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

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SECTION D3 – DIRECTION X Building Dimension (ft):B = 41 L = 48.25 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 14.75 Depth = 29.5 Wind Height = 11.5 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- Gable W=15', L=29.5' WW Gable W=15', L=29.5' LW 12.81 14.73 22.03 5.51 14.73 12.81 5.51 22.03 D3X_ROOF = 68.67 = 0.6 x 114.45 PLF MAX TOTAL = 68.67 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 498.5 / 14.75 = 675.93 Wall_Ex (DL)= 17 x 14.75 x (10/2) / 14.75 = 85.00 Wall_In (DL)= 10 x 22 x (10/2) / 14.75 = 74.58 Cs*W = 0.1106 x (675.93 + 85.00 + 74.58)= 92.41 TOTAL SEISMIC LOAD 92.41 = 92.41 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D3X_ROOF 835.51 10 1 92.41 92.41 835.51 92.41 122.61 245.21 122.61 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D3X_ROOF 14.75 29.5 30.7 113 17.2 63.3 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 D3 – DIRECTION Y Building Dimension (ft):B = 48.25 L = 41 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 29.5 Depth = 14.75 Wind Height = 15 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- Hip W=29.5', L=15', Slope = 18.43° WW Hip W=29.5', L=15', Slope = 18.43° LW -2.27 55.69 27.96 25.47 55.69 -2.27 25.47 27.96 D3Y_ROOF = 85.72 = 0.6 x 142.86 PLF MAX TOTAL = 85.72 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 498.5 / 29.5 = 337.97 Wall_Ex (DL)= 17 x 59 x (10/2) / 29.5 = 170.00 Wall_In (DL)= 10 x 14 x (10/2) / 29.5 = 23.73 Cs*W = 0.1106 x (337.97 + 170.00 + 23.73)= 58.81 TOTAL SEISMIC LOAD = 58.81 = 58.81 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D3Y_ROOF 531.69 10 1 58.81 58.81 531.69 58.81 78.02 156.04 78.02 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D3Y_ROOF 29.5 14.75 78 575.4 85.7 632.2 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 9 901 E Myrtle St Unit# 23/14/2025