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Home My WebLink AboutRichter Eng Letter___________________________________________________________________________________________ Domus Structural Engineering, LLC P.O. Box 6986 Broomfield, CO 80021 530-864-7055 Domusstructural@gmail.com To: Blue Raven Solar 1403 North Research Way, Building J Orem, UT. 84097 Subject: Certification Letter Richter Residence 13956 Four Seasons Way Indianapolis, IN. 46074 To Whom It May Concern, Design Criteria: ●Applicable Codes = 2014 Indiana State Building Code, ASCE 7‐10 ●Roof Dead Load = 7 psf (MP1&2) ●Roof Live Load = 20 psf ●Wind Speed = 115 mph (Vult), Exposure C, Risk Category II ● ● Sincerely, John Calvert, P.E. Project Engineer June 4, 2021 The roof structures of (MP1&2) consist of composition shingle on roof plywood that is supported by pre‐manufactured trusses that are spaced at @ 24"o.c.. The top chords, sloped at 40 degrees, are 2x4 sections, the bottom chords are 2x4 sections and the web members are 2x4 sections. The truss members are connected by steel gusset plates. The max unsupported projected horizontal top chord span is approximately 7'‐6''. The existing roof framing systems of (MP1&2) are judged to be adequate to withstand the loading imposed by the installation of the solar panels. No reinforcement is necessary. Ground Snow Load = 20 psf ‐ Roof Snow Load = 14 psf The spacing of the solar standoffs should be kept at 72" o.c. for landscape and 48" o.c. for portrait orientation, with a staggered pattern to ensure proper distribution of loads. A jobsite observation of the condition of the existing framing system was performed by an audit team of Blue Raven Solar as a request from Domus Structural Engineering. All review is based on these observations and the design criteria listed below and only deemed valid if provided information is true and accurate. On the above referenced project, the roof structural framing has been reviewed for additional loading due to the installation of the solar PV addition to the roof. The structural review only applies to the section of the roof that is directly supporting the solar PV system and its supporting elements. The observed roof framing is described below. If field conditions differ, contractor to notify engineer prior to starting construction. The scope of this report is strictly limited to an evaluation of the fastener attachment, underlying framing and supporting structure only. The attachment's to the existing structure are required to be in a staggered pattern to ensure proper distribution of loading. All panels, racking and hardware shall be installed per manufacturer specifications and within specified design limitations. All waterproofing shall be provided by the manufacturer. Domus Structural Engineering assumes no responsibility for misuse or improper installation of the solar PV panels or racking. Please contact me with any further questions or concerns regarding this project. Note: Seismic check is not required since Ss<.4g and Seismic Design Category (SDC) < B Attachment: 1 ‐ 5/16 dia. lag screw with 2.5 inch min. embedment depth, at spacing shown above. Richter Indianapolis IN.xlsm 1 ____________________________________________________________________________________ Domus Structural Engineering, LLC P.O. Box 6986 Broomfield, CO 80021 530-864-7055 Domusstructural@gmail.com 20 psf (ASCE7 - Eq 7-1) 1 (ASCE7 - Table 7-2) 1 (ASCE7 - Table 7-3) 1 14.0 psf (ASCE7 - Eq 7-2) 1 14.0 psf 3.92 psf 3.0 psf 4.00 ft 5.50 ft 22.00 sft 66 lb 4.00 2.00 0.73 0.00 (Ceiling Not Vaulted) 0.27 7.0 psf 9.1 psf Gravity Loading PV System Weight Weight of PV System (Per Blue Raven Solar) X Standoff Spacing = Y Standoff Spacing = Note: PV standoffs are staggered to ensure proper distribution of loading 2x4 Top Chords @ 24"o.c. I = Importance Factor = Cs = Slope Factor = Standoff