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(6 1I1@2< % (-9!@ -; -!!2@9-! @A91 (%!2/ ;24 CI <F/@9(/2 1-F?21 GF@9/9@I %!4 1-/%?H klmnnokpqrnmkpmqs ktuukvkwxqrnmkvymnnyzkv{|ynk}uuu kkvnm~|qkqnmq kqsko~nxnszkkuu}t kk}kksys|nknzkvoykozkktu} kukzkukzk}k 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 Structural Only 309 1%2 N Eastside Avenue08/23/22 4/7/2022 RE: Structural Certification for Installation of Residential Solar Code 2019 California Building Code (ASCE 7-16) Risk category II Wind Load (component and Cladding) Roof Dead Load Dr 10 psf V 95 mph PV Dead Load DPV 3 psf Exposure C Roof Live Load Lr 20 psf Ground Snow S 0 psf If you have any questions on the above, please do not hesitate to call. Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet.com Exp: 06/30/2022 SERGIO ROMERO:309 1/2 EASTSIDE AVENUE, SANTA ANA, CA 92701 Attn: To Whom It May Concern This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of the PV system to existing roof framing. From the field observation report, the roof is made of Composition shingle roofing over roof plywood supported by 2X4 Rafters at 16 inches. The slope of the roof was approximated to be 14 degrees and the allowable maximum rafter span is 6 feet between supports. After review of the field observation data and based on our structural capacity calculation, the existing roof framing has been determined to be adequate to support the imposed loads without structural upgrades. Contractor shall verify that existing framing is consistent with the described above before install. Should they find any discrepancies, a written approval from SEOR is mandatory before proceeding with install. Capacity calculations were done in accordance with applicable building codes. Design Criteria projects@evengineersnet.com http://www.evengineersnet.com 309 1%2 N Eastside Avenue08/23/22 Structural Letter for PV Installation Date: 4/7/2022 Job Address: 309 1/2 EASTSIDE AVENUE SANTA ANA, CA 92701 Job Name: SERGIO ROMERO Job Number: 220407SR Scope of Work Table of Content Sheet 1 Cover 2 Attachment Uplift checks 3 Roof Framing Check 4 Seismic Check and Scope of work Engineering Calculations Summary Code 2019 California Building Code (ASCE 7-16) Risk category II Roof Dead Load Dr 10 psf PV Dead Load DPV 3 psf Roof Live Load Lr 20 psf Ground Snow S 0 psf Wind Load (component and Cladding) V 95 mph Exposure C References NDS for Wood Construction Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet.com Exp: 06/30/2022 This Letter is for the existing roof framing which supports the new PV modules as well as the attachment of the PV system to existing roof framing. All PV mounting equipment shall be designed and installed per manufacturer's approved installation specifications. projects@evengineersnet.com http://www.evengineersnet.com 309 1%2 N Eastside Avenue08/23/22 Wind Load Cont. 95 mph ASCE 7-16 Figure 26.5-1B C 1.0 ASCE 7-16 Sec 26.8.2 0.85 ASCE 7-16 Table 26.10-1 0.85 ASCE 7-16 Table 26.6-1 1.00 ASCE 7-16 Table 26.9-1 16.61 psf 14.0 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 GCp=-2.1 -2.6 -2.7 -2.7 Eq. 29.4-7 P=qh(GCp)(γE)(γa)=-41.86 -51.82 -53.81 -53.81 GCp=0.3 Figure 30.3-2 P=qh(GCp)(γE)(γa)=4.48 Equation 29.4-7 Rafter Attachments: 0.6D+0.6W (CD=1.6) Connection Check Attachment max. spacing= 5.3 ft 5/16"X3.5"Lag Screw Withdrawal Value= 266 lbs/in Table 12.2A - NDS 2.5 in DFL Assumed Prying Coefficient 1.4 Allowable Capacity= 760 lbs Zone Trib Width Area (ft) Uplift (lbs) Down (lbs) Zone(1) 5.3 14.6 294.2 109.1 Zone(2r) 5.3 14.6 359.6 109.1 Zone(2e) 5.3 14.6 372.6 109.1 Zone(3) 5 14.6 372.6 109.1 Conservative Max= 372.6 < 760 CONNECTION IS OK Risk Category = KZ = Kd = Ke = 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 V= Exposure = 1.Pv seismic dead weight is negligible to result in significant seismic uplift, therefore the wind uplift governs γE= γa= KZt = qh= 0.00256KzKztKdKeV2= Pitch = Lag Screw Penetration projects@evengineersnet.com http://www.evengineersnet.com 309 1%2 N Eastside Avenue08/23/22 Vertical Load Resisting System Design Roof Framing Rafters Snow Load Fully Exposed pg= 0 psf Ct = 1.1 Ce = 0.9 Is = 1.0 pf = 0 psf pfmin. = 0.0 psf ps = 0 psf Conservatively (Cs=1) 0 plf Max Length, L = 6.0 ft (Rafter maximum Allowable Horizontal Span) Tributary Width, WT = 16 in Dr = 10 psf 13.33 plf PvDL = 3 psf 15.9 plf Load Case: DL+0.75(0.6W+S) 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL= 32 plf Mdown= 144 lb-ft Mallowable = Sx x Fb' (wind)= 456 lb-ft > 144 lb-ft OK Load Case: DL+S Ps+ Ppvcos(θ)+PDL= 29 plf Mdown= 132 lb-ft Mallowable = Sx x Fb' (wind)= 456 lb-ft > 132 lb-ft OK Load Case: DL+0.6W Pnet+ Ppvcos(θ)+PDL= 32.8 plf Max Moment, Mu= 148 lb-ft Mallowable = Sx x Fb' (wind)= 634 lb-ft > 148 lb-ft OK Pv max Shear= 109.1 lbs Shear, Vu=wL/2+Pv Point Load = 197 lbs Max Shear, Vu=wL/2+Pv Point Load = 197 lb Member Capacity DF-L No.2 2X4 CL CF Ci Cr KF φ λ Fb = 900 psi 1.0 1.5 1.0 1.15 2.54 0.85 0.8 1553 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 Depth, d = 3.5 in Width, b = 1.5 in Cross-Sectonal Area, A = 5.25 in2 Moment of Inertia, Ixx = 5.35938 in4 Section Modulus, Sxx = 3.0625 in Allowable Moment, M all = Fb'Sxx = 396.2 lb-ft DCR=Mu/Mall = 0.32 < 1 Satisfactory Allowable Shear, Vall = 2/3Fv'A = 630.0 lb DCR=Vu/Vall = 0.31 < 1 Satisfactory Design Value Adjusted Value projects@evengineersnet.com http://www.evengineersnet.com 309 1%2 N Eastside Avenue08/23/22 Siesmic Loads Check Roof Dead Load 10 psf % or Roof with Pv 9% Dpv and Racking 3 psf Average Total Dead Load 10.2 psf Increase in Dead Load 3.7% OK The increase in seismic Dead 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 We have based our structural capacity determination on information in pictures and a drawing set titled PV plans - SERGIO ROMERO. The analysis was according to applicable building codes, professional engineering and design experience, opinions and judgments. The calculations produced for this dwelling's assessment are only for the proposed solar panel installation referenced in the stamped plan set and were made according to generally recognized structural analysis standards and procedures. projects@evengineersnet.com http://www.evengineersnet.com 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22 Structural Only 309 1%2 N Eastside Avenue08/23/22 309 1%2 N Eastside Avenue08/23/22