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Home My WebLink About22-1197 2125 6th Ave N - Roof Evaluation RIGHT ANGLE ENGINEERING April 18,2022 Design Criteria: Wind Speed(ASD) - 115.0 mph HorizonPWR Ground Snow Load- 36.0 psf 237 N 2nd E Risk Category-2 Rexburg,Idaho,83440 Exposure Category- C RE: Structural Roof Evaluation for the Robert Boston Residence: 212 6th Ave N, Twin Falls, Idaho We have evaluated the roof structure under the proposed solar panel array. The information used to evaluate this structure was gathered during a field visit by HorizonPWR on behalf of Right Angle Engineering. The design criteria used to analyze this structure are listed above and included with this letter. The adopted building codes in this jurisdiction are: The 2018 International Residential Building code and ASCE 7-16. Array Name Connection Type Panel Quantity Min#Connections Reinforcements ' Array 1 Quickbolt QB2 13 24 None Solar Panel Anchorage The solar panel anchorage shall be installed according to the manufactures most current installation manual. For the loads to be evenly distributed, the roof attachments should be staggered and spread evenly throughout the panel array. Attachment points should be spaced at a maximum of 48 inches on CN center. Roof anchors that are attached to the substructure should have a 5/16"or 18/8 SS lag screw with 2.5" minimum penetration centered on each truss top chord or rafter. Conclusion Based on our assessment, we have determined that the existing roof framing will safely and adequately support the additional loads imposed by the solar panels without reinforcement. The equipment will not create a negative impact on the building's structural design, including any additional loads imposed (dead, snow, wind/seismic). A roof evaluation was performed with the required loading in accordance with section 324.4 of the Residential Code CITY APPROVED PLANS Reviewed for Code Compliance Regards, PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS S\oNAL FN a��`GE N 3F �� p v N O w 0 �r sT 17961 ��T q OF OOUGL 04/18/2022 Robert D. Smythe, P.E. Right Angle Engineering Page 1 of 5 333 W 2230 N Suite 200 Provo,UT 84604 385.482.1266 rightangleeng.com Scope of work and limitations The evaluation is based on information provided by the client. All information is verified by the engineer from pictures, video, and third party software. Verification of the field observations is the responsibility of the contractor. The contractor shall verify the framing sizes, spacing, spans, and roof pitch noted in this letter and/or sealed plans. The contractor shall notify the engineer if there are any discrepancies, or if there is any damage to the structure (i.e., fire damage, water damage, dry rot, deflections, broken member, broken connection, etc). The scope of work is strictly limited to the fastener attachments and underlying roof framing directly under each solar array. Right Angle Engineering assumes no responsibility for improper installation of solar panels or their components. Waterproofing around the roof penetrations is the responsibility of others. Alterations to this engineering evaluation and/or sealed plans shall not be made without direct written consent of the engineer of record. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 2 of 5 Page 2 letter of approval Job Details Roof Snow Load -ASCE 7-16 Design Criteria Ground Snow Load (p ) Section 7.2 9 36.0 psf Design Wind Speed 115.Omph Exposure Factor(Ce) 0.9 Exposure Category C Table 7.3-1 Thermal Factor(Cd 1.1 Risk Category 2 Table 7.3-2 Importance Factor(/S) 1 Mean Roof Height 30 ft Table 1.5-2 Flat Roof Snow Load (pf) 24.95 psf Roof Type Gable Roof Equation 7.3-1 Slippery Surface Slope Factor (CS) 0.73 Building Type Enclosed Figure 7.4-1 Non-Slippery Surface Slope Factor(C ) 1 Figure 7.4-1 Roof Live Load Roof Snow