Tributary Area = ps = Cspf ps = Sloped Roof Snow Load = pf = Flat Roof Snow Load = DL Adjusted to 40 Degree Slope Roof Snow Load Calculations pg = Ground Snow Load = Ce = Exposure Factor = pf = 0.7 Ce Ct I pg Ct = Thermal Factor = Roof Live Load = 20 psf Roof Plywood Roof Dead Load (MP1&2) Composition Shingle Note: Roof live load is removed in area's covered by PV array. DL Adjusted to 40 Degree Slope Point Loads of Standoffs Miscellaneous Vaulted Ceiling Total Roof DL (MP1&2) PV Dead Load = 3 psf (Per Blue Raven Solar) Richter Indianapolis IN.xlsm 2 ___________________________________________________________________________________________ Domus Structural Engineering, LLC P.O. Box 6986 Broomfield, CO 80021 530-864-7055 Domusstructural@gmail.com 115 mph C Hip/Gable 40 degrees 20 ft 19.3 ft (Eq. 30.3-1) 0.9 (Table 30.3-1) 1 (Fig. 26.8-1) 0.85 (Table 26.6-1) 115 mph (Fig. 26.5-1A) II (Table 1.5-1) qh = 25.90 15.54 Zone 1 Zone 2 Zone 3 Positive GCp = -0.94 -1.15 -1.15 0.84 (Fig. 30.4-1) Uplift Pressure = -14.67 psf -17.91 psf -17.91 psf 21.7 psf X Standoff Spacing = 4.00 4.00 2.67 Y Standoff Spacing = 5.50 2.75 2.75 Tributary Area = 22.00 11.00 7.33 Dead Load on Attachment= 66.00 33.00 22.00 Footing Uplift (0.6D+0.6W)= -283 lb -177 lb -118 lb Zone 1 Zone 2 Zone 3 Positive GCp = -0.94 -1.15 -1.15 0.84 (Fig. 30.4-1) Uplift Pressure = -14.67 psf -17.91 psf -17.91 psf 10.0 psf (Minimum) X Standoff Spacing = 6.00 6.00 4.00 Y Standoff Spacing = 3.50 1.75 1.75 Tributary Area = 21.00 10.50 7.00 Dead Load on Attachment= 63.00 31.50 21.00 Footing Uplift (0.6D+0.6W) = -270 lb -169 lb -113 lb -283 lb 450 lb Therefore, OK Fastener =1 - 5/16" dia. lag Number of Fasteners = 1 Embedment Depth = 2.5 Pullout Capacity Per Inch = 250 lb Fastener Capacity = 625 lb w/ F.S. of 1.5 & DOL of 1.6= 667 lb Therefore, OK Wind Calculations Maximum Design Uplift = Standoff Uplift Capacity = 450 lb capacity > 283 lb demand Fastener Capacity Check Standoff Uplift Check Kz (Exposure Coefficient) = Kzt (topographic factor) = Kd (Wind Directionality Factor) = V (Design Wind Speed) = Risk Category = qh = 0.00256 * Kz * Kzt * Kd * V^2 Wind Pressure P = qh*G*Cn Exposure Category Per ASCE 7‐10 Components and Cladding Mean Roof Height Roof Slope 667.2 lb capacity > 283 lb demand 0.6 * qh = Standoff Uplift Calculations-Landscape Input Variables Wind Speed Effective Wind Area Design Wind Pressure Calculations Roof Shape Standoff Uplift Calculations-Portrait Richter Indianapolis IN.xlsm 3 ___________________________________________________________________________________________ Domus Structural Engineering, LLC P.O. Box 6986 Broomfield, CO 80021 530-864-7055 Domusstructural@gmail.com (MP1&2)PASS Dead Load 9.1 psf PV Load 3.9 psf Snow Load 14.0 psf Governing Load Combo = DL + LL Total Load 33.1 psf Fb (psi) = f'b x Cd x Cf x Cr (NDS Table 4.3.1) 900 x 1.25 x 1.5 x 1.15 Allowed Bending Stress = 1940.6 psi (wL^2) / 8 = 464.8229 ft# = 5577.875 in# Actual Bending Stress = (Maximum Moment) / S = 1821.4 psi L/180 (E = 1600000 psi Per NDS) = 0.5 in Deflection Criteria Based on = (w*L^4) / (185*E*I) = = L/395 > L/180 Therefore OK Allowed Deflection (Live Load) =L/240 0.375 in (w*L^4) / (185*E*I) L/653 > L/240 Therefore OK Member Area = Fv (psi) = 180 psi (NDS Table 4A) Allowed Shear = Fv * A = Max Shear (V) = w * L / 2 = 248 lb Framing Check 5.3 in^2 Check Shear w = 66 plf 2x4 Top Chords @ 24"o.c. Member Span = 7' - 6" 945 lb Allowed > Actual -- 26.3% Stressed -- Therefore, OK DF#2 Member Spacing @ 24"o.c. Maximum Moment = Check Deflection I (in^4) 5.36 Lumber Sp/Gr Actual Deflection (Live Load) = Allowed Deflection (Total Load) = Actual Deflection (Total Load) = Allowed > Actual -- 93.9% Stressed -- Therefore, OK Member Properties Member Size 2x4 S (in^3) 3.06 0.138 in Continuous Span 0.228 in Check Bending Stress (True Dimensions) Richter Indianapolis IN.xlsm 4