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

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SECTION D1 – DIRECTION X Building Dimension (ft):B = 41 L = 48.25 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 16.75 Depth = 10 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=16.75', L=10', Slope = 18.43° WW Hip W=16.75', L=10', Slope = 18.43° LW -2.27 55.69 27.96 25.47 55.69 -2.27 25.47 27.96 D1X_ROOF = 84.2 = 0.6 x 140.34 PLF MAX TOTAL = 84.2 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 214 / 16.75 = 255.52 Wall_Ex (DL)= 17 x 20 x (10/2) / 16.75 = 101.49 Cs*W = 0.1106 x (255.52 + 101.49)= 39.49 TOTAL SEISMIC LOAD 39.49 = 39.49 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D1X_ROOF 357.01 10 1 39.49 39.49 357.01 39.49 52.39 104.78 52.39 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D1X_ROOF 16.75 10 43.9 183.7 70.5 295.3 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 D1 – DIRECTION Y Building Dimension (ft):B = 48.25 L = 41 Mean Height = 15 Base Height = 0.5 Section Dimension (ft):Width = 10 Depth = 16.75 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=10', L=16.75' WW Gable W=10', L=16.75' LW 12.59 15.24 21.66 6.17 15.24 12.59 6.17 21.66 D1Y_ROOF = 48.95 = 0.6 x 81.58 PLF MAX TOTAL = 48.95 PLF SEISMIC LOAD:V = 0.1106W W_ROOF: Load_Roof (DL)= 20 x 214 / 10 = 428.00 Wall_Ex (DL)= 17 x 10 x (10/2) / 10 = 85.00 Cs*W = 0.1106 x (428.00 + 85.00)= 56.74 TOTAL SEISMIC LOAD = 56.74 = 56.74 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D1Y_ROOF 513 10 1 56.74 56.74 513 56.74 75.28 150.56 75.28 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D1Y_ROOF 10.75 16.75 24.2 64.9 15.7 42.2 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 7 901 E Myrtle St Unit# 23/14/2025