 7 100 759 0.40 7 679 29 0.12 7 146 833 0.43 4- 8 265 0 0.04 Reaction Summary Reaction Sumisary(Lbs) ---------------- .Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1231 0 03-08 01-05 DEL 625 5 23-05-12 1054 0 03-08 01-02 DFL 625 Max Horiz -45 / +71 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (11-09-12) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.11) 6- 7 Vert DL L/180 L/999(-0.14) 6- 7 Vert CR L/240 L/999(-025) 6- 7 Hors LL 0.751n C 0.09) 9Jt 1 Hors CR 1.25in ( 0.10) @Jt 1 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + ((Cr - 1) x oefl DL in accordance with ANSI/TPI 1. - Bracing Data Summary Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt3 (0, 00-14), Jnt5 (0,00-01), Jnt7(0,-00-08) 8/23/2019 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this indMdual buss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the Information set forth by the Building Designer. A seal on this drawing Indicates 1IIYI DiU Component Solutions Truss Studio V acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General 2018.9.0.105 Notes page for additional Information. All connector plates shall be manufactured by Simpson Strong-lie Company. Inc In accordance with ESR-2762. All connector Ij'E Li) .4Jjj Helpdesk: 1-866-252-8606 plates am 20 gauge, unless the specified plate size Is followed by a '-18' which Indicates an 18 gauge plate, or S# 18% which indicates a high tension 16 gauge plate. CSHelp@stwongtie.com Gable Stud Fasten diagonal brace to gable stud with 4-16d nails 2-1Od nails into top reinf. member (Typ. ea stud) 4-10d nails into bottom reinf. member - (Typ. ea stud) 2x6 Diagonal Brace (Approx. 45-degrees to roof diaphragm) >7 Fasten L-reinforcement ..-members together with 16d nails © 6" O.C. S_Min. 2x6 Mm. 2x4 NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace attached to one narrow edge. Diagonal braces over 12'-6" require 2x4s attached on both narrow edges. The braces must cover 90% of the diagonal brace and shall be fastened to the narrow edge with lOd nails at 6" o.c. (mm. 3" end distance). When attached on both narrow edges, stagger the nails on each side by 3". 8/23/2019 I1lLIs1I I ___ I GABLE STUD BRACING DETAIL -90 MPH (NOMINAL), ImJi I 115 MPH (ULTIMATE) SI TD-GBL-0002B Pg. 1 of 1 NOTES: This detail provides bracing/reinforcement options for the gable studs to resist the out-of-plane wind loading. Refer to the individual truss design drawing for bracing/reinforcement requirements for resisting the vertical (in-plane) loads assumed in the design of the gable end frame. Additional bracing/reinforcement at the end of the building and/or at the gable end wall may be required. Refer to the Building Designer/Consfruction Documents for all gable end frame and roof system bracing requirements. For additional information, see BCSl-B3. This detail does not apply to structural gables. Connection requirements between the gable end frame and the wall to be specified by the Building Designer. The gable end frame must match the profile of the adjacent trusses. Do not use a gable end frame with a flat bottom chord next to trusses with sloped bottom chords, such as scissor or vaulted trusses. Diagonal Bracing @ 4'-0" O.C. Max. Gable Stud Bracing I (24" O.C. Max) *Diagonal braces not shown for clarity. See Section A-A. GABLE END WITH STUD BRACING/REINFORCEMENT MINIMUM GABLE MAX. WITHOUT L- SCAB DIAGONAL DIAGONAL STUD SIZE, GABLE STUD BRACE REINFORCEMENT 1 ______ REINFORCEMENT1 [ BRACING @ MID-SPAN 2 BRACING @ 1/3 POINTS2 SPECIES & GRADE SPACING MAXIMUM STUD LENGTH 2 12" O.C. 5-1-12 1 9-0-12 F 10-3-12 1 10-3-12 1 15-5-12 2X4 SPF STUD or STANDARD 16" O.C. 4-8-4 8-3-0 9 -4-8 9-4-8 14-0-12 24" O.C. 1 4-1-0 j 7-0-0 L 8-2-4 8-2-4 12-3-8 _______________ L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable stud length. Fasten the reinforcement member to the gable stud with 1 O nails @ 6" o.c. Attach horizontal reinforcing member at mid-span (or 1/3 points as required) of the longest stud and install diagonal bracing © 4' o.c. (max) as shown in Section A-A. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations. Gable stud deflection criteria is L/240. 5-8d nails connecting Mm. 2x4 #2 blocking between sheathing to first 2 trusses (mm) as shown. blocking (Typ.) Toe-nail blocking to trusses Roof Sheathing N with -10d nails at each end. 2-lad Toe-nails (Typ.) 2' I l,'" <__Trusses © 24" Bracing at O.C. Max. K ' l/3 points as / required (See Table) 2x6 diagonal brace at 48" O.C. (max / Attach to gable stud with 4-16d nails and to blocking with 5-10d nails. Horizontal L-reinforcement (located at mid-span or 1/3-points of longest End Wall stud as required per table.) SECTION A-A GABLE lOd nails GABLEW 6'o.c. d nails @ 6"o.c. STUD .1& LREINF. STUD SCAB REINF. SECTION B-B SECTION C-C DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension Max. Mean Roof Height: 30' Nominal (Ultimate) 16d = 3.5" x 0.162" Category: II 90 mph (115 mph) 10d = 3" x 0.148" Exposure: B or C 8d = 2.5" x 0.131" Load Duration Factor: 1.6 Wind Speed: 90 mph Nominal This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying this detail for specific truss design information. Simpson Strong-Tie Inc. is not responsible for any deviations from this design. JP Geotechnical. Geologic • Coastal 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com July 22, 2019 Mr. Erik Hammond RECEIVED W.O. 7660-A-SC 2721 Greenock Court OCT 3 0 2019 Carlsbad, California 92010 CITY OF CARLSBAD BUILDING DIViSION Subject: Limited Geotechnical Evaluation, dditions to 2721 Greenock Court, Carlsbad, San Diego County, California 92010, APN 208-112-36-00 Dear Mr. Hammond: In accordance with your request, GeoSoils, Inc. (GSI) has obtained a representative sample of site soil for laboratory testing. The purpose of our testing was to evaluate soil parameters for the proposed additions to the existing residential structure. The scope of our services includes a site reconnaissance, soil sampling, a review of documents presented in the Appendix (References), laboratory testing, engineering analyses, and preparation of this report. This summary report has been prepared for the sole purpose of simply providing a limited evaluation of soil engineering parameters derived from testing of site soil samples in our laboratory, and does not constitute a comprehensive FL.. geotechnical evaluation of the overall site or performance of structures.. FIELD EXPLORATION Site-specific field studies were conducted by GSl during July 2019, and consisted of the excavation of three (3) exploratory Test Pit/Hand excavations, for an evaluation of near-surface soil conditions onsite. The auger excavations were logged by a representative of this office who collected representative bulk soil samples for appropriate laboratory testing. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our testing are summarized as follows: c6gam 9 a- fa3l Expansion Index Testing was performed on a representative soil sample in general accordance with ASTM D 4829. Test results and the soil's expansion potential are presented in the following table. 1 SAMPLE LOCATION I DESCRIPTION I EXPANSION INDEX I EXPANSION POTENTIAL I 1 B-i @ 0.5'-3.0' I Silty Sand I <21 I Very Low I Particle-Size Analysis A particle-size evaluation was performed on a representative, soil sample (B-i @ 05-3.0') in general accordance with ASTM D 422-63. The testing was utilized to evaluate the soil classification in accordance with the Unified Soil Classification System (USCS). The results of the particle-size evaluation indicate that the tested soil is a Silty Sand (USGS Symbol - SM). BEARING VALUE Based on a review of Table 1806.2 of the 2016 California Building Code ([2016 CBC], California Building Standards Commission [CBSC], 201 6a), an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for continuous footings, a minimum 9J 12 inches wide and 12 inches deep (below lowest adjacent grade [excluding soft soils, landscape zones, slab and underlayment thickness, etc.]), bearing on suitable, approved () soil. The existing foundations appear to be at least 18 inches deep and it is anticipated that depths for any new footings will likely be deeper than those indicated above, in order to penetrate any loose, near surface soils. Since the near surface soils range from about 1 to 2 feet thick, any new footings would need to completely penetrate those soils. New footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of embedment, into approved suitable bearing soil, toa maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. Differential settlement may be minimally assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials, approved by GSI. Foundations should be designed.for all applicable surcharge loads and should consider the inherent corrosive environment. Mr. Erik Hammond W.O. 7660-A-SC Greenock Ct., Carlsbad Inc. July 220i9 LATERAL PRESSURE Total Lateral Resistance (TLR) for shallow foundations is provided by the friction along the footing bottoms and the passive pressure across footing faces in contact with either fill or natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion (or apparent cohesion) of the soil material. The normal force or dead load on the footing from the overlying structure will influence the amount of frictional resistance. For sands, or predominantly sandy soils, this friction is higher than clay or clayey/silty soils. No direct shear laboratory tests were performed for this earth material on this project. As such, the empirical approach to the TLR and vertical bearing of the soil was derived from an expansion index, sieve analysis, soil(s) description and the use of Table 1806.2 of the 2016 CBC (CBC, 2016a). The TLR for the sandy soils onsite that comprise compacted fill may be taken as an equivalent fluid of 150 pcf (150 psf/ft of depth) per foot of depth. This may be added to the frictional resistance of the sandy earth material using a coefficient of 0.25 when combined with the normal (dead load) force. When combining the frictional and passive components of the TLR, the passive value should be reduced by 1/3 (one-third). The total maximum lateral bearing pressure of 2,000 psf may be used for this site unless further testing and analysis is performed. GSI believes this to be a reasonably conservative value considering the limited site data and testing that was authorized by the project owner. Please note that if foundations for either the main or appurtenant structures are pile or pier supported, the frictional value noted above should be neglected. SEISMIC DESIGN General It is important to keep in perspective that in the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards listed above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the updated site-specific design criteria obtained from the 2016 CBC (CBSC, 2016a), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program "U.S. Seismic Design Maps," provided by the Structural Engineers Association of California and California's Office of Statewide Health Planning and Development (2019), was utilized to aid with design. The short spectral response utilizes a period of 0.2 seconds. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 File:e:\wp12\760'0\7660a.lge GeOSoils, Inc. Page 3 2016 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2016 CBC REFERENCE Risk Category II Table 1604.5 Site Class C Section 1613.3.2/ASCE 7-10 (p. 203-205) Spectral Response - (0.2 sec), S 1.075 g Section 1613.3.1 Figure 1613.3.1 (1) Spectral Response - (1 sec), S 0.414 g Section 1613.3.1 Figure 1613.3.1(2) Site Coefficient, F0 1.0 Table 1613.3.3(1) Site Coefficient, F 1.386 Table 1613.3.3(2) Maximum Considered Earthquake Spectral 1.075 g Section 1613.3.3 Response Acceleration (0.2 sec), SMS (Eqn 16-37) Maximum Considered Earthquake Spectral 0.574 g Section 1613.3.3 Response Acceleration (1 sec), SMI (Eqn 16-38) 5% Damped Design Spectral Response 0.716g. Section 1613.3.4 Acceleration (0.2 sec), SDS (Eqn 16-39) 5% Damped Design Spectral Response 0.383 g Section 1613.3.4 Acceleration (1 sec), S (Eqn 16-40) PGAM - Probabilistic Vertical Ground Acceleration may be 0.414 g ASCE 7-10 (Eqn 11.8.1) assumed as about 50% of these values. Seismic Design Category D Section 1613.3.5/ASCE 7-10 (Table 11.6-1 or 11.6-2) GENERAL SEISMIC PARAMETERS PARAMETER I VALUE Distance to Seismic Source (Rose Canyon Fault) ±7.0 mi (11.3 km)(" Upper Bound Earthquake (Rose Canyon Fault) MW = 7.2(2) - From Blake (2000) - Cao, et al. (2003) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2016 CBC (CBSC, 2016a) and regular maintenance and repair following locally significant seismic events (i.e., M5.5) will likely be necessary, as is the case in all of southern California. Mr. Erik Hammond - W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 File:e:\wp12\7600\7660a.1ge GeoSods, Inc. Page 4 4 DEVELOPMENT CRITERIA Grading Any grading should minimally conform to the guidelines presented in the 2016 CBC (CBSC, 2016a), and the City. When Code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor (if grading is to occur) should be observed and the fill selectively tested by a representative (s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Type B soils may be assumed per Cal-OSHA. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Loose and/or compressible materials appear to occur at the surface, overlying suitable bearing material. As such, the need for remedial grading cannot be precluded, and should be reviewed prior to footing excavation construction. During our field sampling, a near surface layer of loose undocumented fill, on the order of about 1 to 2 feet in thickness, was observed throughout the site and should be mitigated during grading (i.e., removed and recompacted, etc.). At a minimum, any slab subgrade should be scarified and moisture conditioned to a depth of at least 12 inches, then compacted to at least 95 percent relative compaction per ASTM D 1557. Deeper remedial grading may be necessary, based on conditions exposed during construction. Should processing and/or removal and recompaction not occur, the slab would be subject to settlement and subsequent distress. As an alternative to processing and/or removal and recompaction (grading), the slab may be designed as a structural slab, not relying on the underlying soil for support, but spanning between footings, in accordance with the structural engineers' recommendations Foundations Current laboratory testing indicates that the onsite soils exhibit expansion index values of less than 21. As such, site soils do not appear to meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2016 CBC (CBSC, 2016a). Reinforced concrete mix design for new foundations, slab-on-grade floors, and pavement should minimally conform to Exposure Classes SO, WO, and Cl, per ACI 318-14. GSI does not practice in the field of corrosion engineering. Accordingly, consultation from a qualified corrosion engineer may be obtained, based on the level of corrosion protection requirements by the project architect and structural engineer. From a geotechnical viewpoint, foundation construction should minimally conform to the following: Mr. Erik Hammond 2721 Greenock Ct., Carlsbad Fi1e:e:\wp12\7600\7660a.Ige GeoSods, Inc. W.O. 7660-A-SC July 22, 2019 Page 5 A 46 New exterior and interior footings for one-story floor loads should be founded at a minimum depth of 12 inches belowthe lowest adjacent grade, or embedded at least 12 inches into GSI approved suitable bearing material, whichever is deeper. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and minimally embedded at least 24 inches into GSI approved suitable bearing soil, whichever is deeper. If the loose surficial soil is not removed and recompacted, the footings should extend through the surficial soil, and the dimensions for embedment will increase by the thickness of the surficial soil. All new footings should be minimally reinforced with four No.4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. New Interior and exterior column footings should be tied together via grade beams in at least one direction to the main foundation. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No.4 reinforcing bars at the top, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. A minimum concrete slab-on-grade thickness of 4.5 inches is recommended for any new concrete slabs. Please note that if the loose existing surficial soil is not removed and recompacted, such soils, if left under the new slab, would be subject to excessive settlement. Accordingly, if this is the case, the slab should be designed as a structural slab, with the slab spanning between footings embedded in bedrock, and not relying on the soil for support. New concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18 inches on center, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. Slab subgrade pre-soaking is recommended for these soil conditions. Slab subgrade should be pre-wetted to at least the soils optimum moisture content, to a depth of 12 inches, prior to the placement of the underlayment sand and vapor retarder. Loose and/or compressible materials likely occur at the surface, overlying suitable bearing material. As such, adeeperfooting will likely be recommended, and should be anticipated should any new foundations be planned. The depth of the deepened Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a.Ige GoeSoMq Inc. Page 6 footing should be evaluated prior to the placement of reinforcing steel and the forming of foundational concrete. The loose surficial soils under the slab should be removed and recompacted to 90 percent of the laboratory standard. Should these removals not be performed, then any new slab would need to be designed as a structural slab, not relying on the soil for support, and spanning between foundations. New foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines per the 2016 CBC (CBSC, 2016a). This may also result in a deeper footing. New Floor Slabs GSI has evaluated the potential for vapor or water transmission through any new concrete floor slabs, in light of typical floor coverings, improvements, and use. Please note that slab moisture emission rates range from about 2 to 27 lbs/24 hours/1,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. The recommendations in this section are not intended to preclude the transmission of water or vapor through the foundation or slabs. Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2019). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration of time between the placement of concrete, and the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if a thick slab-on-grade floor is used and the time frame between concrete and floor covering placement is relatively short. Considering the E.I. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: Non-vehicular concrete slab-on-grade floors should be thicker than 41/2 inches. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a.Ige GeoSods, Inc. Page 7 0 . 46 Concrete slab underlayment should consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2016 CBC and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745- Class A criteria, and be installed in accordance with American Concrete Institute (ACI) 302.1 R-04 and ASTM E 1643. An example of a vapor retarder product that complies with ASTM E 1745 -Class A criteria is Stego Industries, LLC's Stego Wrap. The 15-mil vapor retarder (ASTM E 1745 - Class A) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). Concrete slabs, shall be underlain by 2 inches of clean, washed sand (SE > 30) above a 15-mil vapor retarder (ASTM E-1 745 - Class A, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 1745), and per code. ACI 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional water from a source such as rain, curing, cutting, or cleaning. Wet cushion or sand layer has been directly linked in the past to significant lengthening of time required for a slab to reach an acceptable level of dryness for floor covering applications." Therefore, additional observation and/ortesting will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. The vapor retarder should be underlain by a capillary break consisting of at least 2 inches of clean sand (SE 30, or greater) (see NOTE below). The vapor retarder should be sealed to provide a continuous retarder under the entire slab, as discussed above. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 19.3.1.1 of ACI (2014a) for corrosion or other corrosive requirements (such as coastal, location, etc.). Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. Where slab water/cement ratios are as indicated herein, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 File:e:\wp127600\7660a.Ige GeoSoils, Inc. Page 8 The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed per the manufactures recommendations. Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless of the mitigation, some limited moisture/moisture- vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. Planting Water has been shown to weaken the inherent strength of all earth materials. Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations and hardscape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed awayfrom foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Although not a geotechnical Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a.lge GeOSoiIs, Inc. Page 9 requirement, roof gutters, downspouts, or other appropriate means may be utilized to control roof drainage. Downspouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect existing and proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a geotechnical requirement provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are generally not anticipated to significantly affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660aige GeoSoils, Inc. Page 10 observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Footing Trench Excavation All footing excavations for any new foundations, should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. The Client may want to consider having a representative of GSI onsite at the start of foundation trenching to evaluate the depth to competent, bearing soils and to provide recommendations to the contractor for footing embedment of any new foundations. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to Cal-OSHA and local safety codes. Utility Trench Backfill All interior utility trench backfill should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30, or greater, may be utilized and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 FiIe:e:wp12\7600\7660a.Ige GeoSods, Inc. Page 11 Exterior trenches adjacent to, and within, areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. All trench excavations should conform to Cal-OSHA and local safety codes. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages that may occur. During grading/recertification. During significant excavation (i.e., higher than 4 feet). During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaki ng/presatu ration of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a1ge oS0u1s, Inc. Page 12 When any improvements, such asflatwork, spas, pools, walls, etc., are constructed. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a.Ige GeOSoils, Inc. Page 13 LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a1ge GeoSoils, Inc. Page 14 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully VWC GeoSoils, Inc. ( No. 134OII Ce,tltl Engineering I W1 4I \lp i J2)J Aav~iidV~Ae I '¼ s. OF CA Engineering Geologist, i3b Civil Engineer, RCE 47 MJS/RGC/DWS/JPF/jh Attachment: Appendix - References Distribution: (3) Addressee (two wet sign/stamp) * 1' Mr. Erik Hammond W.O. 7660-A-SC 2721 Greenock Ct., Carlsbad July 22, 2019 Fi1e:e:\wp12\7600\7660a.Ige GeOSods, Inc. Page 15 APPENDIX REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.2R-14), dated September. 2004, Guide for concrete floor and slab construction: reported by ACI Committee 302; Designation ACI 302.1 R-04, dated March 23. American Society for Testing and Materials (ASTM), 1998, Standard practicefor installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2014, Supplement No. 2, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated September 18. 2013a, Expanded seismic commentary, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10 (included in third printing). 2013b, Errata No. 2, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. 2013c, Supplement No. 1, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. California Building Standards Commission, 2016a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2015 International Building Code, 2016 California Historical Building code, Title 24, Part 8, 2016 California Existing Building Code, Title 24, Part 10, and the 2015 International Existing Building Code. 2016b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, Based on the 2015 International Building Code. GeoSoils, Inc. 2016c, California green building standard code of regulations, Title 24, Part 11, ISBN 978-1-60983-462-3. California Office of Statewide Health Planning and Development (OSHPD), 2019, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http://www.conversation .ca. gov/cgs/rghm/psha/fau lt_parameters/pdf/documents /2002_ca_hazard maps. pdf. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2019, Civil Code, Sections 895 et seq. Structural Engineers Association of California and California Office of Statewide Health Planning and Development, 2019, Seismic design maps, https://seismicmaps.org/ Mr. Erik Hammond Appendix FiIe:e:\wp12\7600\7660a.Ige GeoSods, Inc. Page 2 San Dieguito Union H.S. District 684 Req ueza Dr. Encinitas CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (ByAppt.only) Vista Unified School District 1234 Arcadia Driie Vista CA 92083 Phone: (760) 726-2170 x2222 ie of of al is is iiyof __ Carlsbad 11111i This form. must be completed by the thy, the applicant; and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: Project Address Assessors Parcel #: Project Applicant: (Owner Name) RECE IVE NOV '' 2019 cBR2O19-1239 CITY OF EARLS 2721 GREENOCK CT 'Iii nilgr., flR/I 2081123600 COOWNER HAMMOND ERIK & HAMMOND MEGAN KIN Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 SoUth Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 Rèsidènt,àl Square Feet: New/Additions: 1,239 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 05/17/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifi under penalty of perjury that (1) the information provided above is correct and true to ti best of the Owner's knowledge, and that the Owner will file an amended certification payment-and pay the additional fee if Owner requests an increase in the number dwelling units or square footage after the building permit is issued or if the mit determination of units or square footage is found to be incorrect, and that (2) the Owner the owner/developer of the above described project(s), or that the person executing tt declaration is authorized to sign on behalf of the Owner. 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 developer, builder, or owner has satisfied the obligation for school facilities. This .is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined -by the School District. The City may issue building permits for this project. . Signature of Authorized School District Official: Date: jr-i k q I CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: Phone: '7c 33icj 6225 EL CAMINO REAL CARLSaADCA92OD9Idfl9 Division Community & Economic DeveioØmen 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2710 1 760-602-8558 fax I building@carlsbadca.gov j - ERIK fl HAMMOND 9O-7162 1485 MEGAN B. HAMMOND 4041 AIDAN CIRCLE CARLSBAD, CA 92008 DATE PAY TO THE SID C 3 ORDER OF $EmiJ /Uii J€.. DOLLARS fr CHASE J iPMorgan Chase Bank, NA. www.Chase.com 1 MEMO cC.4SC~ U1 t .:3 2227&6271: 92 L 7 4 391" LII8 S EJAVIARA OAKS ELEMENTARY U CARLSBAD UNIFIED SCHOOL DISTRICT U PACIFIC RIM ELEMENTARY Receipt No. UJAVIARA OAKS MIDDLE 'UARLSBAD WLLAGEAOADEMY JPOINSErrIA ELEMENTARY U BUENA VISTA ELEMENTARY U HOPE ELEMENTARY U PRESCHOOL U CAL.4 VERA HILLS ELEMENTARY UJJEFFERSONELEMEAIrARY EJSAGE CREEK HIGH 5 4440 CALA VERA HILLS MIDDLE UJKELLYELEMENTARY ALLEYMIDDLE CARLSBAD HIGH UMAGNOLIA ELEMENTARY W THER RECEIVED FROM: EI )Lt yvtY'&1P"c Li DATE: Ji:Ik'-/ 9 (If Applicable) PARENT OF I 9.1 ('Jt' C_k- APn ao-\Ia-, - big PA'VMENI FOR: ACCOUNT NUMBER AMOUNT 15kaO 3q s 74 RECEIVED BY: e CHECK# 9S;OTAL : (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. a Details on CAP ordinance requirements are available on the city's website. Application Information Project Name/Building Permit No.: BP No.: 6 Q9 /3c, PropertyAddress/APN: 2\2_\ C-a. Ccxv\ioU, C1 °\2..OI 0 Applicant Name/Co.: Applicant Address: Contact Phone: 7c\'L.cj, Contact Email: Contact information of person completing this checklist (if different than above): Name: Contact Phone: Company name/address: Contact Email: Applicant Signature:L=====-- 2— -Date: B-50 Page 1 of 3 Revised 04/19 JN- 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) $ I Construction Type I Complete Section(s) I Notes: I New construction IA O Alterations: 0 exempt BPV ~! $60,000 1A 1-2 family dwellings and townhouses with attached garages Electrical service panel upgrade 1A only Multi-family dwellings only where interior finishes are removed BPV 'k $200,000 IA and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Nonresidential O New construction lB and 2 O Alterations 2 11. Electric Vehicle Charging A "Residential New construction and major alterations (or electric panel upgrade)* Plpase refer to Carlsbad Ordinance CS-349 when completing this section. One and two-family residential dwelling or townhouse with attached garage: One EVSE ready parking space required 0 Exception: D1ulti-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. E] Nonresidential new construction (includes hotelslmotels) 0 Exception: Total Parking Spaces Proposed I 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 50 percent of Required EV Spaces Updated 4/12/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist 2. 0 Transportation Demand Management (TDM) List each proposed nonresidential use and gross floor area (GFA) allocated to each use. 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. 1DM plan required: Yes 0 No 0 Employee ADT Estimation for Various Commercial Uses ADT for first Emp ADTI Use 1,IsMs S. . 1000IMIJ Office (a11)2 20 20 -Restarant 11 11 8 4.5 Retail3 Industrial 4 3.5 4 3 - Manufacturin6 4 1 Warehousing 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 l,000sf=8ADT 9,334 sf- 1,000 sf= 8,334 sf (8,334 sf/1,000 x 4.5) + 8 =46 Employee ADT Updated 4/12/2019 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Tracking Non-Sbrm Water Waste Management and Materials BMPs Sediment Control BMPs . Control BMPs Management BMPs Pollution Control BMPs . . . COQCI) 0 CL a, Best Management Practice* 0 LU a, a, (BMP) Description —3 '- € c, 5o .2 o 0 .CC . .. .E 0 Q) 0 a, U C 0 0 0 0 .E > a) ..- C .0 0 .I. 5 -l- . C .t, . C N C C C W 0 0 LU 2 (I) = Cl) G) Cl) .0 L) Li i.. c .b o in o cn .. cn a ..- 0' cn £ 0 0 _ o 0 C 0 0 o a) . > c. 0 0 ..- Cl) 0. 0 (nO 0 0 Cl) 00 00 0 M. CASQA Designation — co C) It) co r- co T ? 'I °? T ? i L? (0 T JJLLLLLLLLL1JLJLL Cl) CflCl)U) Construction Activity LU LU LU Ijj Cl) Cl) Cl) C/) C/) Cl) Cl) Cl) Grading/Soil Disturbance "( Trenching/Excavation - - -— — - - - - Stockpiling — — - - - - - - — - - - - - - - - - — - - - - - — - - - - - - - - - Drilling/Boring - - — — — — - - Concrete/Asphalt Sawcutting - - - - - — - - — — - - - - - - - - - - - - - - - - - - - - - - - - — — — - Concrete Flatwork - Paving - - - — - - - - - — — - - - - - - - - — - - - < ConduitfPipe Installation — - --- >(1 — — — — Stucco/Mortar Work -- - - - - - - - - - - - - - - Waste Disposal - - -- — — — - - - - - Staging/Lay Down Area — - - - - - - - - - — - - - - - - - - — - - - - - - — - Equipment Maintenance and Fueling --- Substance Use/Storage _Hazardous - Dewatering Site Access Across Dirt - Other (list): — — -- — — - - - - — — - - — - - - - - - Instructions: I Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: 77216r€ev0c_ Ct.Cta'C Assessor's Parcel Number: Emergency Contact: Name: _£I- _C.MMøy' 24 Hour Phone: ________________________ Construction Threat to Storm Water Quality (Check Box) 1~!(MEDIUM El LOW STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP - STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SA11SFAC11ON OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE NTH CITY STORM WATER QUALITY REGULATIONS. OWNERS CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO .CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TI ER 1 CONSTRUC11ON SWPPP THROUGHOUT THE DURATION OF THE CONSTRUC11ON ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. ( tk_ *W4AoPJt /OWNER'S AGENT NAME (PRINT) OWNER! OWN \,OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) DATE E-29 Page 1 of 1 REV11/17 PERMIT REPORT (City of Carlsbad Print Date: 08/14/2020 Permit No: PREV2020-0037 Job Address: 2721 GREENOCK CT, CARLSBAD, CA 92010-6515 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisic Parcel #: 2081123600 Track #: Applied: 03/03/2020 Valuation: $ 0.00 Lot #: Issued: 03/24/2020 Occupancy Group: Project U: Finaled Close Out: 08/14/2020 #of Dwelling Units: Plan U: Bedrooms: - Construction Type: Bathrooms: Qrig. Plan Check #: CBR2019-1239 Inspector: LStor Plan Check U: Final Inspection: Project Title: Description: HAMMOND: REVISED TRUSS CALCULATIONS 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: $ 0.00 Balance Due: $297.50 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 City of DEFERRED SUBMITTAL Building Division Cdfflsbad APPL1 T10" 1635 FaradayAvenue APPLICATION " 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number •_ t'L1 Plan Revision Number PRU202-0-603? Project Address ? 72 evtock_C..+. Ccrl&W CA I po/o General Scope of Revision/Deferred Submittal: dItI23e_-* Tr k C .s CONTACT INFORMATION: Name 'u-. 4%vb Phone • a-5z-c Fax Address Z7Z. 1 6oc'<— City - Zip Email Address e'- 'Or%iC. co,v 1 Original plans preparedby an architect or-engineer, revisions must be signed & stamped by that person. 1. Elements revised: LI Plans 9 Calculations LI Soils LI Energy. LI Other 2. . Describe revisions in detail 3. List page(s) where each revision is shown 5rc.