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Home My WebLink AboutPE Calcs_Nina Priceprojects@evengineersnet.com http://www.evengineersnet.com 276‐220‐0064 6/14/2021 RE: Structural Certification for Installation of Residential Solar Nina Price:13150 Hazelwood Dr, Carmel, IN 46033 Attn: To Whom It May Concern Design Criteria Code 2014 Indiana Building Code (ASCE 7‐10) Risk category II Wind Load (component and Cladding) Roof Dead Load Dr 10 psf V(ult) 106 mph PV Dead Load DPV 3 psf Exposure B Roof Live Load Lr 20 psf Ground Snow S 20 psf If you have any questions on the above, please do not hesitate to call. Sincerely, Vincent Mwumvaneza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet.com 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 Asphalt Shingle roofing over roof plywood supported by 2X4 Trusses at 24 inches. The slope of the roof was approximated to be 25 degrees. The maximum allowable chord 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. TESIR EGE DR PRREOE F NEISGSNIEO NAL IN ADNAI No. PE11800488 STATE OF WUMMVT AN NE EC ZNIAVDigitally signed by Vincent Mwumvaneza Date: 2021.06.14 14:28:52 -04'00' 06/23/21 projects@evengineersnet.com http://www.evengineersnet.com 276‐220‐0064 Structural Letter for PV Installation Date: 6/14/2021 Job Address: 13150 Hazelwood Dr Carmel, IN 46033 Job Name: Nina Price Job Number: 210614NP Scope of Work Table of Content Sheet 1 Cover 2 Attachment checks 3 Snow and Roof Framing Check 4 Seismic Check and Scope of work Engineering Calculations Summary Code 2014 Indiana Building Code (ASCE 7‐10) Risk category II Roof Dead Load Dr 10 psf PV Dead Load DPV 3 psf Roof Live Load Lr 20 psf Ground Snow S 20 psf Wind Load (component and Cladding) V (Ult) 106 mph Exposure B References 2 NDS for Wood Construction Sincerely, Vincent Mwumvaneza, P.E. EV Engineering, LLC projects@evengineersnet.com http://www.evengineersnet.com 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. TESIR EGE DR PRREOE F NEISGSNIEO NAL IN ADNAI No. PE11800488 STATE OF WUMMVT AN NE EC ZNIAVDigitally signed by Vincent Mwumvaneza Date: 2021.06.14 14:29:07 -04'00' 06/23/21 projects@evengineersnet.com http://www.evengineersnet.com 276‐220‐0064 Wind Load Cont. ASCE 7‐10 Table 1.5‐1 106 mph ASCE 7‐10 Figure 26.5‐1A ASCE 7‐10 Sec 26.7.2 ASCE 7‐10 Sec 26.7.3 ASCE 7‐10 Sec 26.8.2 25.0 Degrees ASCE 7‐10 Figure 30.5‐1 6.00 ft ASCE 7‐10 Figure 30.5‐1 Uplift (0.6W) Zone 1 (psf) Zone 2 (psf) Zone 3 (psf) Pnet30= ‐16.8 ‐23.7 ‐37.3 Figure 30.5‐1 Pnet = 0.6 x λ x KZT x Pnet30)= 10.08 14.21 22.40 Equation 30.5‐1 Downpressure (0.6W) Zone 1 (psf) Zone 2 (psf) Zone 3 (psf) Pnet30= 9.0 9.0 9.0 Figure 30.5‐1 Pnet = 0.6 x λ x KZT x Pnet30)= 5.40 5.40 5.40 Equation 30.5‐1 Rafter Attachments: 0.6D+0.6W (CD=1.6) Lag Screw Connection Attachement max. spacing= 4 ft 5/16" Lag Screw Withdrawl Value= 266 lb/in Table 12.2A ‐ NDS Lag Screw Penetration (Minimum)= 2.5 in DFL assumed Prying Coefficient 1.4 Allowable Capacity with CD= 760 lb 0.6D+0.6W Dpv+0.6W Zone Trib Width Area (ft) Uplift (lbs) Down (lbs) 1 4 11.0 91.1 92.4 2 4 11.0 136.5 92.4 3 4 11.0 226.6 92.4 Max= 226.6 < 760 CONNECTION IS OK Exposure = B Risk Category = II Wind Speed (3s gust), V = Roughness = B 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. Topographic Factor, KZT = 1.00 Pitch = Adjustment Factor, λ = 1 a = Where a: 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least horizontal dimension or 3ft (0.9m) 06/23/21 projects@evengineersnet.com http://www.evengineersnet.com 276‐220‐0064 Vertical Load Resisting System Design Roof Framing Trusses Snow Load Fully Exposed pg= 20 psf ASCE 7‐10 , Section 7.2 pf = 14 psf Ce = 0.9 ASCE 7‐10 , Table 7‐2 pfmin. = 20.0 psf Ct = 1.1 ASCE 7‐10 , Table 7‐3 ps = 20 psf 36.0 plf Is = 1.0 ASCE 7‐10 , Table 1.5‐1 Conservatively (Cs=0.9) Max Length, L = 6.0 ft (Beam maximum Allowable Horizontal Span) Tributary Width, WT = 24 in Dr = 10 psf 20 plf PvDL = 3 psf 6 plf Load Case: DL+0.6W (CD=1.6) Pnet+ Ppvcos(θ)+PDL= 36.8 plf Max Moment, Mu = 110 lb‐ft Conservatively Pv max Shear 92.4 lbs Max Shear, Vu=wL/2+Pv Point Load = 170 lbs Load Case: DL+0.75(0.6W+S) (CD=1.6) 0.75(Pnet+Ps)+ Ppvcos(θ)+PDL= 61 plf Mdown= 182 lb‐ft Mallowable = Sx x Fb' (wind)= 634 lb‐ft > 182 lb‐ft OK Load Case: DL+S (CD=1.15) Ps+ Ppvcos(θ)+PDL= 61 plf Mdown= 184 lb‐ft Mallowable = Sx x Fb' (wind)= 456 lb‐ft > 184 lb‐ft OK Max Shear, Vu=wL/2+Pv Point Load = 184 lbs Member Capacity DF‐L No.2 2X4 CL CF Ci Cr KF φλ 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 in3 Allowable Moment, Mall = Fb'Sxx = 396.2 lb‐ft DCR=Mu/Mall = 0.40 < 1 Satisfactory Allowable Shear, Vall = 2/3Fv'A = 630.0 lb DCR=Vu/Vall = 0.29 < 1 Satisfactory Design Value Adjusted Value 06/23/21 projects@evengineersnet.com http://www.evengineersnet.com 276‐220‐0064 Siesmic Loads Check Roof Dead Load 10 psf % or Roof with Pv 23.4% Dpv and Racking 3 psf Averarage Total Dead Load 10.7 psf Increase in Dead Load 4.7%OK Limits of Scope of Work and Liability 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. We have based our structural capacity determination on information in pictures and a drawing set titled PV plans ‐Nina Price. 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. 06/23/21