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HomeMy WebLinkAboutStructural PV Calcs73625 AGAVE LN PALM DESERT, CA 92260 TALLEY, IAN Prepared For: SUN LOGIX 77585 ENFIELD LN, SUITE A PALM DESERT, CA 92211 760-844-6507 Design Criteria 1- Code: CALIFORNIA BLDG CODE 2019 / ASCE 7-16 2 - Wind: 97 MPH, Exposure: C 3 - Wood Species: DF-L No. 1 (SG = 0.5 ) Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon. Contractor/Client to verify existing dimensions/conditions prior to construction & solar racking is installed per manufacturer span requirements. The use of these calculations is solely intended for the above mentioned project. 1-844-PV ELITE | info@yoursolarplans.com 3000 E. Birch Street Suite 201 | Brea CA 92821 9/15/2022 Structural Calculations for SOLAR POWER SYSTEM CONNECTION CHECK AT: Job: 9/15/22, 3:57 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=33.6963085&lng=-116.3799645&address=73625 Agave Ln%2C Palm Desert%2C CA 92260 1/1 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:73625 Agave Ln, Palm Desert, CA 92260 Coordinates:33.6963085, -116.3799645 Elevation:460 ft Timestamp:2022-09-15T22:57:43.531Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 67 mph MRI 25-Year 73 mph MRI 50-Year 78 mph MRI 100-Year 83 mph Risk Category I 91 mph Risk Category II 97 mph Risk Category III 103 mph Risk Category IV 108 mph ASCE 7-10 MRI 10-Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 25-Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 50-Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 100-Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category I Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category II Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category III-IV Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. ASCE 7-05 ASCE 7-05 Wind Speed Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 460 ft Map data ©2022 Google, INEGI Report a map error ASCE 29.4.4 Rooftop Solar Panels Parallel to the Roof Surface on Buildings of All Heights and Roof Slopes. Roof Slope =14 ° Roof Shape Gable Tributary Width s =6.00 ft Tributary Length l =2.99 ft Effective Area Ae =17.93 ft2 Height of Structure h =15 ft Wind Speed V =97 mph Exposure Category C Building Width B =60 ft Building Length L =60 ft Zone Width a =6ft Elevation Height zg =460 ft Wind Directionality Kd =0.85 Topography Factor Kt =1.00 Ground Elevation Factor Ke =0.98 Velocity Pressure Exposure Coefficient Kz =0.85 Velocity Pressure qz = 0.00256KzKztKdKeV2 =17.09 psf Solar Array Pressure Equalization a =0.76 Array Edge Factor E =1.50 Zone GCp p = qz(GCp)(E)(a) 3-- 3r 3.44 -67.48 3e 2.93 -57.53 2-- 2r 2.93 -57.53 2e - - 2n 2.93 -57.53 1-- 1' - - LAG SCREW ANALYSIS Loads Wind Pressures qz =-57.53 psf Solar Panel Load QD =3 psf Panel Length l =5.975 ft Panel Width b 3.3333 ft Attachment Spacing s =6ft Portrait Tributary Area At =17.93 ft2 Wind Load PW = qz * At =-1031 lbs Dead Load PD = QD * At =53.775 lbs Uplift Pa = 0.6 PD + 0.6 Pw =-586 lbs Landscape Tributary Area At = b * s =10 ft2 Wind Load PW = qz * At =-575 lbs Dead Load PD = QD * At =30 lbs Uplift Pa = 0.6 PD + 0.6 Pw =-327 lbs Lag Screw Specific Gravity of Lumber SG =0.50 (Douglas Fir-Larch) Diameter of Lag Screw D =5/16 in Withdraw Design /in 1800*SG3/2*D3/4 =266 lbs/in Depth of Embedment lp =2.50 in Total Nominal Withdrawal Value W = W * l p =665 lbs Load Duration Factor CD =1.6 Withdrawal