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Home My WebLink AboutAPPROVED CALCS - 21-00667 - 277 Jill Dr - Solar PanelsAuthor Name Author Email Author Phone No.: Larry Beesley Larry.Beesley@rexburg.org 208-372-2176 Description : 277 Jill Dr - Solar Panels Address : 277 Jill Dr Record Type : Solar Panels Document Filename : Stamped PE Calcs_DANIEL MONCAYO.pdf Comment Author Contact Information: Corrections in the following table need to be applied before a permit can be issued Review Report Approved # 21-00667 Page Reference Annotation Type Author : Department Status Page Review Comments Applicant Response Comments Pg 1 Stamp Larry Beesley : Building Open 1 Approved - Building Inspector Solar Panels Approval of plans does not constitute approval of variance from code Powered by TCPDF (www.tcpdf.org) Titan Services Attn.: To Whom It May Concern re job:DANIEL MONCAYO 277 JILL DR REXBURG, ID 83440, USA Design Criteria: Code:2018 IBC ASCE 7-16 Live Load:20 psf Ult Wind Speed:105 mph Exposure Cat:C Ground Snow:50 psf Min Roof Snow:NA Current Renewables Engineering Inc. Professional Engineer info@currentrenewableseng.com 11/12/2021 The following calculations are for the structural engineering design of the photovoltaic panels and are valid only for the structural info referenced in the stamped plan set. The verification of such info is the responsibility of others. After review, I certify that the roof structure has sufficient structural capacity for the applied PV loads. All mounting equipment shall be designed and installed per manufacturer's approved installation specifications. N SE EC D IL 1 9 8 4 6 M E A T H H U O GDAER I M NA EXP. 2/28/23 Date :11/12/2021 Job Code: DANIEL MONCAYO 2 of 6 Roof Properties: Roof Type = Roof Pitch (deg) = Mean Roof Height (ft) = Attachment Trib Width (ft) = Attachment Spacing (ft) = Framing Type = Framing Size = Framing OC Spacing (in.) = Section Thickness, b (in.) = Section Depth, d (in.) = Section Modulus, Sx (in.^3) = Moment of Inertia, Ix (in.^4) = Framing Span (ft) = Deflection Limit D+L (in.) = Deflection Limit S or W (in.) = Attachments Pattern = Framing Upgrade = Sister Size = Wood Species = Wood Fb (psi) = Wood Fv (psi) = Wood E (psi) = CD (Wind) = CD (Snow) = CLS = CM = Ct = CL = Ci = CF = Cfu = Cr = F'b_wind (psi) = F'b_snow (psi) = F'v_wind (psi) = F'v_snow (psi) = M_allowable_wind (lb-ft) = M_allowable_snow (lb-ft) = V_allowable_wind (lbs) = V_allowable_snow (lbs) =1501 1564 2088 207 2176 1428 288 1.15 1987 1.2 1.00 1.00 1.0 1.6 1.15 180 1600000 DF #2 900 Adequate NA 1.47 Fully Staggered 11 2.2 13.1 47.6 1.5 7.25 2x8 24 4 Truss 13 2.75 Shingle 29 Roof 1 Date :11/12/2021 Job Code: DANIEL MONCAYO 3 of 6 E' (psi) = Load Calculation: Panels Dead Load (psf) = Roofing Weight (psf) = Decking Weight (psf) = Framing Weight (psf) = Misc. Additional Weight (psf) = Existing Dead Load (psf) = Total Dead Load (psf) = Ground Snow Load, pg (psf) = Min Flat Snow, pf_min (psf) = Min Sloped Snow, ps_min (psf) = Snow Importance Factor, Ic = Exposure Factor, Ce = Thermal Factor, Ct = Flat Roof Snow, pf (psf) = Slope Factore, Cs = Sloped Roof Snow, ps (psf) = Ultimate Wind Speed (mph) = Directionality Factor, kd = Topographic Factor, kzt = Velocity Press Exp Factor, kz = Ground Elevation Factor, ke = Velocity Pressure, qz (psf) = Array Edge Factor, γE = Solar Equalization Factor, γa = External Pressure Up, GCp_1 = External Pressure Up, GCp_2 = External Pressure Up, GCp_3 = External Pressure Down, GCp = Design Pressure Up, p_1 (psf) = 0.8 -26.7 -1.8 -2.2 1.25 0.70 -1.5 0.85 1.00 20.4 105 0.85 1.0 Roof 1 38 Wind Load Calculations: 37.8 1.00 Roof 1 1.2 Snow Load Calculations: 50 NA NA 1.0 0.9 7.2 10.2 1.2 1.0 3.0 2.0 Dead Load Calculations: 3.0 Roof 1 1600000 Date :11/12/2021 