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Larsen Short Plat Shoring Calculations 05.03.19.pdf
C � ENGINEERING civil & structural engineering & planning REVISED STRUCTURAL CALCULATIONS 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Larsen Short Plat Retaining Wall — Comment Response #1 15729 751h PI W Edmonds, WA 98026 r' 1S M. oy jTb 4 l it U �KA4�01 �I�NAL CG Project No.: 17145.15 Project Location 15729 75th PI W Edmonds, WA 98026 Project Description A site retaining wall is required for the installation of a new road extension to a short plat. The wall will be located in the right of way. The wall will consist of cantilevered soldier piles and pressure treated timber lagging. Recommendations have been provided by the geotecnical engineer to stabilize the slope. Scope of Work The slope will be stabilized based on the recommendations of the geotechnical engineer and in accordance with the 2015 International Building Code. Basis of Design Refer to criteria in geotechnical report #999017 provided by the Nelson Geotechnical Associates, Inc., dated 02/28/18. Active Pressure 45 pcf (per geotech) Passive Pressure 150 pcf (per geotech) Seismic Surcharge 8H psf (per geotech) Traffic Surcharge 250 psf (per geotech) Structural Design Summary The new soldier pile wall shall be installed in accordance with the structural drawings by CG Engineering which accompany these calculations. Description Project Summary By BTJ Date 05/03/19 CM Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Larsen 3-Lot Short Plat Job No. Suite 200 17145.15 Edmonds, WA98020 LA G'i-r vi Depth(ft) 0 5 10 15 20 25 30 0 1 ksf 7' Retained W o.c. (LC1=H+L) Os� <ShoringSuite> CIVILTECH SOFTWARE USA www,civiltechsoftware.com Licensed to 4324324234 3424343 Date; 11/5/2018 File: R:\-2017 Projects\17145 Larsen Residence\ Shoring\Engineering\7' LC1.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=7.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=21.23 Min, Pile Length=28.23 MOMENT IN PILE: Max. Moment=150.44 per Pile Spacing=8.0 at Depth=17.10 PILE SELECTION: Request Min. Section Modulus = 54.7 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W14X61, S = 92.2 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.65(in) based on E (ksi)= 29000,00, 1 (in4)/pile= 640.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .09 7 0.090 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 800.0 118.80 0.150 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 7.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 7.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) -0 -5 -10 15 - 20 - 25 0 1 ksf 7' Retained 8' ox. (LC2=H+.7E) t6 tv <ShoringSuite> CIVILTECH SOFTWARE USA www.civi[teehsoftware.com Licensed to 4324324234 3424343 Date:11/5/2018 File: R:\ 2017 Projects\17145 Larsen Residence\ Shoring\Engineering7 LC2.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=7.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16,59 Min. Pile Length=23.59 MOMENT IN PILE: Max. Moment=99.05 per Pile Spacing=8.0 at Depth=14.86 PILE SELECTION: Request Min. Section Modulus = 36.0 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W14X61, S = 92.2 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.33(in) based on E (ksi)= 29000.00, 1 (in4)/pile= 640.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .04 7 0.040 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 800.0 158.40 0.200 ACTIVE SPACING: No. Z depth Spacin 1 0.00 8.00 2 7.00 2.00 PASSIVE SPACING: No. Z depth Spacin 1 7.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) -0 5 10 15 20 25 0 1 ksf T Retained 8' 0.c. (LC3=H+.75(.7E)+.75L) 1-5 P(-F - 30 <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 11/5/2018 File: R:\-2017 Projects\17145 Larsen Residence\_Shoring\Engineering\7' LC3.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=7.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=18.26 Min. Pile Length=25.26 MOMENT IN PILE: Max. Moment=137.15 per Pile Spacing=8.0 at Depth=15.59 PILE SELECTION: Request Min. Section Modulus = 49.9 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W14X61, S = 92.2 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.52(in) based on E (ksi)= 29000.00, 1 (in4)/pile= 640.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .03 7 0.030 0 .068 7 0.068 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 800.0 158.40 0.200 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 7.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 7.