Load 24.95 psf Existing Roof Live Load 20 psf Equation 7.4-1 ASCE 7-16 Table 4.3-1 Reduced Snow Load (Slippery Surface) 18.3 psf Equation 7.4-1 1 Roof Dead Load Corrugated Metal 1.5 psf No Drywall 0.0 psf 5/8" Plywood Sheathing 2.0 psf Solar Panel Array 2.39 psf Roof Framing 1.1 psf Dead Load Without Panels 5.8 psf Insulation 1.2 psf Dead Load With Panels 8.19 psf 1 Roof Dead Load is taken from the worst case scenario dead load from all arrays of the job in order to provide a more conservative evaluation. CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 3 of 5 Page 3 letter of approval Array 1 Array Details Beam Stresses Roof Pitch 26.0' Beam Span 96", 96" Panel Portrait Orientation Panel Quantity 13 Spacing 24.0" #of Panels on 2 Rafter Panel Area 228.57 ft2 Roof Framing 2x4 Rafter Panel Distance 7.199999999 Type DF#2 From Eave 9999991, Wind Calculations -ASCE 7-16 Panel Area GC Zone 2 2 5 Shear Capacity 190.0 Ibs Figure 30.3-(2A-5B) NDS 2015 Table 12k GCp. -0.18 Pullout Capacity 266.0 Ibs/in Table 26.13-1 Kh 0.98 Minimum#of Connections 24 Table 26.10-1 Kht 1 Lag Screw Embedment 2.5" Equation 26.8-1 Kd 0.85 Total Pullout Capacity 665.0 Ibs Table 26.6-1 Velocity Pressure 28.2 psf Equation 26.10-1 Zone 2 Pressure -65.43 psf Equation 30.7-1 CITY APPROVED PLANS Reviewed for Code Compliance PLANS MUST BE ON JOB SITE FOR ALL INSPECTIONS Page 4 of 5 Page 4 letter of approval .I F O R T E M) MEMBER REPORT PASSED Roof,roof:J Dist with solar panels 1plel2x4DFNo.2@24'OC Sloped Length:20'21/4" + + 0JEM-0 12 ' 5.85 F_ z' 81 8 a o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:20'3 15116" Design Results Actual @ Location Allowed Result LDF Load:combination(Pattern) System:Roof Member Reaction(Ibs) 528 @ 10' 3650(3.50") Passed(14%) -- lA D+1.0 S(Adj Spans) Member Type:joist Shear(Ibs) 300 @ 10'4 7/8" 725 Passed(415/6 Building Use:Residential) 1.15 1.0 D+1.0 S(Adj Spans) Building Code:IBC 2018 Moment(Ft-Ibs) -452 @ 10' 456 Passed(99%) 1.15 1.0 D+1.0 S(Adj Spans) Design Methodology!Aso Live Load Defl.(in) 0.421 @ 14'2 5/8" 0.442 Passed(L/252) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:5,85112 Total Load Defl.(in) 0.511 @ 14'3 9/16" 0.589 Passed(1-1207) 1.0 D+1.0 5(Alt Spans) •Deflection criteria:U.(L/240)and TL(L/180). •Overhang deflection criteria:LL(21-1240)and TL(2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing LengtlrgDead s to Supports(Ibs) s4pports Total Available Requiredoof Live Snow Total Accessories 1-Beveled Plate-DF 3.50" 3.50" 1.50" 21/-4 246 396/-4 Blocking 2-Beveled Plate-DF 3.50' 3.50" 1.50' 181 338 709 Blocking 3-Beveled Plate-DF 3.50' 3.50" 1.50" 143 1 172 369 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing l ntervals Comments, Top Edge(Lu) 11'11"o/c Bottom Edge(Lu) 1'6"o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snaw CITY APPROVED PLANS Vertical Loads location(Side) Spacing (0.90) (rwwsnow:1.25) (1.15) Commerds Reviewed for Code Compliance 1-Uniform(PSF) 0 to 18' 24" 8.2 - - DL PLANS MUST BE ON JOB SITE 2-Uniform(PSF) 0 to 7 3/16' 24" - 20.0 24.9 DL+SL below panels FOR ALL INSPECTIONS 3-Point flb) 1'7 3/16" N/A 23 - 157 solar and SL 4-Point(lb) 1 6'5 9/16" N/A 23 - 157 solar and SL 5-Uniform(PSF) 30'3 7/8"to 18' 24" - 20.0 24.9 DL+SL above panels Member Notes Roof joist with solar panels Weyediaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducta/document-library. The product application,input design loads,dimensions and support information have been provided by Imported test Software Operator ForteWEB software Operator Job Notes 4/18/2022 10:10:50 PM UTC Taylor Smythe Roof j aist before and after solar panels are added Right Angle Engineering ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (925)787-3067 taylor@rightangleeng.com Weyerhaeuser File Name:Robert Boston-1-1 mportedDesignAll Page 1/1 Page 5 of 5 Page 5 letter of approval