\Tres L.icte_ 1rs Cc.k -t cl/hp/Or I' Does this revision, in any way, alter the exterior of the project? LI. Yes No Does this revision add ANY newfloor area(s)? LI Yes 12 No Does this revision affect any fire related issues? LI Yes No Is this a complete set? Yes •LI No A!5Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 E: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadcagov DATE: 3-20-2020 JURISDICTION: Carlsbad Es.G.0 A SAFEbuiLt'Company fJ'U P LICANT T IS. PLAN CHECK #.: CBR2019-1239- (PREV2020-0037) SET: I PROJECT ADDRESS: 272 lGreeock Ct. PROJECT NAME: Updated Truss Submittal 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. LI 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. J 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: Telephone #: Date contacted:311231.20 (bfl') Email: Mail Telephone Fax In Person Li REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 3-5-2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR20 19-1239- (PREV2020-0037) 3-20-2020 (DO NOT PAY- THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2019-1239- (PREV2020-0037) PREPARED BY: Erich A. Kuchar, P.E. DATE: 3-20-2020 BUILDING ADDRESS: 272 lGreeock Ct. BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: 0 Complete Review 0 Repetitive Fee 0 her 21 i2u!y Based on hourly rate 0 ~ tructural Only 2 Hrs.@ $105.00 I I I Zo25O I I $210.00I Sheet 1 of 1 13-0-0 1143.0 23-0-0 18-6-0 1744) I I H SL Gable Stud Fasten diagonal brace to gable stud with 4-16d nails -lOd nails into top reinf. member (Typ. ea stud) 4-10d nails Into bottom relnf. member - (Typ. ea stud) 2x6 Diagonal Brace ,—(Approx. 45-degrees to roof diaphragm) Fasten L-reinforcement members together with 16d nails @ 6" O.C. -Min. 2x6 2x4 NOTE: Diagonal braces over 6'-3' require a 2x4 T-brace attached to one narrow edge. Diagonal braces over 12'-6" require 2x4s attached on both narrow edges. The braces must cover 90% of the diagonal brace and shall be fastened to the narrow edge with lOd nails at 6" o.c. (mm. 3" end distance). When attached on both narrow edaes. staaer the nails on each side by 3". ISIMPSON Stràng-Tie GABLE STUD BRACING DETAIL -90 MPH (NOMINAL), TD-GBL0002B 115 MPH (ULTIMATE) 0511212014 lRev:B l P. I oil This detail provides bracing/reinforcement options for the gable studs to resist the out-of-plane wind loading. Refer to the individual truss design drawing for bracing/reinforcement requirements for resisting the vertical (in-plane) loads assumed in the design of the gable end frame. Additional bracinglreinforcement at the end of the building and/or at the gable end wall may be required. Refer to the Building Designer/Construction Documents for all gable end frame and roof system bracing requirements. For additional Information, see BCSl-83. This detail does not apply to structural gables. Connection requirements between the gable end frame and the wall to be specified by the Building Designer. The gable end frame must match the profile of the adjacent trusses. Do not use a gable end frame with a fiat bottom chord next to trusses with sloped bottom chords, such as scissor or vaulted trusses. Diagonal Bracing @ 4'-O' O.C. Max. Gable Stud Bracing illi l (24 O.C. Max) *Diagonal braces not shown for clarity. See Section A-A. GABLE END WITH STUD BRACINGIREINFORCEMENT MINIMUM GABLE MAX. WITHOUTI L- IREi sc.s DIAGONAL BRACING DIAGONAL BRACING STUD SIZE,GABLE STUD ____ BRACEREINFORCEMENT 1 @ MID-SPAN" @113 POINTSNFORCEMENT " SPECIES & GRADE SPACING MAXIMUM STUD LENGTH' 12'O.C. 5-1-12 i 90-12 ( 10-3-12 1 10-3-12 1 15-5-12 2X4 SPF STUD or STANDARD 16 O.C. 1 4.8-4 j 8-3-0 F 94-8 1 9.4-8 1 14-0-12 24' O.C. 1 4-1-0 . 70-0 1 8-2-4 1 8-2-4 1 12-3-8 L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable stud length. Fasten the reinforcement member to the gable stud with lOd nails @6. o.c. Attach horizontal reinforcing member at mid.span (or 1/3 points as required) of the longest stud and install diagonal bracing @4' o.c. (max) as shown In Section A-A. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed In the detail limitations. Gable stud deflection criteria Is L/240. 5-8d nails connecting Mm. 2x4 #2 blocking between sheathing to first 2 trusses (mm) as shown. blocking (Typ.) Toe-nail blocking to trusses 41 Roof Sheathing with 2-1Od nails at each end. r 4, 2-10d Toe-nails (Typ.) Trusses @ 24" Braã2g D O.C. Max. at , 1/3 points as_.<ç ( required (See Table) \\ 2x6 diagonal brace at 48" O.C. (max Attach to gable stud with 4.16d nails and to blocking with 5-10d nails. Horizontal L-relnforcement (located at mid-span or 1/3-points of longest End Wall stud as required per table.) SECTION A-A lOd nails GABLE __-10d nails 6" O.C. 6' O.C. GABLE L-REINF. STUD I'z4;j SCAB STUD 1 REINF. SECTION B-B SECTION C.0 DETAIL UMlTATIONS: Wind Soeed Equivalent Nail Dimension Max. Mean Roof Height 30' Nominal (Ultimate) 16d = 3.5' x 0.162' Category: 11 90mph (115 mph) 10d=3"x0.148" Exposure: B or C 8d = 25" x 0.131' Load Duration Factor 1.6 Wind Speed: 90 mph Nominal INs detail Isto be used only for the appilcailon and condillom frideated helEin. and ho suitabWaaitcularttusslpmjectshal beveiffled(byothen). INs detail Is not hitanded to SinisonSbsmg-TieConçany supersede any pmjsct.speciRc details pxovtded In the Conebucilon Doezmenta Tiuss contlgurallons shown are for illuslietton only. Refer to the 11us$ design drawIng(s) accurnpaflylng Ikb detasiecIfictiu nnation. Simpson Strong-719 Inc.not responsible bc afw dinWitmsom thisdesign. '; ' - .1 -,% • - - 4-1 4x4' Material Summary TC 2x4 DFL #2 BC 2x4 DFL #2 Webs 2x4 DFL #2 Member Forces Summary .Nem... Ten Camp .CSI. TC OH- 1 129 0 0.84 2 358 2003 0.50 3 322 1418 0.52 4 341 1420 0.47 5 397 2072 0.48 BC 1- 6 1777 259 0.49 8 1850 276 0.54 7 1777 259 0.50 8 1850 276 0.49 Web 2- 6 251 0 0.04 7 154 618 0.35 7 667 74 0.11 7 172 700 0.39 4- 8 266 0 0.04 41 Project Name: Hammond (NEW) Qty 6 mass: F2 Customer - SID: 0000684701 TID: 103798 Date: 01122120 Truss Mh-. Contact SL - Page: lofl 2-4-10 6-2-6 5-6-10 5-6-10 6-2-6 6-2-6 11-9-0 17-3-10 23-6-0 1 2 6-2-6 5-6-10 5-6-10 6-2-6 6-2-6 11-9-0 17-3-10 23-6-0 23-6-0 Code/Design: CBC-2016/TPI-2014 PSF Live Dead Dot Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 11.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 b.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 OR Soffit Load: 2.0 psf -Snow Load Specs ---------- ASCE7-10 Ground Snow(Pg) N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Mtnimums(Pfmtn): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No Wind Load Spec-------ASCE7-10 Wind Speed(V) 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft N.R.H(h) 15.0 ft Ext - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: RybridMW Additional Design Check------- 10 paZ Non-Concurrent BCLL: Yea 20 psi BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yea 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reactien Summary -----Reaction Susmary(Lbs) -------- ------- Jnt --X-Loc- React -Up- -Width- -Reqd -Mat PSI 1 01-12 1253 0 03-08 01-05 DFL 625 5 23-04-04 1046 0 03-08 01-02 DFL 625 Max Roriz - -55 / +92 at Joint 1 i.eada Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 111-09-003 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflecilen Summary TrusaSpan Limit Actual (in) Location Vert LL L/360 L/999(-0.0e) 6- 7 Vert DL L/180 L/999(-0.10) 6- 7 Vert CR L/240 L/999(-0.18) 6- 7 Harz LL 0.75in ( 0.03) 8Jt 5 Harz CR 1.25in ( 0.06) sit 5 Ohng CR 2L/120 L/215(-0.14) 1- 1 Vert CR and Borz CR are the vertical and horizontal deflections due to live load Plug the creep component of deflection due to dead load, computed as Defl_LL + (Her - 1) x Defl_DL in accordance with NtsI/TPI 1. Bracing Data Summary -- ----------Bracing Data Chords; continuous except where shown Web Bracing -- None Plate offsets (X, fl: (None unless indicated below) Jntl(0,00-01), Jnt3(0,00-15), Jnt5(0,00-02), Jnt7(0,-01-00) N011CEAcopyol this design shell be fumlahed to the erection centrader. The design of this Individual truss is based on design afteib and requiremente supplied by the Truss Manufacturer and miles upon the aumalacy and completeness of the h0minift set forth by the Building Oesigner.Aaesl on this drawing indicates acceptance of professional engineering ,esponslbllfty solely for the Buss component design Shown. See the cover page and the 'Important InfomiaIIen a General Notes page for eddlilonal Infonnatlon. AS connector plates Shall be manufactured by Simpson Slrong.11e Company, Inc In accordance with ESR2T82.AiI ommeolor plates are 20 gauge, unless the apediled plate dee Is followed by a "41r which Indicates an 18 gauge plate, or '$818'. Wft indicates a hbh tension 18 gauge pIate Cenamt Solution. II&$(S] W= is Sbedio V 2019.3.0.218 Rol~ :1-866-252-8686 - owa.ipaatrengti..caw Project Name: Hammond (NEW) Qty I Thise: Fl Customer - SID: 0000864700 liD: 103796 Date: 01/23/20 Truss Mfr. Contact SL Page: lot 1 2-4-10 6-2-6 5-6-10 5-6-10 6-2-6 6-2-6 11-9-0 17-3-10 23-6-0 6 78 9 5x8pm 5/12 5/12 Ir 4X12pm 4x8pm '-4 Do Not Notch In 4-1 3x a ___________________________ 40 4-1 Wpm lypical plate: l.5x4 6-2-6 5-6-10 11-9-0 1 6-2-6 11-9-0 23-6-0 10 11 12 13 14 15 16 17 18 19 9 23-6-0 4 Code/Design: CBC-2016/TPI-2014 Snow Load Spec- --- - --------Wind Load Specs---------- ------Additional Design Check------- PSF Live Dead Our Factors ASCE7-10 Ground Snow (Pg) - N/A ASCE7-10 Wind Speed(V) - 115 mph 10 paZ Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Risk Cat: II Terrain Cat: C Risk Cat: IX Exposure Cat: C 20 pa! BC Limited Storage: Yes BC 0.0 10.0 Lea 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L - 45.6 ft B - 23.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 PIt 1.25 1.60 N/A Thermai. Condition: All Othere(1.0) M.R.MQI) - 15.0 ft Ext - 1.0 300 lb 'PC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: I Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TO Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums(Pfmin): No Wind DL(psf): 'PC - 9.0 BC - 6.0 Unbalanced TCLL: Yea Green Lumber: Yes Wet Service: No Unbalanced Snow Loads; No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 20% Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridNW OR Soffit Load: 2.0 pa! Matetlal 8ummaiy Reaction Suminaty Deflection Summmy 'PC 2x4 on #2 -- - ----- - -Reaction Susazaxy(Lbs) --- -- --------- - TruesSp.fl Limit Actual (in) Location Sc 2x4 DPI. #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999(-0.01) 19- 9 Webs 2x4 DPI. #2 1 08-07 732 29 23-06-00 Vert DL L/180 2.1999(-0.00) 19- 9 Other 2x4 on #2 10 2-06-07 166 286 23-06-00 Vert ca L/240 L/999(-0.01) 19- 9 12 6-02-06 406 lB 23-06-00 Hors LL 0.75in ( 0.02) et 1 Member Farces summaty 15 11-09-00 763 84 23-06-00 Here CR 1.251n 3 0.02) 8Jt 1 .Mem... Ten Camp .csx. Reactions not shown: down C 400 and up C 150 Ohng CR 2L/120 2.1215(-0.14) 1- 1 'PC 08- 1 129 0 0.84 --- Reaction Summary (p1!) ----- 1- 2 50 25 0.18 Jnt-Jnt React -Up- --Width- Vert CR and Hors CR are the vertical and 2 25 104 0.20 1- 9 10 0 23-06-00 (reduced) horizontal deflections due to live load 4 133 46 0.49 Max Eerie - -61 / +96 at Joint 1 plus the creep component of deflection 5 225 52 0.50 due to dead load, computed as Defl_LL + 6 234 29 0.53 Loaft Max - 1) x Defl_DL in accordance with 8 162 413 0.46 ANsI/Tel 1. 8 0 13 0.01 This trees has been designed for the effects of an unbalanced top chord 9 20 8 0.09 live load occurring at (11-09-00) using a 1.00 Pull and 0.00 Reduced lead Bracing Data Swrnnwy 8 9 137 430 0.16 factor. ----------Bracing Data ------------ BC 1-10 97 80 0.52 9-19 336 64 0.44 See Loadcaae Report for loading combinations and additional details • Chords: continuous except where shown 10-li 97 80 0.15 Dead Loads may he slope adjusted: 12.0/12 Web Bracing -- None 11-12 97 80 0.06 Tooth-Holding reduction factors applied:Green Lumber Plate ofllaeta(X,Y): 12-13 95 76 0.05 13-14 95 76 0.05 Notes (None unless indicated below) 14-15 95 76 0.06 Gable webs are attached with mm. 1x3 20 ga.p1ates. The msx.rake overhang Jntl-08-00.-02-06), .lnt4(00-01.00-12). 15-16 336 64 0.08 - 1/2 the truss spacing. If this truss is exposed to wind leads Jnt5(0.01-00). Jnt6(00-01.00-13), 16-17 336 64 0.08 perpendicular to the plane of the truss, it must be braced according to a JetS (-03-00,01-03) • JetS (08-01, -02-04). 