Job Code: DANIEL MONCAYO 4 of 6 Design Pressure Up, p_2 (psf) = Design Pressure Up, p_3 (psf) = Design Pressure Down, p (psf) = Hardware Checks: Ref. Widthrawal Value, W (lb/in) = (CM = Ct = Ceg = 1.0) CD = Adjusted Widthrawal Value, W' (lb/in) = Lag Penetration, p (in.) = Allowable Widthrawal Force, W'p (lbs) = Applied Uplift Force (lbs) = Uplift DCR = Ref. Lateral Value, Z (lbs) = (CM = Ct = CΔ = Ceg = 1.0) CD = Adjusted Lateral Value, Z' (lbs) = Applied Laeral Force (lbs) = Angle of Resultant Force, α (deg) = Adjusted Interaction Lateral Value, Z'α (lbs) = Lateral DCR = Roof Framing Checks: LC1: D+S Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = LC2: D+0.6W Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = 0.18 0.10 2176 2088 400 218 0.62 0.35 1564 1501 529 Force Checks: Roof 1 969 504 0.43 218 47 1.15 311 0.22 270 1064 -237 426 2.5 266 1.6 Lag Screw Checks: Roof 1 16.0 -32.1 -39.2 Date :11/12/2021 Job Code: DANIEL MONCAYO 5 of 6 LC3: D+0.75(S+0.6W) Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = LC4: 0.6D+0.6W Applied Moment (lb-ft) = Applied Shear (lbs) = Allowable Moment (lb-ft) = Allowable Shear (lbs) = Moment DCR = Shear DCR = LC1: D+L Deflection (in.) = Deflection Limit (in.) = Deflection DCR = LC2: S Deflection (in.) = Deflection Limit (in.) = Deflection DCR = LC3: W (Down) Deflection (in.) = Deflection Limit (in.) = Deflection DCR = LC4: W (Up) Deflection (in.) = Deflection Limit (in.) = Deflection DCR = Seismic Check: Wall Weight (psf) = Tributary Wall Area (ft2) = Total Wall Weight (lbs) = Roof Weight (psf) = 1200 20400 7 0.01 Existing Weight: 17 -0.02 1.47 1.47 0.01 0.04 0.01 0.07 1.47 2.2 0.01 Deflection Checks (Service Level): Roof 1 0.03 0.09 0.05 2176 2088 199 109 0.42 0.24 2176 2088 924 504 Date :11/12/2021 Job Code: DANIEL MONCAYO 6 of 6 Roof Area (ft2) = Total Roof Weight (lbs) = Total Existing Weight (lbs) = PV Panel Weight (lbs) = Number of Panels = Total Additional PV Weight (lbs) = (Existing W + Additional W)/(Existing W) =102% The increase in weight as a result of the solar system is less than 10% of the existing structure and therefore no further seismic analysis is required. Limits of Scope of Work and Liability: Existing structure is assumed to have been designed and constructed following appropriate codes at time of erection, and assumed to have appropriate permits. The calculations produced are only for the roof framing supporting the proposed PV installation referenced in the stamped planset and were completed according to generally recognized structural analysis standards and procedures, professional engineering and design experience, opinions and judgements. Existing deficiencies which are unknown or were not observable during time of inspection are not included in this scope of work. All PV modules, racking, and mounting equipment shall be designed and installed per manufacturer's approved installation specifications. The Engineer of Record and the engineering consulting firm assume no responsibility for misuse or improper installation. This analysis is not stamped for water leakage. Framing was determined based on information in provided plans and/or photos, along with engineering judgement. Prior to commencement of work, the contractor shall verify the framing sizes, spacings, and spans noted in the stamped plans, calculations, and cert letter (where applicable) and notify the Engineer of Record of any discrepancies prior to starting construction. Contractor shall also verify that there is no damaged framing that was not addressed in stamped plans, calculations, and cert letter (where applicable) and notify the Engineer of Record of any concerns prior to starting construction. Additional PV Weight: 54 19 1035 Weight Increase: 3500 25361 45761