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Attn.: To Whom It May Concern re job: PLAN BLDG A1 & BLDG A2 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. Code 2022 California Building Code (ASCE 7-16) Risk category II Wind Load (component and Cladding) Dr 10 psf V 95 mph DPV Exposure C Lr Roof Dead Load PV Dead Load Roof Live Load Ground Snow S 3 psf 20 psf 4 psf Signed-10/31/2025 EXP. 09/30/2026 2 of 5 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.) = Framing Upgrade = Sister Size = Wood Species = Wood Fb (psi) = Wood Fv (psi) = Wood E (psi) = CD (Wind) = CD (Snow) = 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) = E' (psi) = 12 2.4 1.60 Adequate NA DF #2 900 180 1600000 1.6 1.15 1.0 1.3 1.00 1.15 2153 1547 288 207 1357 975 1584 1139 1600000 1.5 3.4 5.6 20.6 4 Trusses 2x4 24 13 3.25 Comp. Shingle 2,4 Roof Signed-10/31/2025 EXP. 09/30/2026 3 of 5 Wind Load Cont. 95 mph C 1.0 0.96 0.83 0.87 ASCE 7-16 Figure 26.5-1B ASCE 7-16 Sec 26.8.2 ASCE 7-16 Table 26.10-1 ASCE 7-16 Table 26.6-1 ASCE 7-16 Table 26.9-1 25.66 psf 4.0 Degrees 1.5 Conservatively assuming all exposed 0.8 conservatively assuming 10 ft2 effective area Uplift (W)Zone(1) Zone(2r) Zone(2e)Zone(3) Fig. 30-3-2 -2.1 -2.6 -2.7 -2.7 Eq. 29.4-7 -48.73 -42.39 -41.42 -39.83 0.3 Figure 30.3-2 GCp= P=qh(GCp)(γE)(γa)= GCp= P=qh(GCp)(γE)(γa)=7.32 Equation 29.4-7 Trusses Attachments: 0.6D+0.6W (CD=1.6) Connection Check Attachment max. spacing=4 ft 5/16" x 4 1/2": 2 1/2" LAG SCREW Withdrawal Value=269 lbs/in 2.5 in Table 12.2A - NDS DFL Assumed Prying Coefficient Allowable Capacity= Zone Trib Width Area (ft) 1.4 750 lbs Uplift (lbs)Down (lbs) Zone(1)4 11.0 85.6 Zone(2r)4 11.0 Zone(2e)4 11.0 Zone(3)4 11.0 85.6 85.6 85.6 Conservative Max= 156.3 227.4 242.8 138.8 <750 CONNECTION IS OK Risk Category = V= Exposure = KZt = KZ = 1. Pv seismic dead weight is negligible to result in significant seismic uplift, therefore the wind uplift governs 2. Embedment is measured from the top of the framing member to the tapered tip of a lag screw. Embedment in sheading or other material does not count. II Kd = Ke = qh= 0.00256KzKztKdKeV2= Pitch = γE= γa= Lag Screw Penetration 217.6 4 of 5 Vertical Load Resisting System Design Roof Framing Trusses Snow Load Fully Exposed pg=4 psf Ct =1.1 Ce =0.9 Is =1.0 pf = 3 psf pfmin. = 3.2 psf ps = 1 psf Conservatively (Cs=1)5.5 plf Max Length, L = 8.0 ft (Truss maximum Allowable Horizontal Span) 24 in 10 psf 20 plf Tributary Width, WT = Dr = PvDL =3 psf 12 plf Load Case: DL+0.75(0.6W+S) 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL=41 plf Mdown=328 lb-ft 975 lb-ft >258 lb-ft OKMallowable = Sx x Fb' (wind)= Load Case: DL+S Ps+ Ppvcos(θ)+PDL=38 plf Mdown=306 lb-ft 975 lb-ft >281 lb-ft OKMallowable = Sx x Fb' (wind)= Load Case: DL+0.6W Pnet+ Ppvcos(θ)+PDL=37.7 plf Max Moment, Mu=302 lb-ft Mallowable = Sx x Fb' (wind)=1357 lb-ft >273 lb-ft OK Pv max Shear=85.6 lbs 247 lbsShear, Vu=wL/2+Pv Point Load = Max Shear, Vu=wL/2+Pv Point Load = 219 lb Member Capacity DF-L No.2 2X4 CL CF Ci Cr KF φ λ Fb =900 psi 1.0 1.3 1.0 1.15 2.54 0.85 0.8 1346 psi Fv =180 psi N/A N/A 1.0 N/A 2.88 0.75 0.8 180 psi E =1600000 psi N/A N/A 1.0 N/A N/A N/A N/A 1600000 psi Emin =580000 psi N/A N/A 1.0 N/A 1.76 0.85 N/A 580000 psi 3.5 in 1.5 in Depth, d = Width, b = Cross-Sectonal Area, A = Moment of Inertia, Ixx =Section Modulus, Sxx =7.5425 in20.7469 in5.25 in4 2 3 848.5 lb-ft SatisfactoryAllowable Moment, Mall = Fb'Sxx = Allowable Shear, Vall = 2/3Fv'A =990.1 lb DCR=Mu/Mall =0.34 < 1 DCR=Vu/Vall =0.22 < 1 Satisfactory Design Value Adjusted Value 5 of 5 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. Siesmic Loads Check Roof Dead Load 10 psf 29.47% 3 psf 8.9 psf % or Roof with Pv Dpv and Racking Average Total Dead Load Increase in Dead Load 4.1% OK