17-18 336 64 0.08 standard detail matching the wind criteria shown, or according to the Jntl5(0,-01-00) 18-19 336 64 0.18 Construction Documents and/Or BCSI - 83. Web 4-12 108 372 0.05 Designed for green lumber that will be seasoned by time of installation. 4-15 116 117 0.06 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 5-15 169 480 0.17 Plates located at 'PC pitch breaks meet the prescriptive minimum size 6-15 260 531 0.31 requirement to transfer unblocked diaphragm loads across those joints. A "Pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5' deep x 3.5" wide at 24" o.c. Max. for outlookers. Do not notch in the heel areas marked or anywhere there is a FESS sIngle chord member. Do not cut the connector plates. GLi4 (,Q9NL 114 Attach stacked chords with 2x4 20 ga. plates, u.n.o. 67 * C 4t i72/2O2O NOTICEACopy of this design abel be furnished to the erection canr. The design of this IndlytaLmi bUss is besed on design afteita and iequlremwib supplied by 0 solutions the Thaw P,tenufaclumr and ielbe upon the acaaacy and camplataneea of the l,.imaUn eat feith by the Bultaing oeaigiler.Asesl on thia drawing Indicetea IIh!A1 Truss Studio V acceptance of professional engineering responsthSty aelely for the (ems component design shown. See the cover page and the lapoftnt IntammlIcn a General 2019.3.0.215 Pictea' pegs for addjllonal lnfom,aticn.AU connector plates abel be msnuteclured by Simpson Strong.TIe Company. Inc In accordance with ESR,2762.M connector ___________ Helpdesk: 1-8662528606 plates areS) gauge. unless the apeelfied plate dab followed bye -18 whidi Indlestasen 18 gauge plate, or S# Ir. width Indlcstese high tension 18 gauge plate. CSHe1p8strcmgti..con V En9erg. 2029rSaGTEng I - 3x5 I Material Summary TC 2x4 DFL *2 BC 2x4 DFL #2 Webs 2x4 DFL *2 Member Fore.. Summary . .Nam... Ten Comp .CSI. YC OH- 1 126 0 0.04 2 307 2240 0.30 3 206 1740 0.41 4 193 1746 0.37 5 404 2246 0.30 5-OH 126 0 0.64 BC 1 6 2070 253 0.71 6 2070 206 0.70 Web 2- 6 261 617 0.15 6 971 0 0.17 6 258 617 0.15 Project Name: Hammond (NEW) Qty: 2 Those: E2 Customer. - SID: 0000884699 TID: 103798 Date: 01122120 Truss Mfr. Contact SL - Pace: I of I 2-4-10 4-9-3 3-8-13 3-8-13 4-9-3 2-4-10 1 8-6-0 12-2-13 17-0-0 1 2 3 4 8-6-0 8-6-0 I I 8-6-0 17-0-0 C 17-0-0 -3 Code/Design: CBC-20161TP1-2014 PSF Live Dead Our Factors TC 20.0 15.0 Live Wind Snow Sc 0.0 10.0 Lee 1.25 1.60 N/A Total 45.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 O.C. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Feb Tolerance: 201b Creep (Kcr) - 2.0 ON Soffit Load: 2.0 psf Snow Load Specs ----------- ASCE7-10 Ground Snow(Pg) N/A Risk Cat: XI Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ---------Wind Load Specs ----------ASCE7-10 Wind Speed(V) = 115 mph Risk Cat: XI Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft N.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes A - Yes Hind Uplift Reporting: Rybridl4W Additional Design Check------- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb IC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Reaction Summary -------Reaction Summary (Lbs) lot --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 949 0 03-08 01-00 DFL 625 5 16-10-04 949 0 03-08 01-00 DFL 625 Max Mori! - -50 / +50 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (8-06-00) using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrussSpen Limit Actual (in) Location Vert LL L/360 L/999(-0.12) 6- 5 Vert DL L/180 L/999(-0.18) 6- 5 Vert CR L/240 L/650(-0.30) 6- 5 Harz LL 0.75in 0.07) 8Jt 5 Nora CR 1.25in ( 0.17) Sit 5 Ohng CR 2L/120 L/215(-0.14) 1- 1 Ohng CR 2L/120 L/215(-0.14) 5- 5 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x Oaf 1 DL in accordance with ANSI/TPI 1. - Bracing Date Summary Bracing Data............ Chords; continuous except where shown Web Bracing -- None Plate ofibets (X, Y): (None unless indicated below) Jnt6 (0,-00-ll) NOfiCEAcopyof this design s1150 be furnished totes ernctbn contraztsn The design e1th1s IndIvidual buss Is based on design allata and requirements sqp1led by Coapovent Solutions the Truss lasnufeclurer and relies upon the smarraq and ceniplstanessoltho InfoonslIen out faith by the BUIbJII1g Oeslgnec Astral on this diawing Indleates ilI1I VC0198 SbedLO V scceptance otprofesslonal englneeilng respcnslblllly sciely for the thasconlparent design Shown. See the Coverpap and the lmpoitsnt lnfomtlon & General 2819.3.0.216 _____________ Notes' page for eddltlonsi Infonnstlon.PJI connector plates shall be rnsnufsclured by Slmpscn Stong.lto Company, be In ecomdsnce with ESR-2762.AlI comnedcr ~.5k 1-866-252-8606 plates are 20 gauge, unless the spedifed plate size Is followed by a %18` width lndbsstes an 18 gauge plate, or S# 18' wIdth lndbetea a high tensIon 18 gauge plate. Iis)) CSR.3p0.trongtim.eow Project Name: Hammond (NEW) Qty I miss: El Customer - 89): 0000664898 liD: 103798 Date: 01123120 Truss Mfr. ContactSL - Page: 1 of I 2-4-10 4-6-14 3-11-2 3-11-2 4-6-14 2-4-10 1 4_26_14 8-6-0 12-5-2 17-0-2 5x8pm r 00 Not Notch II 4:pm 8pm DONOINUM ml LI 3x6pm 3x6pi 1'"'"' Typical plate: 1.5*4 8-6-0 8-6-0 8-6-0 17-0-0 8 9 10 11 12 13 14 7 1. 17-0-0 I Code/Design: C*C-2016/TPI-2014 PEP Live Dead Our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Fab Tolerance: 201 Creep (Kcr) - 2.0 OR Soffit Load: 2.0 psf Snow Load Specs ------- AScE7-10 Ground Snow(Pg) - N/A Risk Cat: IX Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-slope Minimums (Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: HO Ice Dam Chk: No ----Wind Load Specm---------ASCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: I. - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Rat - 1.0 Bldg Enclosure: Enclosed Wind DL(psfl: IC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW ------Additional Design Checks----- 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb IC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: Yes Material Summaly TC 2*4 DFL *2 DC 2*4 DPL *2 Webs 2x4 DPI *2 Other 2*4 DPI. *2 Member Forces Summary .Mem... Ten Comp .CSI. TC ON 1 129 0 0.84 1- 2 56 24 0.18 1- 2 90 283 0.25 2- 3 103 261 0.28 3- 4 237 27 0.34 4- 5 237 33 0.31 5- 6 97 261. 0.28 6- 7 56 24 0.18 6- 7 84 283 0.25 7-OH 129 0 0.84 BC 1- 8 228 34 0.50 7-14 228 34 0.50 8- 9 228 34 0.1.4 9-10 228 34 0.06 10-11 228 34 0.05 11-12 228 34 0.05 12-13 228 34 0.06 13-14 228 34 0.14 Web 3-11 192 403 0.12 4-11 142 419 0.08 5-11 191 403 0.12 Reaction Summary -----Reaction Suamazy(Lbs)-------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 08-07 729 43 17-00-00 8 2-07-13 106 245 17-00-00 11 8-06-00 692 62 17-00-00 14 14-04-03 106 245 17-00-00 7 16-03-09 729 43 17-00-00 Reactions not shown: down < 400 and up < 150 Reaction Summary (pit) ----- Jnt-Jnt React -Up- --Width- 1- 7 10 0 17-00-00 (reduced) Max Boris - -53 / +53 at Joint 1 undsSummary This truss has been designed for the effects of an unbalanced top chord live load occurring at 18-06-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Gable webs are attached with mm. 1x3 20 ga.plates. The max.rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - 83. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the plate size indicates that the plate has been user modified: see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" D.c. mar. for outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2*4 20 ga. plates, u.n.o. Deflection Summary TrussSpan Limit Actual (in) Location Vert LI. L/360 L/999( 0.00) 1- 8 Vert DL L/180 L/999( 0.00) 1- 8 Vert CR L/240 L/999( 0.01) 1- 8 Hors LL 0.751n ( 0.02) 8Jt 1 Hors CR 1.251n ( 0.02) @Jt 1 01mg CR 2L/120 L/215(-0.14) 1- 1 Ohng CR 2L/120 L/215(-0.14) 7- 7 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Ret - 1) x DefiOL in accordance with ANSI/IPX 1. Bracing Data Summasy -----------Bracing Data ------------ Chords; continuous except where shown Web Bracing -- None Plate offieta (X, Y): (None unless indicated below) Jntl(-08-02,-02-06), Jnt3(00-04,00-06), jnt4 (0, 01-00) • Jnt5(-00-04,00-06), Jnt7 (08-04. -02-07) 16-11-2 19-7-4 6 -5/12 1. 5x4 5x8 1 2 3 4 3x5 5/12 3x8 3x8 - 5x8 2.5/12 -2.5/12 7 T II II 3x5 4-1 Project Name: Hammond (NEW) Qty 8 Thiss: D2 Customer: - SID: 0000864897 lID: 103796 Date: 01122120 Truss Mfr. Contact SL Page: lof I 8-6-0 3-0-0 5-2-8 6-3-8 8-6-0 il60 8 - - 16-8-8 23-0-0 10 7 1. 23-0-0 Code/Design: CBC-2016/TPI-2014 PSF Live Dead Dur FactorS TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lam 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Net Service: No Fab Tolerance: 20% Creep (Kcr) - 2.0 ON Soffit Load: 2.0 psf ----------Snow Load Speca----------- AScE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfain): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No -Wind Load Specs--------- ASCE7-lo Wind Speed (V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: I. - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Rat - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Tea R - Yes Wind Uplift Reporting: BybridMW Additional Design Check------- 10 paf Non-Concurrent BCLL: Yea 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yea 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary Reaction Summary Deflection Summary 'PC 2x4 DPI. #2 -----Reaction Summary(Lbs) TrussSpafl Limit Actual(in) Location BC 2x4 DPI. 12 Jot --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LI. L/360 L/999(-0.18) 1- 8 Webs 2x4 DPI. 12 1 01-12 1219 0 0308 0105 DFL 625 Vert DL L/180 L/999(-0.23) 1- 8 7 22-10-04 1220 0 03-08 01-05 DPI. 625 Vert CR L/240 L/659(-0.41) 1- 8 Member Forces Summary Max Horix - -70 / +70 at Joint 1 Harz LI. 0.75in ( 0.10) 8Jt 7 .Mem... Ten Camp .CSI. Harz CR 1.25in ( 0.21) 8.lt 7 TC OH- 1 126 0 0.84 Loads Summary Ohflg CR 211120 L/215(-0.14) 1- 1 2 495 3424 0.48 Ohng CR 2L/120 L/215(-0.14) 7- 7 3 403 3078 0.48 This truss has been designed for the effects of an unbalanced top chord - 4 325 1683 0.23 live load occurring at (11-06-001 using a 1.00 Full and 0.00 Reduced load Vert CR and Marx CR are the vertical and 5 302 1719 0.47 factor, horizontal deflections due to live load 5 6 322 1837 0.38 see Loadcase Report for loading combinations and additional details, plus the creep component of deflection due to dead load, computed as Dart LI. + 6- 7 7-OH 312 129 1932 0 0.36 0.84 Dead Loads may be slope adjusted: > 12.0/12 tIter - 1) x Defl,,,DL in accordance ith DC 1- 8 3160 348 0.80 Tooth-Holding reduction factors applied.-Green Lumber MtSXITPI 1. 7-10 8- 9 1718 2808 201 205 0.52 0.62 Notes Bracing Data Summery 9-10 1741 201 0.46 Designed for green lumber that will be seasoned by time of installation. ------------Bracing Data ------------ Web 2- 0 130 510 0.12 plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown 3- 8 1270 41 0.22 Plates located at 'PC pitch breaks meet the prescriptive minimum size Web Bracing -- None 3- 9 218 1607 0.37 requirement to transfer unblocked diaphragm loads across those joint.. 4 9 984 100 0.17 Plate offset, (X. 5.' 