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Home My WebLink AboutPV2019-119 - Permit ApplicationvEV T ENS 9/20/2019 FREEDOM FOREVER LLC 43445 Business Park Dr. Suite 110 Temecula, CA 92590 projects@evengineersnet.com http://www.evengineersnet.com RE: Structural Certification for Installation of Residential Solar Halley, Lynne:9 Royal St. George Rd, Newport Beach, CA 92660 Attn: To Whom It May Concern PU220101; 111 01 vm6u St. GAto%e"/ 276-220-0064 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 2X6 Rafters at 24 inches . The slope of the roof was approximated to be 18 degrees and having an allowable maximum beam span of 8 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. Capacity calculations were done in accordance with applicable building codes. Design Criteria Code 2016 California Building Code (ASCE 7-10) Risk category II Wind Load (component and Cladding) Roof Dead Load Dr 10 psf V 110 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 prolects(@evengineersnet.com http://Www.evengineersnet.com Current Rome_wable,. Engineering Exp:06/30/2020 951-254-5655 Projects@currentrenewableseng.com http://www.currentrenewableseng.com/ Building Division OCT 0 2 2019 1/1 11 =� EV projects@evengineersnet.com 276-220-0064 ENGINEERS http://www.evengineersnet.com Structural Letter for PV Installation Date: Job Address: Job Name: Job Number: Scope of Work 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. Table of Content Sheet 1 Cover 2 Attachment checks 3 Snow and Roof Framing Check 4 Seismic Check and Scope of work Code 2016 �ajifvrma Budd11 ln$eod� (ASC 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 mph Exposure C References 1 California Residential Code 2016 2 NDS for Wood Construction Sincerely, Eugene Munyanziza, P.E. EV Engineering, LLC projects@evengineersnet.com httl3://www.evengineersnet.com Current Renewables. Engineering Exp:06/30/2020 951-254-5655 Projects@currentrenewableseng.com http://www.currentrenewableseng.com/ =! EV projects@evengineersnet.com ENGINEERS http://www.evengineersnet.com Wind Load Cont. Risk Category = II ASCE 7-10 Table 1.5-1 Wind Speed (3s gust), V „ 11'Q mph ASCE 7-10 Figure 26.5-1A Roughness= C ASCE 7-10 Sec 26.7.2 ExposureASCE 7-10 Sec 26.7.3 Topographic Factor, Kn= 1.00 ASCE 7-10 Sec 26.8.2 Ridge Height = 14.0 ft Eave Height = 9.0 ft Mean Roof Height, h = 13.0 ft Pitch =. ' SB�d�Degrees Adjustment Factor, X = 1.21 ASCE 7-10 Figure 30.5-1 Buidling Width = 55.0 ft Building Length = 100.0 ft a = 3.60 ft ASCE 7-10 Figure 30.5-1 Where a: 10% of least horizontal dimension or 0.4h, whichever is smaller, but not less than 4% of least horizontal dimension or aft (0.9m) Uplift (0.6W) Zone 1(psf) Zone 2 (psf) Zone 3 (psf) Pnet30= -18.1 -25.5 -40.2 Figure 30.5-1 Pnet= 0.6 x), x KZT x Pnet30)= 13.14 18.51 29.19 Equation 30.5-1 Downoressure (0.6W) Zone 1 (psf) Zone 2 (psf) Zone 3 (psf) Pnet30= 9.7 9.7 9.7 Figure 30.5-1 Pnet = 0.6 x T x KZT x Pnet30)= 7.04 7.04 7.04 Equation 30.5-1 Rafter Attachments: 0.6D+0.6W (CD=1.6 Lag Screw Connection Attachement max. spacing= fi ft 5/16" Lag Screw Withdrawl Value= 266 Ib/in Table 12.2A - NDS Lag Screw Penetration= 2.S in DFLassumed Prying Coefficient 1.4 Allowable Capacity with CD= 760 Ib 0.6D+0.6W Dpv+0.6W Zone Trib Width Area (ft) Uplift (lbs) Down (lbs) 1 6 16.5 187.1 165.7 2 6 16.5 275.8 165.7 3 3 8.3 225.9 82.8 Max= 275.8 < 760 CONNECTION IS OK' 1. Pv seismic dead weight is negligible to result in significant seismic uplif, 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. 4Current 951-254-5655 "0.'s Renew able Projects@currentrenewableseng.com 4 " Engineering http://www.currentrenewableseng.com/ 276-220-0064 =,WEV projects@evengineersnet.com 90111111111ENGINEERS http://www.evengineersnet.com 276-220-0064 Max Length, L = ` 8i0` ft (Beam it7awmum Allgwdble Horizohtal Span) < Tributary Width, WT = 24 in Dr= 10 psf 20 plf L, = 20 psf Design Value Wdown= 7.04 psf 42.3 plf PV= 3 psf 18 PH Load Case:DL+0.6W (CD=1.6) Pv max Shear 165.7 lbs Max Moment, Mu= wLz/8 = 642 Ib -ft Conservative Max Shear, V,= wL/2+Pv Point Load = 318 Ib Load for deflection= 20.0 psf < Dr+Lr= 30 psfK.. .,. Note: Proposed loading will add less than 10% of the existing loads. Member Caoacity IDF-L'fyo;2;� Design Value Cr Cr Ci C, Kr X Adjusted Value Fb = 900 psi 1.0 1.3 1.0 1.15 2.54 0.85 0.8 2324 psi F„= 180 psi N/A N/A 1.0 N/A 2.88 0.75 0.8 311 psi E = 1600000 psi N/A N/A 1.0 N/A N/A N/A N/A 1600000 psi Em;n = 580000 psi N/A N/A 1.0 N/A 1.76 0.85 N/A 867680 psi Depth, d = Width, b = Cross-Sectonal Area, A = Moment of Inertia, Ixx = Section Modulus, Sxx = Allowable Moment, Mall = Fb Sxx = Allowable Shear, Vail= 2/3F„'A = Current Renewables. Engineering 5.5 in 1.5 in 8.25 in' 20.7969 in 4 7.5625 in' 1464.6 Ib -ft DCR=M„/M,ii = 0.27 < 1 1710.7 Ib DCR=VdVall = 0.19 < 1 951-254-5655 Projects@currentrenewableseng.com http://www.currentrenewableseng.com/ MT EV projects@evengineersnet.com 276-220-0064 � ENGINEERS http://www.evengineersnet.com Siesmic Loads Check Roof Dead Load 10 psf % or Roof with Pv 47% Dpv and Racking 3psf Averarage Total Dead Load 11.4 psf Increase in Dead Load 5.6% OK 1 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 - Halley, Lynne. 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. Current 951-254-5655 Hencawablos, Projects@currentrenewableseng.com Engineering http://www.currentrenewableseng.com/