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

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SECTION D2 – DIRECTION X Building Dimension (ft):B = 41 L = 48.25 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 24.5 Depth = 18.75 Wind Height = 15 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=24.5', L=22.25', Slope = 18.43° WW Hip W=24.5', L=22.25', Slope = 18.43° LW -2.27 55.69 27.96 25.47 55.69 -2.27 25.47 27.96 D2X_ROOF = 64.31 = 0.6 x 107.18 PLF MAX TOTAL = 64.31 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 292 / 24.5 = 238.37 Wall_Ex (DL)= 17 x 34 x (10/2) / 24.5 = 117.96 Wall_In (DL)= 10 x 3 x (10/2) / 24.5 = 6.12 Cs*W = 0.1106 x (238.37 + 117.96 + 6.12)= 40.09 TOTAL SEISMIC LOAD 40.09 = 40.09 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D2X_ROOF 362.45 10 1 40.09 40.09 362.45 40.09 53.19 106.37 53.19 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D2X_ROOF 24.5 18.75 34.8 212.8 42 257.3 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 D2 – DIRECTION Y Building Dimension (ft):B = 48.25 L = 41 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 18.75 Depth = 24.5 Wind Height = 11.5 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=22.25', L=24.5' WW Gable W=22.25', L=24.5' LW 14.94 18.08 25.7 7.32 18.08 14.94 7.32 25.7 D2Y_ROOF = 73.47 = 0.6 x 122.45 PLF MAX TOTAL = 73.47 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 292 / 18.75 = 311.47 Wall_Ex (DL)= 17 x 15.75 x (10/2) / 18.75 = 71.40 Wall_In (DL)= 10 x 6 x (10/2) / 18.75 = 16.00 Cs*W = 0.1106 x (311.47 + 71.40 + 16.00)= 44.11 TOTAL SEISMIC LOAD = 44.11 = 44.11 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D2Y_ROOF 398.87 10 1 44.11 44.11 398.87 44.11 58.53 117.06 58.53 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D2Y_ROOF 18.75 24.5 22.4 105 28.1 131.8 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 8 901 E Myrtle St Unit# 23/14/2025