9 133 309 0,14 (None unless indicated below) 5-10 113 256 0.03 Jnt3(00-03.00-01), Jnt7(0,00-01), 6-10 118 248 0.04 JntB(0,-00-11), Jntl0(0,-00-08) NOTICEA copy of this design ehal be fwulahed to the eisdion contractor. Tire design of this ladbeitaltiuss is bssed an design ateda and mqutzmnenls soppilad by Cah......t Saluticee the Truss Manufacturer and ,slles upon the acoiracy end of the Infomtallen Set fetth by the Bubaig DesIgnerAaeaI an this 4mwn9 bidicetes IIAl!I1U TEUSS Studio V acceptance of professional engineering issponslbltfty safely for tire truss component design shown. See the cover page and the 'tnrpcilant i..t..,...n. a eneJeJ 2019.3.0.218 NotW page for additional biformallon. M conceder plates shall be manufactured by Simpson Strong-Tie Company. Mo in accordance with ESR4YO2.M connedor I-i-rj gal~: 1-866-252-8806 plates are 20 gauge, unless the apedfied plate eke Isfolbiwed by a -ir wirMa Indicetes an 16 gauge plate. cr58 ir, slildr Indlontes a high tensiOn 18 gauge pints. cau.lp.trengti..cma Material Summary TC 2x4 DEL 12 BC 2x4 DFL $2 Webs 20 DEL $2 Other 2x4 DEL $2 Member Forces Summery .Kem... Ten camp .CSZ. TC OH- 1 126 0 0.84 2 119 1278 0.32 3 137 1211 0.33 4 152 433 0.27 5 142 471 0.49 6 887 20 0.56 7 737 34 0.35 8 63 26 0.19 7- 8 670 12 0.30 a-on 129 0 0.84 BC 1- 9 1213 0 0.62 8-13 164 666 0.34 9-10 1095 0 0.36 10-11 166 764 0.21 11-12 164 666 0.05 12-13 164 666 0.13. Web 2- 9 122 207 0.07 3- 9 602 0 0.10 3-10 94 939 0.21 4-10 159 2 0.03 5-10 1117 29 0.19 5-11 183 1074 0.13 6-11 84 288 0.04 Project Name: Hammond (NEW) Qty: I miss: DI Customer. - SID: 0000664698 110: 103796 Date; 01123120 Truss Mh Contact SL Page: loll 1.2_4_104. 4-9-3 3-8-13 3-0-0 5-5-2 2-8-2 3-4-12 2-4-10. 1 2 8-6-0 11-6-0 16-11-2 19-7-4 6 23_9_0 7 8 Do Not Notch 5x8pm 5/12 4x8pm 5/12 pin II Do Not Notch a In 141 .5,U 53x10 I-Il I I ' 3x4pns 4-1 2.5/12 5x6 3x6pm Typical plate: 1.50 8-6-0 3-0-0 5-2-8 6-3-8 I I I 8-6-0 1160 16-8-8 2300 9 10 11 1213 8 23-0-0 Code/Design: CSC-2016/TPI-2014 PU Live Dead our Factors TC 20.0 15.0 Live Wind Snow I BC 0.0 10.0 Lum 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Feb Tolerance: 20% Creep (Rex) - 2.0 OH Soffit Load: 2.0 psf ---------Snow Load Specs--------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(l.0) Unobstructed Slippery Roof: No Low-Slope Minimums(Pfmin); No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Speca--------- ZiSCE7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dies: L - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes A - Yes Wind Uplift Reporting: NybridMW ---Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yea Reaction Summary -------Reaction Swrimsry(Lba)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 646 0 03-08 00-11 DEL 625 11 16-10-04 1327 0 6-03-08 13 20-05-03 83 236 6-03-08 8 22-03-09 550 75 6-03-08 Reactions not shown: down C 400 and up C 150 Reaction Summary (pif) ----- Jnt-Jnt React -Up- --Width- 11- 0 10 0 6-03-08 (reduced) Max Horis - -83 / +33 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 111-06-001 using a 1.00 Full and 0.00 Reduced load factor. See Loadcaae Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Molding reduction factors spplied:Green Lumber Notes Gable webs are attached with mm. 1x3 20 ga.platea. The max.rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. slam, for Outlookers. Do not notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. Deflection Summary TrussSpsn Limit Actual (in) Location Vert LL L/360 L/999(-0.12) 1- 9 Vert DL L/180 L/999(-0.12) 1- 9 Vert CR L/240 L/840(-0.23) 1- 9 Hers LL 0.75in ( 0.03) 8.7th Hors CR 1.25in ( 0.07) 8.7th Ohng CR 2L/120 L/215(-0.14) 1- 1 Ohng CR 2L/120 L/215(-0.14) 8- 8 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Ncr - 1) x Defl,_DL in accordance with AE1SI/TPI 1. Bracing Data Summery Bracing Data ------------ Chords? continuous except where shown Purlina------------0-----Frets-- --- To--- Issys TC 4-00-00 8-06-00 16-11-02 2 Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) jntl (-00-07, -00-03) • Jnt3 (02-07,00-13), Jnt4(0,01-00), .lnt5(0,00-15), .lnt6 (00-05,00-12), Jntg (08-05, -02-06), Jnt9(0,-00-11), .7ntll(0,-00-12). Jnt16(0,-00-14), .lntl9(01-12, -02-12) NOflCEAonpy of thIs design shot beltmmlthsd 10th. ezectlsn owdisetar. The desn of ft batisidusi Ross Is baud on dedgn oteita and mqutmntante a*pftd by C4w1P=-t 8oluticma 1I ths miss Manuthotuist end relIes upon the umascy end omliplotenes. of the Infemislien set faith by the BulNing Designer. Sib Asssl on thawing indicates Tress Studio V soceplsnee Of prefosslensi sngtneemtng respenathEty solely for the 12us$ component desIgn shown. Seethe onset pege and the Irepottant Infonnellan & General 2010.3.0.218 Notes' pop for sddlticnsl hdb,maUonA1I rcnnedcr plates shall be mislufadured by Simpson Stmng.11e Conipentt Inc in sccaidsnee wEt EW,2?gL All connector Ma2a4.k: 1-066-252-8606 plates are 20 gange, unless the spedted plate eIsa Is followed bye '-irwhidi IndIcates an 18 gsioe plate. or'S# 18. width IndIcates s hbh tensIon 18 gauge p1st.. - CSHoti8.troagti..ccm -4.8/12 4-0 4 I 3x5 Project Name: Hammond (NEW) Qty: 9 Thiss: C2 -- Customer - 810: 0000664895 TID: 103796 Date: 01123120 Thiss Mfr. Contact SL Page: 1 of I 2-4-11 4-7-3 , 3-5-9 1-2_ 3-4-6 , 3-2-10 , 2-8-0 4-7-3 8-0-12 9-3-0 12-7-6 15-10-0 18-6-0 8-0-12 1-2-4 6-7-0 2-8-0 8-0-12 9-3-0 15-10-0 ' 18-6-0 1 8 9 10 7 1. I. 18-6-0 Code/Design: cBC-2016/TPX-2014 9SF Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lum 1.25 1.60 N/A Total 65.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Tee Green Lumber: Yes Wet Service: No Feb Tolerance: 2014 Creep (Kcr) - 2.0 OH Soffit Load: 2.0 pat -SnOW Load Specs ----------- ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: IX Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads; No Rain Surcharge: No Ice Dam Chk: No -Wind Load Specs---------ASCE7-lO Wind Speed(V) 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: I. - 45.6 ft B - 23.0 ft M.R.li(h) - 15.0 ft Eat - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: flybridl4W -Additional Design Check------- 10 psf Non-Concurrent BCLL; Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary Reaction Summary TC 2*4 DFI. 62 Reaction Sunmaxy(Lbs)---------------- BC 2*4 DFL #2 Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI Webs 2*4 DFL #2 1 01-12 1035 0 03-08 01-02 OFt. 625 7 18-05-04 814 0 01-08 20R DFL 625 Member Forces Summary Max Boris 33 / +69 at Joint 1 Hem... Ten Comp .CSI. TC OH- 1 122 0 0.84 Loads Summary 2 3 559 462 2783 2410 0.34 0.38 This truss has been designed for the effects of an unbalanced top chord 4 373 1729 0.23 live load occurring at (9-03-001 using a 1.00 Full and 0.00 Reduced load 5 352 1754 0.21 factor. 5 6 450 1782 0.27 See Loadcase Report for loading combinations and additional details. 7 393 1787 0.12 Dead Loads may be slope adjusted: > 12.0/12 BC 1- 8 2583 473 0.71 Tooth-Holding reduction factors appUed:Green Lumber 7-10 1633 328 0.30 8- 9 2183 325 0.65 Not" 9-10 Web 2- 8 1910 131 334 543 0.63 0.11 Designed for green lumber that will be seasoned by time of installation. 3- B 928 109 0.16 Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees 274 1071 0.12 Plates located at TC pitch breaks meet the prescriptive minimum size 9 1120 227 0.20 requirement to transfer unblocked diaphragm loads across those joints. 9 188 368 0.07 5-10 80 372 0.10 6-10 119 227 0.02 Deflection Summary TrussSpan Limit Actual (in) Location Vert LL L/360 L/999(-0.13) 1- 8 Vert DL L/180 L/999(-0.18) 1- 8 Vert CR L/240 L/686(-0.32) 1- 8 Hors LL 0.75in ( 0.08) 8Jt 7 Harz CR 1.251n ( 0.18) Wt 7 Ohng CR 2L/120 L/215(-0.14) 1- 1 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Oct 112. + (Kcr - 1) x Defi_OL in accordance with BHSI/TPI 1. Bracing Data Summary --Bracing Data ------------Chords; continuous except where shown Web Bracing -- None Plate ofrscts(X,Y): (None unless indicated below) .lntl (-00-01,0), Jnt8(0,-00-11), Jntlo (0,-00-08) um,cc seauziomu NOTICE Acopy of this design shall be IU,nlshedtothe emelian cenlmdsr. The design of this helMdusl (less Is based on design aftails end requirements supplied by 9.• the Thzss Manufacturer and relies upon the acesrecy and cenipleteneesof the LJ......J..,. set forth by the BuIldh Oeslgner.Aseal on this drewbig bidlestes Studio V acceptance of profasalonal engineering respoeslbhlfty solely forthe lzussccmpcnent design shown. Bee the cover page and the important lnt..,,..&,., a General _____________ CSEslpktroagti..ce. 2019.3.0.218 Notes' page for addlllonel lnfomisllon.M connector plates shall be manufactured by Simpson Strong-lie Ccnipeny. Inc In accordance with ESR-2782 pdesk: 1-866-252-8606 plates are 20 gauge, unless the specified plate size Is followed by a Mrwhldi Indicates an 18 gauge plate, WSW 14r, width Indicates a high tensIon 18 gauge plate. Enqouwa, Project Name: Hammond (NEW) Qty I Truss: CI Customer. - SID: 0000864894 i'll): 103796 Date: 01123120 Tsuss Mfr. Contact: SL pap. lofl 2-4-11 4-3-7 4-3-7 4-11-9 1.4-3.1-9 4-11-9 9-3-0 13-6-7 18-6-0 1 3 4 5 6 8 9 5x8pm 4.8/12 -4.8/12 0I II 4-0 4 3x6pm 3x6pm Typical plate: l.5x4 I 4-11-9 4-3-7 4-3-7 4-11-9 I I 4-11-9 9-3-0 13-6-7 18-6-0 1 10 11 12 13 14 15 16 9 18-6-0 1. Code/Design: CBC-2016/TPI-2014 ----------Snow Load Spec----------- --------Wind load Specs-- Additional Design Check------- PSF Live Dead Our Factors AsCE7-10 Ground Snow(Pg) - N/A ASCE7-10 Wind Speed(V) 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Rick Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 psf BC Limited Storage: Yes BC 0.0 10.0 Lice 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: L 45.6 ft B - 23.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(l.0) M.R.H(h) - 15.0 ft Eat - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 D.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb IC Safe Load: NO Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (psf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Wet Service: No Unbalanced Snow Loads: No End Vertical Exposed: I - Yes R - Yes Tab Tolerance: 200 Creep (Kcr) - 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: HybridMW ON Soffit Load: 2.0 psI Material Summajy Reaction Summaty Deflection Summaty TC 2x4 DPI 12 ------------Reaction Simmisry(Lbs) lrussSpan Limit Actual (in) Location BC 2x4 DPI $2 Jut --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL 1/360 1/999( 0.00) 1-10 Webs 2x4 DPI 82 1 1-00-13 707 34 18-06-00 Vert DL L/180 L/999( 0.00) 1-10 Other 2x4 DPL #2 10 2-10-03 70 304 18-06-00 Vert Ca L/240 1/999( 0.01) 1-10 11 4-11-09 445 15 18-06-00 Hors LL 0.751n ( 0.02) 8.7t 1 Member Forces Summaly Reactions not shown: down < 400 and up < 150 Hors CR 1.25in ( 0.03) 8Jt 1 Mee... Ten Comp .csz. ---- Reaction Summary (p11) Ohng CR 2L/120 1/215(-0.14) 1- 1 TC OH- 1 125 0 0.84 Jnt-Jnt React -Up- -Width- 1- 2 66 29 0.23 1- 9 33 0 18-06-00 (reduced) Vert R and Horz CR are the vertical and 2 215 102 0.41 Max Eerie - -36 / +73 at Joint 1 horizontal deflections due to live load 4 316 105 0.46 plus the creep component of deflection 5 62 112 0.36 Load_eSummary due to dead load, computed as Def1_LL + 6 85 114 0.38 (Kcr - 11 x Defl_DL in accordance with 7 72 136 0.30 This truss has been designed for the effects of an unbalanced top chord 1iNSX/TPI 1. 9 12 3 0.08 live load occurring at 19-03-001 using a 1.00 Full and 0.00 Reduced load 7- 9 55 164 0.06 factor. Bracing Daft Summary BC 1-10 163 299 0 • 9-16 74 0 0.20 See Loadcase Report for loading combinations and additional details. Bracing Data 10-11 163 299 0.15 Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown 11-12 160 291 0.07 Tooth-Holding reduction factors epplied:Green Lumber Web Bracing -- None 12-13 160 291 0.06 Notes Plate offsets(X.Y): 13-14 80 0 0.06 14-15 80 0 0.06 Gable webs are attached with mm. 1x3 20 ga.plates. The max.rcke overhang (None unless indicated below) 15-16 74 0 0.06 - 1/2 the trues spacing. If this truss is exposed to wind loads jntl(-08-00,-02-04), Jnt4(00-01,01-00), Web 4-11 135 379 0.04 perpendicular to the plane of the truss, it must be braced according to a Jnt5(0,01-04), Jnt6(00-03,00-15), 4-13 279 79 0.05 standard detail matching the wind criteria shown, or according to the jnt9 (08-05, -02-04) 5-13 113 279 0.06 Construction Documents and/or SCSI - 83. 6-13 Be 75 0.02 Designed for green lumber that will be seasoned by time of installation. 