901 E Myrtle St Unit# 2 - Plan - Laserfiche WebLink

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SECTION D4 – DIRECTION X Building Dimension (ft):B = 41 L = 48.25 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 26.5 Depth = 10 Wind Height = 14.5 Base Height = 0.5 Plate Height:ROOF = 10' WIND LOAD: L/B =48.25/41=1.18, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.46, qh = 16.79 PSF Wall(LW) P = GCplqh = 6.63 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 17.98 18.65 19.18 19.72 20.52 21.19 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Hip W=26.5', L=10', Slope = 18.43° WW Hip W=26.5', L=10', Slope = 18.43° LW -2.04 50.13 25.16 22.92 50.13 -2.04 22.92 25.16 D4X_ROOF = 81 = 0.6 x 135 PLF MAX TOTAL = 81 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 10 x 263 / 26.5 = 99.25 Cs*W = 0.1106 x 99.25 = 10.98 TOTAL SEISMIC LOAD 10.98 = 10.98 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D4X_ROOF 99.25 10 1 10.98 10.98 99.25 10.98 14.56 29.13 14.56 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D4X_ROOF 26.5 10 19.3 127.8 107.3 711 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (Shear Capacity: E=180/W=252) (10 ) 16d sinker per top plate splice SECTION D4 – DIRECTION Y Building Dimension (ft):B = 48.25 L = 41 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 10 Depth = 26.5 Wind Height = 12.5 Base Height = 0.5 Plate Height:ROOF = 10' WIND LOAD: L/B =41/48.25=0.85, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.5, qh = 16.79 PSF Wall(LW) P = GCplqh = 7.14 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 18.49 19.15 19.69 20.22 21.02 21.69 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Gable W=10', L=26.5' LW Gable W=10', L=26.5' WW 25.4 20.99 10.28 36.1 20.99 25.4 36.1 10.28 D4Y_ROOF = 81.49 = 0.6 x 135.82 PLF MAX TOTAL = 81.49 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 10 x 263 / 10 = 263.00 Cs*W = 0.1106 x 263.00 = 29.09 TOTAL SEISMIC LOAD = 29.09 = 29.09 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D4Y_ROOF 263 10 1 29.09 29.09 263 29.09 38.59 77.19 38.59 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D4Y_ROOF 10 26.5 7.3 18.2 15.4 38.4 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (Shear Capacity: E=180/W=252) (10 ) 16d sinker per top plate splice vG23.06.30 : : : : Company Project (N) DETACHED ADU, UNIT 2 Job No.231014 Plan : : : : Designed T.M. Checked P.P. Date 08/26/2024 Client N/A TIC Structure Design 2023 Page 10 901 E Myrtle St Unit# 23/14/2025