Design Value W' = W * C D =1064 lbs Demand Capacity Ratio DCR = Pa / W'=0.55 < 1 OK ASCE 30.3.2 Design Wind Pressure Beam/ Top Chord Check Roof Slope =14 ° Roof Shape Gable Tributary Width s =2.00 ft Tributary Length L =27.67 ft Effective Area A = L ( MAX [ s , L/3] )=100 ft2 Height of Structure h =15 ft Wind Speed V =97 mph Exposure Category C Building Width B =60 ft Building Length L =60 ft Zone Width a =6ft Elevation Height zg =460 ft Wind Directionality Kd =0.85 Topography Factor Kt =1.00 Ground Elevation Factor Ke =0.98 Velocity Pressure Exposure Coefficient Kz =0.85 Velocity Pressure qz = 0.00256KzKztKdKeV2 =17.09 psf Internal Pressure Coefficient (GCpi)=-0.18 Zone GCp p = qz [(GCp) - (Gcpi)] 3-- 3r 1.80 -33.84 3e 2.25 -41.54 2-- 2r 2.25 -41.54 2e - - 2n 2.25 -41.54 1-- 1' - - Beam/ Top Chord Check Lumber: Moment Demand # of Attachment per Rafter NA =Span :Orientation Lenght (ft) : Dead Load Roof Material:QD =psf Live Load QLr =psf Wind Load p = psf Snow Load QS =psf Rafter Spacing s = in Wind Load, Portrait Portrait UL = Wind Load, Landscape Landscape UW = Linear Dead Load wd =plf Live Load wLr = plf Start ft Start ft End ft End ft Snow Load ws = plf Start ft Start ft End ft End ft Ma, Moment D lb-ft D+Lr lb-ft D+S lb-ft 0.6D+0.6W lb-ft D+0.45W+0.75Lr lb-ft D+0.45W+0.75S lb-ft Moment Capacity Framing Member Size Lumber Grade : DF-L No. 1 CM = 1 Ct = 1 Cr=CF = fb =psi Cfu =Ci = Breadth b = in Depth d = in Section Modulus Sx = bd 2 / 6 =in3 Bending Stress Capacity Fb = CM * Ct * Cr * C F * fb =psi Table 4.3.1 NDS 2015 Deflection Limit E = ksi I =in4 Transient Deflection in Transient Deflection Allowed > [OKAY] Total Deflection in Total Deflection Allowed > [OKAY] -41.54 DF-L No. 1 6 j lj (ft)pd,j (lbs) pw,j (lbs) ps,j (lbs) Portrait 1 6.4 53.8 -745 0.0 10.9 53.8 -745 -745 0.0 4 16.8 53.8 -745 0.0 0.0 5.00 7.00 7.00 7.00 1.67 Portrait 3 12.4 53.8 17.00 1234Eave 2 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 6 22.8 53.8 -745 0.0Portrait5 18.4 53.8 -745 0.0 34 40 0.0 0.0 0.0 0.0 0 0.0 Portrait 0 0.030 -415 0 0 0.0 0 5.67 0 0 0.0 Portrait 5.67 0.0Portrait0 0.0 0.0 AT (ft2) 17.925 10 pd (lbs) 53.775 -745 pw (lbs) ps (lbs) 0 23.60 2x4 1.15 1.5 27.67 23.60 27.67 1000 1.50 3.50 232 240 232 452 214 214 DCR 0.9 1553 psi D 908 psi 0.58 3.06 1725 CD Fb' = CD * Fb ASD Load Ma / Sx 1.15 1984 psi D+S 908 psi 0.46 OKAY OKAY 1.25 2156 psi D+Lr 942 psi 0.44 OKAY 1.6 2760 psi 0.194 433 120 1700 5.36 0.6D+0.6W 1772 psi 0.64 OKAY 1.0 1 20 0.00 24 Tile 0.183 460 180 1.6 2760 psi D+0.45W+0.75S 840 psi 0.30 OKAY 1.6 2760 psi D+0.45W+0.75Lr 840 psi 0.30 OKAY 𝑴𝒙ൌ𝑹𝒊ሺ𝒙െ𝑳𝒊ሻെ𝑷𝒋𝒙െ𝒍𝒋െ 𝒘𝒅𝒙𝟐 𝟐 ‐600.0 ‐400.0 ‐200.0 0.0 200.0 400.0 600.0 0.000 5.000 10.000 15.000 20.000 25.000 30.000 EISMIC WEIGHT COMPARISON / ANALYSIS - (PER CEBC 2019 Part 10 Chapter 5 Section 502.5) PV System Weight Module Model Panasonic Panel Weight W panel =45lbs Number of Panels NPV =36 Total PV System Weight W PV = W panel * NPV =1620 lbs Existing Roof Weight Roof Weight QD =17.0 psf Building Length Lbuild =60 ft Building Width W build =60 ft Roof Area Abuild =3600 ft2 Building Perimeter Pbuild =240 ft Wall Height ht =8ft Wall weight Qwall =15 psf Interior wall weight Qint =10 psf Roof Load W floor = Abuild * QD =61200 lbs Wall LoadW wall = ht /2 * Qwall * Pbuild + Abuild * Qint /2 =32400 lbs Total Story Weight W build = W floor + W wall =93600 lbs Percentage Weight Increase WPV / Wbuild = 1.73% < 10% OKAY