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in �- Depth(ft) 0 5 10 15 20 0 25 L 5' Retained �� T R kFF�� svecl�shC�� W o.c. (LC1=H+L) 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/3/2019 File: R:\_2017 Projects\17145 Larsen Residence\_Shoring\Engineering\Comment Response 5' LC1 - Traffic Surcharge.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=5.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16.60 Min. Pile Length=21.60 MOMENT IN PILE: Max. Moment=69.08 per Pile Spacing=8.0 at Depth=12.97 PILE SELECTION: Request Min. Section Modulus = 25.1 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W10X30, S = 32.4 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.67(in) based on E (ksi)= 29000.00, 1 (in4)/pile= 170.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .090 5 0.090 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 6.0 0.00 800.0 119.10 0.150 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 5.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 5.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) 0 5 10 15 20 0 25 L 5' Retained v// 6Q W o.c. (LC2=H+.7E) 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/3/2019 File: R:\_2017 Projects\17145 Larsen Residence\_Shoring\Engineering\Comment Response 5' LC2.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=5.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=16.66 Min. Pile Length=21.66 MOMENT IN PILE: Max. Moment=61.41 per Pile Spacing=8.0 at Depth=13.68 PILE SELECTION: Request Min. Section Modulus = 22.3 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W12X30, S = 38.6 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.37(in) based on E (ksi)= 29000.00, 1 (in4)/pile= 238.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .028 5 0.028 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 800.0 158.40 0.200 ACTIVE SPACING: No. Z depth Spacing 1 0.00 8.00 2 5.00 2.00 PASSIVE SPACING: No. Z depth Spacing 1 5.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in Depth(ft) 0 5 10 - 15 - 20 - 25 0 5' Retained V✓/ W o.c. (LC3=H+.75*(L+.7E)) 1 ksf <ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com Licensed to 4324324234 3424343 Date: 5/3/2019 File: R:\_2017 Projects\17145 Larsen Residence\ Shoring\Engineering\Comment Response 5' LC3 - Traffic Surcharge.sh8 UNITS: Dimension - ft; Force and Shear - kip; Pressure and Stress - ksf; Moment - kip-ft; Pres. Slope - kip/ft3; Deflection - in. Wall Height=5.0 Pile Diameter=2.0 Pile Spacing=8.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=18.29 Min. Pile Length=23.29 MOMENT IN PILE: Max. Moment=89.55 per Pile Spacing=8.0 at Depth=14.38 PILE SELECTION: Request Min. Section Modulus = 32.6 in3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.66 Selected Pile, W12X30, S = 38.6 in3/pile It is greater than Request Min. Section Modulus Top Deflection = 0.60(in) based on E (ksi)= 29000.00, 1 (in4)/pile= 238.0 DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Z1 P1 Z2 P2 Slope 0 0 800 36.00 .045 0 .021 5 0.021 0 .068 5 0.068 PASSIVE PRESSURES: Z1 P1 Z2 P2 Slope 8.0 0.00 800.0 158.40 0.200 ACTIVE SPACING: No. Z depth Spacin 1 0.00 8.00 2 5.00 2.00 PASSIVE SPACING: No. Z depth Spacin 1 5.00 4.00 UNITS: Width, Spacing, Diameter, Length, and Depth - ft; Force - kip; Moment - kip-ft Friction, Bearing, and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in com &A / 0510flIq WALL GEOMETRY Wall Ht = 7 ft Pile Spacing = 8 ft DESIGN LOADS Soil Load = 150.94 plf Seismic Load = 52.50 plf GOVERNING LOADS 0.6D+W+H = 150.94 plf 0.6D+0.7E+H = 187.69 plf LAGGING PROPERTI Lagging Size 4x12 DF#2 Pressure Treated = Yes �^ Load Duration = Permanent W = 3.5 in D = 11.25 in A = 39.38 i n 2 S = 22.97 Ina Fb = 900 Fv = 180 BENDING DESIGN Load Case 7 MMAX =WL2/8 1207.5 FtV fb =M/S = 630.9 psi fb/F'b = 70.0% SHEAR DESIGN Load Case 7 VMAX = W L/2 = 603.8 # fv = 3/2*V/A = 23.00 psi fv/F'v = 14.6% IMMARY Lagging Size = 4x12 DF#2 Max Pile Spacing = 8 ft Max Retained Ht = 7 ft LAGGING DESIGN "pdated 7/21/2016 1 Earth Pressure = 23 pcf Seismic Load = 8 H psf Worst case loading applied over "D" of bottom lagging ASCE 2.4.1 load case 7 ASCE 2.4.1 load case 8 2012 NDS Co = 0.90 CF = 1.10 Ci Fb = 0.80 CD seismic = 1.6 Cr" = 1.10 Ci W = 1.00 CMFb= 1.00 Cr= 1.15 CM Fv = 0.97 F'b=Fb*CD*CM*CF*Cf"*Ci*C,= 901.692 psi F'bseismic 1603.01 psi F'v=Fv*CD*CM.Ci= 157.14 psi F'vseismic= 223.49 psi Load Case 8 MMAX =WL2/8 1501.5 Ft# fb =M/S = 784.457 psi fb/F'b = 48.9% Load Case 8 VMAX= WL/2 = 750.8 # fv = 3/2*V/A = 28.60 psi fv/F'v = 12.8 % Governing Load Case = 0.6D+W+H Bending Stress = 70.0% Shear Stress = 14.6% Description Lagging Design ENGINEERING 250 4th Ave South Froject Suite 200 Larsen 3-Lot Short Plat Edmonds, WA 98020 0K OK BBTj Date Scale I Sheet No. Job No.