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HomeMy WebLinkAboutRevised plansSSLING CONSULTING Scott E. Wyssling, PE Coleman D. Larsen, SE, PE Gregory T. Elvestad, PE Aveyo 1261 South 820 East American Fork, UT 84003 To Whom It May Concern: 76 North Meadowbrook Drive Alpine, UT 84004 office (201) 874-3483 swyssling@wysslingconsulting.com November 21, 2023 Revised December 4, 2023 Re: Engineering Services Anderson Residence 125 Crst Vw Dr, Rexburg ID 4.450 kW System We have received information regarding solar panel installation on the roof of the above referenced structure. Our evaluation of the structure is to verify the existing capacity of the roof system and its ability to support the additional loads imposed by the proposed solar system. A. Site Assessment Information 1. Site visit documentation identifying attic information including size and spacing of framing for the existing roof structure. 2. Design drawings of the proposed system including a site plan, roof plan and connection details for the solar panels. This information will be utilized for approval and construction of the proposed system. B. Description of Structure: Roof Framing: Prefabricated wood trusses at 24" on center. All truss members are constructed of 2x4 dimensional lumber. (upgrade is required by adding an additional 2x4 to the top chord of the truss with glue and screws every 16" staggered) Roof Material: Composite Asphalt Shingles Roof Slope: 18 degrees Attic Access: Accessible Foundation: Permanent C. Loading Criteria Used • Dead Load o Existing Roofing and framing = 7 psf o New Solar Panels and Racking = 3 psf o TOTAL = 10 PSF • Live Load = 20 psf (reducible) — 0 psf at locations of solar panels • Ground Snow Load = 50 psf • Wind Load based on ASCE 7-16 Ultimate Wind Speed = 105 mph (based on Risk Category II) o Exposure Category C Analysis performed of the existing roof structure utilizing the above loading criteria is in accordance with the 2018 International Residential Code, including provisions allowing existing structures to not require strengthening if the new loads do not exceed existing design loads by 105% for gravity elements and 110% for seismic elements. This analysis indicates that the existing trusses will require sistering a new 2x4 the full length from ridge to load bearing wall in the area of the solar panel installation to support the additional panel loading without damage, if installed correctly. Page 2of2 D. Solar Panel Anchorage The solar panels shall be mounted in accordance with the most recent K2 installation manual. If during solar panel installation, the roof framing members appear unstable or deflect non -uniformly, our office should be notified before proceeding with the installation. The maximum allowable withdrawal force for a M5 x 60mm lag screw is 158 Ibs per inch of penetration as identified in the National Design Standards (NDS) of timber construction specifications. Based on two (2) screws with a minimum penetration depth of 1.25", the allowable capacity per connection is greater than the design withdrawal force (demand). Considering the variable factors for the existing roof framing and installation tolerances, the connection using two (2) M5 x 60mm lag screw with a minimum of 1.25" embedment will be adequate and will include a sufficient factor of safety. Considering the roof slopes, the size, spacing, condition of roof, the panel supports shall be placed no greater than 48" o/c. Based on the above evaluation, this office certifies that with the racking and mounting specified, the existing roof system with the structural upgrade identified (sistering top chord of truss with an additional 2x4), will adequately support the additional loading imposed by the solar system. This evaluation is in conformance with the 2018 IRC, current industry standards, and is based on information supplied to us at the time of this report. Should you have any questions regarding the above or if you require further information do not hesitate to contact me. A--- uly yours,P� Scott E. Wyssli , PE SS�pNAI Idaho License No. 1 Idaho COA # 4347 • 1897 p OF T lE Wv Sc3 7 Wyssling Consuking, PLLC 76 N. Meadowbrook Drive, Alpine UT Idaho COA 0 4347 Signed 12-04-23 U CONSULTINGN,NG Wyssling Consulting 76 N. Meadowbrook Dr. Alpine, UT 84004 IF CONTRACTOR IS UNABLE TO INSTALL FULL LENGTH SISTER MEMBER DUE TO ACCESS, A SPLICE CAN BE UTILIZED. SEE DETAIL BELOW. Pz9@il 107 EXISTING RIDGE (201) 874-3483 swyssling@wysslingconsulting.com `NEW SISTER. SAME SIZE AS EXISTING, UNLESS NOTED OTHERWISE. * SHALL BE NAILED AND GLUED TO EXISTING. NOTES: 1. NEW SISTER SHALL BE LUMBER GRADE No. 2 OR BETTER. 10d COMMON NAILS, STAGGERED 2. ATTACH TO EXISTING TRUSS WITH I I GLUE AND NAILS SPECIFIED ORT" x 3" ' 1 EXISTING TOP CHORD OF TRUSS WOOD SCREWS. II II 3. IF CONTRACTOR IS UNABLE TO INSTALL FULL LENGTH SISTER MEMBER DUE TO ACCESS, A SPLICE CAN BE UTILIZED. SEE DETAIL BELOW. TRUSS TOP CHORD SISTERING DETAIL NOT TO SCALE S\pNAI I EXISTING TRUSS J SISTERED TRUSS SPLICE BOARD (IF NECESSARY) SECTION A -A (8)i"x3" WOOD SCREWS TYP. EACH SIDE OF SPLICE A • * * 30" MIN, TYP. ' f * 1897 F. WV 5 Wyssling Consulting, PLLC 76 N. Meadowbrook Drive, Alpine UT aho COA # 4347 Si ed 11 /21 /2023 �* * AG `NEW SPLICE BOARD (ONE PIECE). * * }" PLYWOOD. SAME DEPTH AS SISTERING ' JOINT IN SISTERING. SPLICE TO BE * CONTINUOUS OVER JOINT. NOTES: EXISTING AND SISTERED 1. NEW SPLICE BOARD SHALL i' PLYWOOD, TRUSS ASSY SAME DEPTH AS SISTERING. 2. ATTACH TO NEW SISTERS WITH GLUE AND J" x 3" WOOD SCREWS. 3. USE OF CONSTRUCTION ADHESIVE IS RECOMMENDED. SISTERED SPLICE DETAIL (IF NECESSARY) NOT TO SCALE 12i 01 /2023 Project Information: Kathy Anderson 125 Crst Vw Dr, Rexburg, ID 83440, USA Comments: Senior Manager - Design manish@wattmonk.com • We have change the fire setback from ridge to 36". • Added a specsheet for Junction Box and shown callout as rooftop junction box on Line Diagram. • Added a module specsheet for USA and added a TUV certificate for module. The following changes are reflected in PV-3, PV-4, PV-5A, PV-6, PV-10, PV-11 & PV-19 pages in the plan. 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