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Home My WebLink AboutLA226949 - Eha Muthu Engineering Letter Stamped FlatBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 'RPXV6WUXFWXUDO(QJLQHHULQJ//& 32%R[ %URRPILHOG&2 SURMHFWV#GRPXVVWUXFFRP dŽ͗ ůƵĞZĂǀĞŶ^ŽůĂƌ ϭϰϬϯEŽƌƚŚZĞƐĞĂƌĐŚtĂǇ͕ƵŝůĚŝŶŐ: KƌĞŵ͕hd͘ϴϰϬϵϳ ^ƵďũĞĐƚ͗ ĞƌƚŝĨŝĐĂƚŝŽŶ>ĞƚƚĞƌ DƵƚŚƵZĞƐŝĚĞŶĐĞ ϳϬϲϲϭϴϰƚŚ^ƚ͘t͘ >ĂŬĞǀŝůůĞ͕DE͘ϱϱϬϰϰ dŽtŚŽŵ/ƚDĂǇŽŶĐĞƌŶ͕ ĞƐŝŐŶƌŝƚĞƌŝĂ͗ භ ƉƉůŝĐĂďůĞŽĚĞƐсϮϬϮϬDŝŶŶĞƐŽƚĂƵŝůĚŝŶŐŽĚĞ͕^ϳͲϭϲ භ ZŽŽĨĞĂĚ>ŽĂĚсϳƉƐĨ;DWϭͿ භ ZŽŽĨ>ŝǀĞ>ŽĂĚсϮϬƉƐĨ භ tŝŶĚ^ƉĞĞĚсϭϭϱŵƉŚ;sƵůƚͿ͕ǆƉŽƐƵƌĞ භ භ ^ŝŶĐĞƌĞůǇ͕ :ŽŚŶĂůǀĞƌƚ͕W͘͘ WƌŽũĞĐƚŶŐŝŶĞĞƌ dŚĞƐĐŽƉĞŽĨƚŚŝƐƌĞƉŽƌƚŝƐƐƚƌŝĐƚůǇůŝŵŝƚĞĚƚŽĂŶĞǀĂůƵĂƚŝŽŶŽĨƚŚĞĨĂƐƚĞŶĞƌĂƚƚĂĐŚŵĞŶƚ͕ƵŶĚĞƌůǇŝŶŐĨƌĂŵŝŶŐĂŶĚƐƵƉƉŽƌƚŝŶŐ ƐƚƌƵĐƚƵƌĞŽŶůǇ͘dŚĞĂƚƚĂĐŚŵĞŶƚƐƚŽƚŚĞĞǆŝƐƚŝŶŐƐƚƌƵĐƚƵƌĞĂƌĞƌĞƋƵŝƌĞĚƚŽďĞŝŶĂƐƚĂŐŐĞƌĞĚƉĂƚƚĞƌŶƚŽĞŶƐƵƌĞƉƌŽƉĞƌĚŝƐƚƌŝďƵƚŝŽŶ ŽĨůŽĂĚŝŶŐ͘ůůƉĂŶĞůƐ͕ƌĂĐŬŝŶŐĂŶĚŚĂƌĚǁĂƌĞƐŚĂůůďĞŝŶƐƚĂůůĞĚƉĞƌŵĂŶƵĨĂĐƚƵƌĞƌƐƉĞĐŝĨŝĐĂƚŝŽŶƐĂŶĚǁŝƚŚŝŶƐƉĞĐŝĨŝĞĚĚĞƐŝŐŶ ůŝŵŝƚĂƚŝŽŶƐ͘ůůǁĂƚĞƌƉƌŽŽĨŝŶŐƐŚĂůůďĞƉƌŽǀŝĚĞĚďǇƚŚĞŵĂŶƵĨĂĐƚƵƌĞƌ͘ŽŵƵƐ^ƚƌƵĐƚƵƌĂůŶŐŝŶĞĞƌŝŶŐĂƐƐƵŵĞƐŶŽƌĞƐƉŽŶƐŝďŝůŝƚǇĨŽƌ ŵŝƐƵƐĞŽƌŝŵƉƌŽƉĞƌŝŶƐƚĂůůĂƚŝŽŶŽĨƚŚĞƐŽůĂƌWsƉĂŶĞůƐŽƌƌĂĐŬŝŶŐ͘ WůĞĂƐĞĐŽŶƚĂĐƚŵĞǁŝƚŚĂŶǇĨƵƌƚŚĞƌƋƵĞƐƚŝŽŶƐŽƌĐŽŶĐĞƌŶƐƌĞŐĂƌĚŝŶŐƚŚŝƐƉƌŽũĞĐƚ͘ EŽƚĞ͗^ĞŝƐŵŝĐĐŚĞĐŬŝƐŶŽƚƌĞƋƵŝƌĞĚƐŝŶĐĞ^Ɛф͘ϰŐĂŶĚ^ĞŝƐŵŝĐĞƐŝŐŶĂƚĞŐŽƌǇ;^Ϳф ƚƚĂĐŚŵĞŶƚ͗ϭͲϱͬϭϲĚŝĂ͘ůĂŐƐĐƌĞǁǁŝƚŚϮ͘ϱŝŶĐŚŵŝŶ͘ĞŵďĞĚŵĞŶƚ ĚĞƉƚŚ͕ĂƚƐƉĂĐŝŶŐƐŚŽǁŶĂďŽǀĞ͘ ^ĞƉƚĞŵďĞƌϯ͕ϮϬϮϰ dŚĞƌŽŽĨƐƚƌƵĐƚƵƌĞŽĨ;DWϭͿĐŽŶƐŝƐƚƐŽĨĐŽŵƉŽƐŝƚŝŽŶƐŚŝŶŐůĞŽŶƌŽŽĨƉůǇǁŽŽĚƚŚĂƚŝƐƐƵƉƉŽƌƚĞĚďǇƉƌĞͲŵĂŶƵĨĂĐƚƵƌĞĚƚƌƵƐƐĞƐƚŚĂƚ ĂƌĞƐƉĂĐĞĚĂƚΛϮϰΗŽ͘Đ͘͘dŚĞƚŽƉĐŚŽƌĚƐ͕ƐůŽƉĞĚĂƚϮϳĚĞŐƌĞĞƐ͕ĂƌĞϮǆϰƐĞĐƚŝŽŶƐ͕ƚŚĞďŽƚƚŽŵĐŚŽƌĚƐĂƌĞϮǆϰƐĞĐƚŝŽŶƐĂŶĚƚŚĞǁĞď ŵĞŵďĞƌƐĂƌĞϮǆϰƐĞĐƚŝŽŶƐ͘dŚĞƚƌƵƐƐŵĞŵďĞƌƐĂƌĞĐŽŶŶĞĐƚĞĚďǇƐƚĞĞůŐƵƐƐĞƚƉůĂƚĞƐ͘dŚĞŵĂǆƵŶƐƵƉƉŽƌƚĞĚƉƌŽũĞĐƚĞĚŚŽƌŝǌŽŶƚĂů ƚŽƉĐŚŽƌĚƐƉĂŶŝƐĂƉƉƌŽǆŝŵĂƚĞůǇϲΖͲϬΖΖ͘ dŚĞĞǆŝƐƚŝŶŐƌŽŽĨĨƌĂŵŝŶŐƐǇƐƚĞŵŽĨ;DWϭͿŝƐũƵĚŐĞĚƚŽďĞĂĚĞƋƵĂƚĞƚŽǁŝƚŚƐƚĂŶĚƚŚĞůŽĂĚŝŶŐŝŵƉŽƐĞĚďǇƚŚĞŝŶƐƚĂůůĂƚŝŽŶŽĨƚŚĞ ƐŽůĂƌƉĂŶĞůƐ͘EŽƌĞŝŶĨŽƌĐĞŵĞŶƚŝƐŶĞĐĞƐƐĂƌǇ͘ 'ƌŽƵŶĚ^ŶŽǁ>ŽĂĚсϱϬƉƐĨͲZŽŽĨ^ŶŽǁ>ŽĂĚсϯϱƉƐĨ dŚĞƐƉĂĐŝŶŐŽĨƚŚĞƐŽůĂƌƐƚĂŶĚŽĨĨƐƐŚŽƵůĚďĞŬĞƉƚĂƚϰϴΗŽ͘Đ͘ĨŽƌůĂŶĚƐĐĂƉĞĂŶĚϮϰΗŽ͘Đ͘ĨŽƌƉŽƌƚƌĂŝƚŽƌŝĞŶƚĂƚŝŽŶ͕ǁŝƚŚĂƐƚĂŐŐĞƌĞĚ ƉĂƚƚĞƌŶƚŽĞŶƐƵƌĞƉƌŽƉĞƌĚŝƐƚƌŝďƵƚŝŽŶŽĨůŽĂĚƐ͘ ũŽďƐŝƚĞŽďƐĞƌǀĂƚŝŽŶŽĨƚŚĞĐŽŶĚŝƚŝŽŶŽĨƚŚĞĞǆŝƐƚŝŶŐĨƌĂŵŝŶŐƐǇƐƚĞŵǁĂƐƉĞƌĨŽƌŵĞĚďǇĂŶĂƵĚŝƚƚĞĂŵŽĨůƵĞZĂǀĞŶ^ŽůĂƌĂƐĂ ƌĞƋƵĞƐƚĨƌŽŵŽŵƵƐ^ƚƌƵĐƚƵƌĂůŶŐŝŶĞĞƌŝŶŐ͘ůůƌĞǀŝĞǁŝƐďĂƐĞĚŽŶƚŚĞƐĞŽďƐĞƌǀĂƚŝŽŶƐĂŶĚƚŚĞĚĞƐŝŐŶĐƌŝƚĞƌŝĂůŝƐƚĞĚďĞůŽǁĂŶĚ ŽŶůǇĚĞĞŵĞĚǀĂůŝĚŝĨƉƌŽǀŝĚĞĚŝŶĨŽƌŵĂƚŝŽŶŝƐƚƌƵĞĂŶĚĂĐĐƵƌĂƚĞ͘ KŶƚŚĞĂďŽǀĞƌĞĨĞƌĞŶĐĞĚƉƌŽũĞĐƚ͕ƚŚĞƌŽŽĨƐƚƌƵĐƚƵƌĂůĨƌĂŵŝŶŐŚĂƐďĞĞŶƌĞǀŝĞǁĞĚĨŽƌĂĚĚŝƚŝŽŶĂůůŽĂĚŝŶŐĚƵĞƚŽƚŚĞŝŶƐƚĂůůĂƚŝŽŶŽĨ ƚŚĞƐŽůĂƌWsĂĚĚŝƚŝŽŶƚŽƚŚĞƌŽŽĨ͘dŚĞƐƚƌƵĐƚƵƌĂůƌĞǀŝĞǁŽŶůǇĂƉƉůŝĞƐƚŽƚŚĞƐĞĐƚŝŽŶŽĨƚŚĞƌŽŽĨƚŚĂƚŝƐĚŝƌĞĐƚůǇƐƵƉƉŽƌƚŝŶŐƚŚĞƐŽůĂƌ WsƐǇƐƚĞŵĂŶĚŝƚƐƐƵƉƉŽƌƚŝŶŐĞůĞŵĞŶƚƐ͘dŚĞŽďƐĞƌǀĞĚƌŽŽĨĨƌĂŵŝŶŐŝƐĚĞƐĐƌŝďĞĚďĞůŽǁ͘/ĨĨŝĞůĚĐŽŶĚŝƚŝŽŶƐĚŝĨĨĞƌ͕ĐŽŶƚƌĂĐƚŽƌƚŽ ŶŽƚŝĨǇĞŶŐŝŶĞĞƌƉƌŝŽƌƚŽƐƚĂƌƚŝŶŐĐŽŶƐƚƌƵĐƚŝŽŶ͘ 0XWKX/DNHYLOOH01 9/3/24 Digitally signed by John A. Calvert Date: 2024.09.03 07:41:47 -06'00' BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 'RPXV6WUXFWXUDO(QJLQHHULQJ//& 32%R[ %URRPILHOG&2 SURMHFWV#GRPXVVWUXFFRP 50.0 psf (ASCE7 - Eq 7-1) 1 (ASCE7 - Table 7-2) 1 (ASCE7 - Table 7-3) 1 35.0 psf (ASCE7 - Eq 7-2) 1.00 35.0 psf 3.37 psf 3.0 psf 2.00 ft 6.08 ft 12.17 sft 37 lb 4.00 psf 2.00 psf 0.73 psf 0.00 psf (Ceiling Not Vaulted) 0.27 psf 7.0 psf 7.9 psf PV Dead Load = 3 psf (Per Blue Raven Solar) DL Adjusted to 27 Degree Slope Point Loads of Standoffs Miscellaneous Vaulted Ceiling Total Roof DL (MP1) Roof Live Load = 20 psf Roof Plywood Roof Dead Load (MP1) Composition Shingle Note: Roof live load is removed in area's covered by PV array. Roof Snow Load Calculations pg = Ground Snow Load = Ce = Exposure Factor = pf = 0.7 CeCt I pg Ct = Thermal Factor = I = Importance Factor = Cs = Slope Factor = Standoff Tributary Area = ps = Cspf ps = Sloped Roof Snow Load = pf = Flat Roof Snow Load = DL Adjusted to 27 Degree Slope *UDYLW\/RDGLQJ 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. 0XWKX/DNHYLOOH01 BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 'RPXV6WUXFWXUDO(QJLQHHULQJ//& 32%R[ %URRPILHOG&2 SURMHFWV#GRPXVVWUXFFRP 115 mph C Gable Roof 27 degrees 20 ft 21.3 ft 0 ft (Eq. 26.10-1) 0.90 (Table 30.3-1) 1.00 (Fig. 26.8-1) 0.85 (Table 26.6-1) 1.00 115 mph (Fig. 26.5-1A) II (Table 1.5-1) qh = 25.95 psf Zone 1 Zone 2 Zone 3 Positive ya =0.77 0.80 0.80 0.77 GCp = (Fig. 30.3) Uplift Pressure =SVI SVI SVI SVI (T ASD Uplift Pressure =SVI SVI SVI SVI X Standoff Spacing = 2.00 ft 2.00 ft 1.33 ft Y Standoff Spacing = 6.08 ft 3.04 ft 3.04 ft Tributary Area = 12.17 sqft 6.08 sqft 4.06 sqft Dead Load on attachment = 37 lb 18 lb 12 lb Footing Uplift (0.6D+0.6W) = -197 lb -179 lb -174 lb Zone 1 Zone 2 Zone 3 Positive ya =0.75 0.80 0.80 0.75 GCp = (Fig. 30.3) Uplift Pressure =SVI SVI SVI SVI (T ASD Uplift Pressure (0.6W)=SVI SVI SVI SVI X Standoff Spacing = 4.00 ft 4.00 ft 2.67 ft Y Standoff Spacing = 3.50 ft 1.75 ft 1.75 ft Tributary Area = 14.00 sqft 7.00 sqft 4.67 sqft Dead Load on attachment = 42 lb 21 lb 14 lb Footing Uplift (0.6D+0.6W) = -220 lb -205 lb -195 lb -220 lb 450 lb Therefore, OK Fastener =1 - 5/16" dia. lag Number of Fasteners = 1 Embedment Depth = 2.50 in. Pullout Capacity Per Inch = 250 lb Fastener Capacity = 625 lb w/ F.S. of 1.5 & DOL of 1.6= 667 lb Therefore, OK :LQG&DOFXODWLRQV Maximum Design Uplift = Design Wind Pressure Calculations qh = 0.00256 * Kz * Kzt * Kd * Ke * V^2 Kz (Exposure Coefficient) = Kzt (Topographic Factor) = Wind Speed Exposure Category Roof Shape Roof Slope Effective Wind Area WĞƌ^ϳͲϭϲŽŵƉŽŶĞŶƚƐĂŶĚůĂĚĚŝŶŐ Input Variables Fastener Capacity Check Mean Roof Height Ground Elevation Kd (Wind Directionality Factor) = 667.2 lb capacity > 220 lb demand Ke (Ground Elevation Factor) = V (Design Wind Speed) = Risk Category = Standoff Uplift Calculations-Portrait Standoff Uplift Calculations-Landscape Standoff Uplift Check Standoff Uplift Capacity = 450 lb capacity > 220 lb demand 0XWKX/DNHYLOOH01 BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 'RPXV6WUXFWXUDO(QJLQHHULQJ//& 32%R[ %URRPILHOG&2 SURMHFWV#GRPXVVWUXFFRP 03PASS Dead Load 7.9 psf PV Load 3.4 psf Snow Load 35.0 psf Governing Load Combo = DL + SL Total Load 46.2 psf Fb (psi) = f'b x Cd x Cf x Cr (NDS Table 4.3.1) 900 x 1.15 x 1.5 x 1.15 Allowed Bending Stress = 1785.3 psi (wL^2) / 8 = 416.0094 ft# = 4992.112 in# Actual Bending Stress = (Maximum Moment) / S = 1630.1 psi L/180 (E = 1600000 psi Per NDS) = 0.4 in Deflection Criteria Based on = (w*L^4) / (185*E*I) = = L/550 > L/180 Therefore OK Allowed Deflection (Live Load) =L/240 0.3 in (w*L^4) / (185*E*I) L/728 > L/240 Therefore OK Member Area = Fv (psi) = 180 psi (NDS Table 4A) Allowed Shear = Fv * A = Max Shear (V) = w * L / 2 = 277 lb Check Bending Stress (True Dimensions) Continuous Span 0.131 in 0.099 in Member Properties Member Size 2x4 S (in^3) 3.06 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 -- 91.4% Stressed -- Therefore, OK 945 lb Allowed > Actual -- 29.4% Stressed -- Therefore, OK 5.3 in^2 Check Shear w = 92 plf 2x4 Top Chords @ 24"o.c. 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