6-15 102 339 0.04 Plates designed for Cq at 0.00 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the plate size indicates that the plate has been user modified: see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" c.c. max. for outlookers. Do not notch in the heel areas marked or anywhere there is a ESS single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. 67fl7 ))) 77O2O NOTIGEAoopyof thin dosn cusS be fimlbhed to the eteciten .cdw. The deslgi of this bidivldual Use; Is based on delgn alteils and requirements suppllsd by Ccm.nt Solutions the Thus Manutecturer and (atlas upon the mairecy and cetuptotanass of the lnfannstlon set thuth by the Building Desner Asset on thin drawing indisotes h'lt2[.]M Truss Studio V ecoepusnceoiptotassionsi angboming isoncn18y selaJyfor the bum component dselgn hewn. See the coverpage and the Impoutant !nlonomusn a Geneiat 2019.3.0.218 Notes" page ftraddltlonsl Intemiaten. All connector plates shall be mauatudumd by Simpson Slmng.11e Company. Min accordance with ESR2782EGA-2762iconnector B.lpdsak: 1-866-252-8606 plateaus 20 gauge. unless the spedllsd plate alas Is fbllowsd by 5 .18' whMu lndlnateaan 18 gauge plate. or'S# 18". which IMlcstes s high tendon 18 gauge plate. CSSe1p€strongti.. am emqorwq: nu19rJRGT5n5 I r;4 4-1 I 815# 815# 815# 815# 815# 815# 815# 815# 815# 4x6 Project Name: Hammond (NEW) - City: I Thies: 82a Customer - SID: 0000664693 liD: 103796 Date: 01122120 Truss Mr. Contact SL Page: loll 2-Ply 2-4-10 5-0-14 4-0-6 4-0-6 5-0-14 2-4-10 5-0-14 9-1-4 13-1-10 18-2-8 5-0-14 4-0-6 4-0-6 5-0-14 1 5-0-14 6 9-1-4 13-1-10 8 18-2-8 18-2-8 Code/Design: cBC-20161TP1-2014 PST Live Dead our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 1.1.25 1.60 N/A Total 45.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 2 Repetitive Member Increase: No Green Lumber: Yes Wet Service: No : Fab Tolerance 20% Creep (Rev) - 2.0 ON Soffit Load: 2.0 pa! ---------snow Load Specs ---- -ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfioin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Darn Chk: No ----------Wind Lead specs ---------- ASCB7-10 Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft N.B.H(h) - 15.0 ft Nat - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMw Additional Design Check------- 10 psf Non-Concurrent DCLI.: Yes 20 pa! BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yea Material Summary TC 2x4 DPI. 82 BC 2x6 DPI. 815 Webs 2x4 DFL 2 Member Forces Summary .Men... Ten Comp .CSI. TC 05- 1 133 0 0.48 2 0 8435 0.48 3 0 5897 0.20 4 0 5898 0.21 0 8485 0.50 -0 5-011 133 0 0.48 BC 1- 6 7746 0 0.71 8 7795 0 0.72 7 7746 a 0.57 8 7795 0 0.57 Web 2- 6 1950 0 0.17 7 0 2736 0.17 7 4180 0 0.37 0 2791 0.17 4- 1984 0 0.17 Reaction Summary -----Reaction Summary(Lbe) --------- Jnt --X-Loc- React -Up- --Width- -Reqd -Met PSI 1 01-12 4289 0 03-08 02-05 DPI. 625 5 18-00-12 5054 0 03-08 02-11 DPI. 625 Max Horix - -52 / +52 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 19-01-041 using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Concentrated Loads - Based on Live Load Domain Load Uplift Location Dir Description Transfer loads: BC 815 0 2-00-12 Vert C2 8 -90 Deg BC 815 0 4-00-12 Vert C2 8 -90 Dog BC 815 0 6-00-12 Vert C2 8 -90 Deg BC 815 0 8-00-12 Vert C2 8 -90 Dog BC 815 0 10-00-12 Vert C2 8 -90 Dog SC 815 0 12-00-12 Vert C2 8 -90 Dog BC 815 0 14-00-12 Vert C2 8 -90 Deg DC 815 0 16-00-12 Vert C2 8 -90 Dog BC 815 0 17-10-04 Vert C2 8 -90 Dog Tooth-Holding reduction factors appiied:Green Lumber 2-PLY TRUSS Fastener Spacing Fasten each ply to the adjacent ply as follows (rows staggered): TC, 1-row(s) of lOd Nails (0.120" dia. ii 2-7/8" mm.) e 12.0" o.c. BC, 2-row(s) of lOd Nails (0.120" dia. x 2-7/8" min.) 8 12.0" o.c. NB, 1-row(s) of lOd Nails (0.120" dia. x 2-7/8" mm.) 8 9.0" o.c. ** Use additional fasteners of the sans type within +1-12" of the location (s) indicated (except where approved hangers are used with fasteners that transfer the load to all plies): SC:2-00-12, 3, BC:4-00-12, 3, BC:6-00-12, 3 BC:8-00-12, 3, BC:10-00-12, 3, BC:12-00-12, 3 BC:14-00-12, 3, BC:16-00-12, 3, BC:17-10-04, 3 Notes Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary rzuasSpan Limit Actual (in) Location Vert LI. L/360 L/999(-0.11) 7- 8 Vert DL L/180 L/999(-0.14) 7- 8 Vert CP. L/240 L/843(-0.25) 7- 8 Hors LI. 0.75in C 0.03) 83t 5 Norm CR 1.251n I 0.07) 8Jt 5 Ohng CR 216/120 L/431(-0.07) 1- 7. Ohng CR 2L/120 L/431(-0.07) 5- 5 Vert CR and Norm CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Nor - 11 x Den DL in accordance with IlBSI/TPI 1. - Bracing Data Summary -- Bracing Data ------------Chords; continuous except where shown Web Bracing -- None Plate offeeta (X, Y): (None unless indicated below) Jnt3 (0, -00-01) • Jnt5 (0, -00-06). 3nt6(0,-01-05), Jnt7(0,-00-10). Jnt8 (0,-01-06) NOTICE Acopy of this design shaD be furnished to the emotion und.ad.... The design oPtida hdMdusl Sums 15 bared on design altaita and requirements suppflsd by theThass Msnufscturerand relies upon the eemrocy and completeness of the bifonnallon Set "by the BuDding DeslgnmAaeal an this oewlng indicates Truss 8be4i0 V acceptance olprofesslenal engineering rosponlb1Ifty solely for the less component design shown. See the cover page and the Important bdomwlisn & General 2019.3 • 0.218 NoteS' page for additional lnformstion.M connector plates shall be manufactured by Simpson Strong-lie Company, Inc In accordance With E5R2782. AU omineator Bel~. 1-866-252-8606 plates are 20 gauge, unless the specified plate eke Is followed by e".lr wlrldi Indicates an 16ga pints, or 's# ir.wtiioti Indicates a highhightension 18 Soup piets. ____________ CSE.lpdetrongtis.com Project Name: Hammond (NEW) Qty 8 miss: 52 Customer: - SID: 0000864692 riD: 103796 Date: 01123120 Truss Mr. Contact SL Page: 1 of I 2-4-10 3-6-10 2-10-14 l 4 ,1-7-10-o-t-o..1-7-i0 2-10-14 3-6-10 2-4-10Lj 3-6-10 6-5-8 8-1-2 -1-4o-1-1_9_0 14-7-14 18-2-8 1 2 3 456 7 8 9 3x4= 1.5x4 3x4= 3x4- 1. 5X4 5/12 Ch I L H: 2-06-00 max II ru CL: 9-01-04 I, II Ir4 "I Ii I 3X5 mechanical US 4_i un -' zj3x6 2x3= 2x3= 3x6 100# 100# 6-5-8 5-3-8 6-5-8 I I I I 6-5-8 11-9-0 18-2-8 1 10 11 12 13 9 -4 18-2-8 Code/Design: CBC-2016/TPI-2014 PSP Live Dead Dur Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Los 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: Yea Wet Service: No Feb Tolerance: 200 Creep (Ncr) - 2.0 ON Soffit Load: 2.0 paf Snow Load Spec-----ASCE7-10 Ground Snow(Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Othera(l.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chk: No -Wind Load Spec ASCE7-lo Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Est - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes R - Yes Wind Uplift Reporting: HybridMW ------ Additional Design Check------- 10 psf Non-Concurrent BCLL: Yea 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary 'TC 2x4 DPI. $2 1 SC 2x4 DPL *2 Webs 2x4 DPI. *2 Other 2x6 DFL *2 Member Forces Summery .Hat... Ten Comp .CSI. TC 05- 1 129 0 0.96 2 127 1711 0.42 3 79 1406 0.69 4 138 1211 0.74 5 402 0 0.79 6 402 0 0.79 7 137 1211 0.74 8 79 1406 0.71. 9 127 1711 0.42 9-05 129 0 0.96 BC 1-10 1536 15 0.58 9-13 1536 35 0.58 10-11 1486 0 0.39 11-12 1484 0 0.34 12-13 1486 5 0.39 Web 2-10 110 496 0.09 3-10 407 0 0.07 4- 6 53 1624 0.19 7-13 407 0 0.07 8-13 109 496 0.09 10-11 75 321 0.22 11-12 50 263 0.23 12-13 73 321 0.22 Reaction Summary Reaction Suminary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 1104 0 03-08 01-03 DPI. 625 9 18-00-12 1104 0 03-08 01-03 DPI. 625 Max Boris - -53 I +53 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (9-01-04) using a 1.00 Full and 0.00 Reduced load factor. Attic space centered at 9-01-04 meets deflection criteria L/360. Designed for a mechanical unit dead load of 100 lb centered at 9-01-04, applied as two point bade separated by 4-00-00. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Concentrated Loads - Based on Live Load Domain Load Uplift Location Dir Description User loads: BC 100 0 7-01-04 Vert MechLoad 8 90 Deg BC 100 0 11-01-04 Vert !4echLoad 0 90 Deg Tooth-Holding reduction factors applied:Green Lumber piate oiveets x, y) Notes (None unless indicated below) Designed for green lumber that will be seasoned by time of installation. Jnt5(0,-00-07) Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. Deflection Summary TrusaSpan Limit Actual (in) Location Vert LI. L/360 L/999(-0,07) 11-12 Vert DL L/180 L/999(-0.14) 11-12 Vert CR L/240 L/999(-0.21.) 11-12 Hors LI. 0.75in C 0.02) 8Jt 9 Hors CR 1.25in C 0.05) Wt 9 Ohng CR 2L/120 L/215(-0.14) 1- 1 Ohng CR 2L/120 L/215(-0.14) 9- 9 Vert CR and Harz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as DeS l_LL + (Net - 1) x Defl_DL in accordance with ANSI/Tel 1. Bracing Date Summary Bracing Data ------------ Chords; continuous except where shown Attic tie beam (TB) & walls: bracing indicated or rigid sheathing. Web Bracing -- Hone NOTICEAcepy of fob den shaft be fwnlshed to the etedilen conlieder The desi olthl, WMWW= Is based an design altede and requlranients supplied by the Tes Manufecturar and relies upon the emiracy and canpletenese of the lnforniatlon set fo,th by the Building Designsr.Aseal on thb drawing ladketas scOeptonrc of professional englneeilng responsibility eclety for the buss caniponent design &Wwn. See the coat page end the Impolant lnfemwtlon & Genel NotW page for eddilional hifcnnsllen.M cenneder plates shall be msnufadwed by Simpson Stmng.11e Company, inc In aecadanes with ESR.270- All cennector plates are 20 gauge, unless the apedfled plate steals followed by a -lrwtilth Indicates on 18 gauge plate, or'S# 1W, wIdth Indicates a hIgh tensIon 10 gauge plate. 4 hComponent solutions Il!I1U Truss Skedie V 2019.3.0.218 Seipd.sk: 1-866-252-8606 cs.lpe.trexpu.. cam I ii 5x8pm [Project Name: Hammond (NEW) Qty I Thiss: BI Customer - SID: 0000684891 liD: 103796 Date: 01123120 Truss Mfr. Contact SL Page: 1 of I 24-10 . 4-10-8 4-2-12 4-2-12 4-10-8 2-4--10 4-10-8 9-1-4 ' 13-4-0 18-2-8 1 23 4 5 6 8 9 Typical plate: 1.50 4-10-8 4-2-32 4-2-12 4-10-8 4-10-8 9 1 4 13-4-0 18-2-8 1 10 11 12 13 14 15 16 9 1. •1. 18-2-8 Code/Design: CBC-20161191-2014 9SF Live Deed Our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 Lue 1.25 1.60 N/A Total 45.0 Pit 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 3. Repetitive Member Increase: Yes Green Lumber: Yes Wet Service: No Feb Tolerance: 20% Creep (11cr) - 2.0 OH Soffit Load: 2.0 pat -Snow Load Specs---------- ASCE7-1O Ground Snow(Pg) - N/A Risk Cat: IX Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others(1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfmin): No Unbalanced Snow Loads: No Rain Surcharge: No Ice Dam Chit, No -Wind Load Specs ---------- ASCE7-10 Wind Speed(V) 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): IC - 9.0 BC - 6.0 End Vertical Exposed: L - Ye. R - Yes Wind Uplift Reporting: RybridMW Additional Design Check------- 10 paf Non-Concurrent BCLL: Yea 20 pat BC Limited Storage: Yea 200 lb BC Accessible Ceiling: Yes 300 lb IC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x4 DPI $2 BC 2x4 DPI $2 Webs 2x4 DFL $2 Other 2x4 DPi $2 Member Forces Summary . .14515... Ten Comp .CSI. TC OH- 1 129 0 0.84 1- 2 42 22 0.10 2 31 84 0.26 2-3 0 13 0.01 4 96 57 0.30 5 85 124 0.35 6 Be 124 0.35 7 95 45 0.29 9 57 25 0.18 7- 9 46 Be 0.25 9-011 129 0 0.84 BC 1-10 101 84 0.54 9-16 111 86 0.52 10-11 101 84 0.15 11-12 98 79 0.06 12-13 98 79 0.06 13-14 108 82 0.06 14-15 108 82 0.06 15-16 111 86 0.14 Web 4-11 104 344 0.04 4-13 89 9 0.01 5-13 91 270 0.06 6-13 92 7 0.01 6-15 106 343 0.04 Reaction Summary Reaction Summary(Lbs) ---------------- Jot --X-Loc- React -Up- --Width- -Reqd -Nat PSI 1 08-07 704 39 18-02-08 10 2-09-07 116 240 18-02-08 16 15-05-01 117 227 18-02-08 9 17-06-01 691 38 18-02-08 Reactions not shown: down < 400 and up < 150 Reaction Summary (pit) ----- Jnt-Jnt React -Up- --Width- 1- 9 22 0 18-02-08 (reduced) Max Boris - -57 / +60 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at 19-01-043 using a 1.00 Full and 0.00 Reduced load rector. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Notes Gable webs are attached with mm. 1x3 20 ga.plates. The max. rake overhang - 1/2 the truss spacing. If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - B3. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at IC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm' next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" o.c. mail, for outlookers. Do not notch in the heel areas marked or anywhere there is 5 single chord member • Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. Deflection Summary lrussSpan Limit Actual(in) Location Vert LL 1/360 L/999( 0.00) 1-10 Vert DL L/180 L/999( 0.00) 1-10 Vert CR 1,1240 L19994 0.01) 1-10 Hors LL 0.751n ( 0.02) 8Jt 1 Hors CR 1.251n ( 0.02) Bit 1 01mg CR 21/120 L/215(-0.14) I- I Ohng CR 2L/120 L/215(-0.14) 9- 9 Vert CR and Hors CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Eer - 1) x DeflDI in accordance with ANSX/TPI 1. Bracing Date Summary --Bracing Oat------------- Chords; continuous except where shown Web Bracing -- None Plat. offsets (X, Y): (Bone unless indicated below) 3nt1 (-08-05, -02-08) • 3nt2 (02-15,01-06), Jnt4(-00-01,00-15), Jnt5(0,01-04), Jnt6(00-01,00-11), Jnt9(08-02,-02-05) N011CEAcopyolthis desIgn sha8 be furnished totha ematlon cenliadot The design of thlshsiMdiml buss is based on design a9aila end requhentente rp the miss Mmiufactwe and tells, upon the asmascy end oenp&.6s of the hhasmth sat fcdh by the Building Deslgnas Aseal en this diawing hidlcetes Us" Studio V acceptance of pmfessisnel englneeling reeponselilty solely for Me buss component design shown. See the ems, pegs and the Impeitant Infoimallen & Generel 2019.3.0.218 Notes' page far addlOenal Infomislian. P41 omineda, plates shall be masufactuved by Simpson Shang-Me Company, Inc In asnce with ESR41162.NI cannador plates ale 20 gauge, unless the speeded plate she allowed by a -18 whleli Indicates an 18 gauge plate. orS# 18", wIdth IndIcates a iiigii tensIon 18 gauge pisea. _____________ Bed~.ak: 1-866-2524606 C8Bs1p8atrongti..cow 3x5 5/12 -5/12 4-1 Zr H Material Summary TC 2x4 DFL $2 BC 2x4 DFL $2 Webs 2x4 DFL $2 Member Forms Summary .Mem... Ten Comp .CSI. TC ON- 1 129 0 0.84 2 132 684 0.44 3 132 684 0.49 3-OR 129 0 0.84 BC 1- 4 586 0 0.38 4 586 0 0.38 Web 2- 4 264 0 0.04 Project Name: Hammond (NEW) Qty 3 Thise. A2 Customer - SID: 0000664690 liD: 103796 Date: 01122120 Tiuss Mfr. Contact SL Page: 1 of I 2-4-10 1. 6-0-0 6-0-0 2-4-10 6-0-0 12-0-0 1 2 3 6-0-0 6-0-0 I I I 6-0-0 12-0-0 1 4 3 1. 12-0-0 Ir Code/Design: CBC-2016/TPI-2014 PEP Live Dead Our Factors TC 20.0 15.0 Live Wind Snow BC 0.0 10.0 jun 1.25 1.60 N/A Total 45.0 PIt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: Yes Net Service: No Feb Tolerance: 20% Creep (Her) - 2.0 ON Soffit Load: 2.0 psf -----Snow Load Specs ASCE7-10 Ground Snow (Pg) - N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others (1.0) Unobstructed Slippery Roof: No Low-Slope Minimums (Pfain): No Unbalanced Snow Loads: No Rain Surcharge: NO Ice Dam Chk: No -Wind Load Specs-------ASCE7-lo Wind Speed(V) - 115 mph Risk Cat: II Exposure Cat: C Bldg Dims: L - 45.6 ft B - 23.0 ft M.R.H(h) - 15.0 ft Kzt - 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC - 9.0 BC - 6.0 End Vertical Exposed: L - Yes H - Yes Wind Uplift Reporting: HybridMW Additional Design Checks------ 10 psf Non-Concurrent BCLL: yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: Yes 300 lb TC Maintenance Load: Yes 2000 lb IC Safe Load: No Unbalanced TCLL: Yes Reaction Summary Reaction Summary(Lbs) ---------- ----- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 01-12 724 4 03-08 00-12 DFL 625 3 11-10-04 725 4 03-08 00-12 DFL 625 Max HOriz - -32 / +32 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at (6-00-00) using a 1.00 Full and 0.00 Reduced load factor. See I.oadcaae Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 12.0/12 Tooth-Holding reduction factors applied:Green Lumber Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 1- 4 Vert DL L/180 L1999(-0.03) 1- 4 Vert CR L/240 L/999(-0.05) 1- 4 Here LL 0.75in ( 0.02) LIt 3 Harz CR 1.25in C 0.02) LIt 3 Ohng CR 2L/120 L/215(-0.14) 1- 1 Ohng CR 2L/120 L/215(-0.14) 3- 3 Vert CR and Harz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Her - 1) x Oaf L_DL in accordance with ANSI/TPI 1. Nate. Bmclng Data Summery Deaigned for green lumber that will be seasoned by time of installation. ----------Bracing Data ------------ Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Chords; continuous except where shown Plates located at IC pitch breaks meet the prescriptive minimum size Web Bracing -- None requirement to transfer unblocked diaphragm loads across those joints. Plate offsets (X, Y): (None unless indicated below) It- NOliCEAcopy at Lb design ehaS be furnished to the aiection cenbadet The design of this (,mb4ad . 4sjga orttedsand mquhmwftsuppbdby seauzamms the itess tdenufudsmr end wiles upon the esoracy and omnp(eteness of the hifamiatlan sot foiL by the Bulising Designer. Ased on this dmwhig Indicstea' t$1l'Al S1U WEB studio V acceptance of puofesslanal englneedng uupansBflhty 5olety for the buss component design shown. See the cover page and the tmoftnt InfamiatIon & General 2019.3.0.218 pde Nozee page foredditlonal lnlbnnstlan. AS connecter plates eaS h be mawfacluted by Simpson Slrnngfle Company. Inc In acesdance with ESR.2762. All connector No' sk: 1-866-252-8606 pletes are 20 gat. unless the specified plate eke Is foflowed by a .16'wtu1th Indicates an 18 gauge plate, at IN fir. width Indicetea a high tension 18 gauge dste. C8Selp€strosqti. .cme Project Name: Hammond (NEW) QtY I Truss: Al Customer - SID: 0000564689 liD: 103198 Date: 01123120 Truss Mill Contact SL Page: loll 2-4-10 ., 6-0-0 6-0-0 2-4-10 6-0-0 12-0-0 1 2 3 4 5 Jr WPM 5/12 -5/12 -, Do Not NOtth Do Not Notch _____ II '-4 II 'I 4-1 4-1 m J,z ~Mpm ~~~~~ 3x6pm Typical plate: 1.50 6-0-0 6-0-0 I I 6-0-0 12-0-0 1 6 7 8 9 10 5 1. 12-0-0 Code/Design: CBC-2016/TPI-2014 Load Spec- ---------- -----Additional Design Check------- - - 9SF Live Dead Our Factors AScE7-1O Ground Snow (Pq) N/A ASCE7-10 Wind Speed(V) - 115 mph 10 psf Non-Concurrent BCLL: Yes TC 20.0 15.0 Live Wind Snow Snow Load Specs----------- - -Wind Risk Cat: II Terrain Cat: C Risk Cat: II Exposure Cat: C 20 paf BC Limited Storage: Yes BC 0.0 10.0 Lun 1.25 1.60 N/A Roof Exposure: Sheltered Bldg Dims: I. - 45.6 ft B - 23.0 ft 200 lb BC Accessible Ceiling: Yes Total 45.0 Pit 1.25 1.60 N/A Thermal Condition: All Others(1.0) M.R.U(h) - 15.0 ft Rat - 1.0 300 lb TC Maintenance Load: Yes Spacing: 2-00-00 o.c. Plies: 1 Unobstructed Slippery Roof: No Bldg Enclosure: Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: Yes Low-Slope Minimums (Pfmin): No Wind DL (paf): TC - 9.0 BC - 6.0 Unbalanced TCLL: Yes Green Lumber: Yes Net Service: No Unbalanced Snow Loads: No End Vertical Exposed: L - Yes R - Yes Fab Tolerance: 201 Creep (11cr) - 2.0 Rain Surcharge: No Ice Darn Chk: No Wind Uplift Reporting: IiybridMW ON Soffit Load: 2.0 psf Meteital Summary Reaction Summary Deflection Summary TC 2x4 DPI. 92 --------------Reaction Sutmsary(Lba)--------- TruesSpan Limit Actual(in) Location BC 2x4 DPI. #2 Jot --X-Loc- React -Up- --Width- -Reqd -Mat PSI Vert LL L/360 L/999( 0.00) 10- 5 Webs 2x4 DPI, 92 1 08-07 759 35 12-00-00 Vert DL L/180 L/999( 0.00) 10- 5 Other 2x4 DPI. #2 6 2-05-10 182 289 12-00-00 Vert CR L/240 L/999( 0.00) 10- 5 10 9-06-06 102 289 12-00-00 Hors LL 0.75in ( 0.02) 8.7t 1 Member Forces Summary 5 11-03-09 759 35 120000 Hors CR 1. 251n C 0.02) sit 1 Hem... Ton Coop .csi. Reactions not shown: down < 400 and up < 150 01mg CR 2L/120 L/215(-0.14) 1- 1. TC 011- i 129 0 0.84 ---- Reaction Summary (plf) Ohng CR 2L/120 L/215(-0.14) 5- 5 1- 2 51 26 0.19 2 56 129 0.21 Jnt-Jnt React -Up- --Width- 1- 5 10 0 12-00-00 (reduced) Vert CR and Harz CR are the vertical and 3 71 82 0.33 Max I1ori - -37 / +37 at Joint 1 horizontal deflections due to live load 4 71 82 0.38 plus the creep component of deflection 5 51 26 0.19 L.oadsSummary due to dead load, computed as Defl LI. + 4- 5 62 129 0.21 (11cr - 1) x Defl_DL in accordance with 5-011 129 0 0.84 This truss has been designed for the effects of an unbalanced top chord MISI/TPI 1. BC 1- 6 103 49 0.50 live lead eccerring at 16-00-003 uiag a 1.00 Full and 0.00 Reduced load 5-10 103 49 0.50 factor. Smalling Dab Summary 7 103 49 0.14 See Loadcase Report for loading combinations and additional details. ---Bracing Dat------------ 7 8 103 49 0.05 Dead Loads may be slope adjusted: > 12.0/12 Chords; continuous except where shown 8 9 103 49 0.05 Tooth-Molding reduction factors applied:Green Lumber Web Bracing - None 9-10 103 49 0.14 Web 3- 8 100 305 0.04 Notes Plate offsete(X,Y): Gable webs are attached with rain. 1x3 20 ga.plates. The max • rake overhang (None unless indicated below) jntl(-08-08,-02-10), Jnt3(0,01-04), - 1/2 the truss spacing. If this truss is exposed to wind loads 3nt5 (08-07,-02-08) perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or SCSI - 83. Designed for green lumber that will be seasoned by time of installation. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks stoat the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. A "pm" next to the plate size indicates that the plate has been user modified; see Plate Offsets for any special positioning requirements. The top chord may be notched 1.5" deep x 3.5" wide at 24" c.c. max. for FESSI eutloOkers. Do net notch in the heel areas marked or anywhere there is a single chord member. Do not cut the connector plates. Attach stacked chords with 2x4 20 ga. plates, u.n.o. (( 6 C 1123/2020 NOTlCEAccpyof this design eliafi be famished to the emcllon crallrsdcc. The design of this IndividusI buss is hosed on design aWaits and requirements supplied by '-W SolutSons Ii'd[d1JI TeaSe studio V the truss Manufacturer and relies upon the ecenscy and completeness of the ,m.aR., set forth by the BulNing Deeigner.Aaesl an this drawing indicates 2019.3.0.218 acceptance of professlonsl engineering responsIbIlIty solely forthe buss component design shown. See the cear page and the Important Infomiatlan & Genetel _____________ Notas page for eddilionsi Infoicestlen. All connector plates alias be nwrulbetured by ShrewStrang-ite Company. inc hi accradsncowth ESR-2702.AII connector Eelpdwek: 1-866-252-8606 plates are 20 gauge, unless the epediled plate size Is followed by s"-18" widdi Indicates an 18 gauge 004 cr ir. 'Muldi hellestas s high tension 16 gauge plate. CSBs3.p5etroagtim. Simpson Strong-lie Company, Inc. TRUSS DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd. Pleasanton, CA 94588 If,)IIjJl (800)999.5099 www.strongtie.com Prep6red for: Aloha Lumber and Truss, Inc. Hammond (NEW) 1/22/2020 4:51 PM Iml1.ziij103796 Notes: The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Truss Manufacturer. The engineers signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resistthe design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. It is the Building Deslgne?s responsibility to review the truss design drawings to insure compatibility with the Building design, Refer to all notes on the indIvidual truss design drawings. 13 Truss Design Drawing(s): 1-Al: 810 664689 5.82a: SID 684693 9.02: SID 664897 13.F2: 810 664701 2-A2: SID 664690 641:81)06404 1081: SID 084698 3.81: SID 664691 7-C2: SID 664695 11-52: SID 664699 4-82: SID 664892 8.01: SID 684698 12f 1: SIP 604700