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DESIGN CALCULATIONS The Summit at Thompson Creek SealedI HEREBY CERTIFY THAT THIS PLAN, SPECIFICATIONS, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF WASHINGTON. ________________________________________________ DATE: _______February 10, 2025______ ROBERT J. RACE, P.E. LICENSE NO. 26697 DESIGN CALCULATIONS THE SUMMIT AT THOMPSON CREEK THURSTON CO., WA SUBMITTED BY: Robert Race, P.E. REA Analysis Project: THE SUMMIT AT THOMPSON CREEK Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_208.0_to_291.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.200g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 5.00 ft (4.50 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 16.6 deg Dead Load Offset: 0.0 ft Back Slope Length: 15.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.5 ft Vertical δ on Single Depth Toe Slope Angle: 17.90 deg Toe Slope Length: 4.00 ft Toe Slope Bench: 3.74 ft FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 3.61 / [2.86 ] FoS Overturning: 7.91 / [6.17 ] Bearing 643 / [ 688 ] FoS Bearing: 18.81 / [ 17.61 ] FoS Pullout 4.60 / [3.23 ] Total Pullout 2,124 FoS Total Pullout 5.10 Total Pullout (S) 2,124 FoS Total Pullout (S) 9.78 Top FoSot: 3.73 FoS Connection: 5.85 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 2 3.33 5 3XT 1330 [2893]100 114 [48]17.45 [17.77]597 [795]7.83 [5.50]4.60 [3.23]10.26 [8.82] 1 1.33 5 3XT 1330 [2893]100 188 [30]10.64 [13.28]732 [976]5.85 [5.04]8.52 [7.34]5.60 [4.71] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa Tcn TaCn FSPkCn 2 3.33 5 3XT 100 114 114 895 7.83 1 1.33 5 3XT 100 188 188 1098 5.85 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 12.34 8.13 -4.95 0.11 -1.74 15.83 16.04 37640.14 60406.87 1.60 1 14.34 8.73 -5.95 -0.21 -3.19 21.03 21.42 56758.98 92236.32 1.62 1 13.34 8.43 -4.95 0.11 -1.71 17.25 17.45 43548.61 71305.53 1.63 1 9.34 7.24 -2.95 0.50 0.16 9.40 9.43 17420.40 28559.98 1.63 1 11.34 7.83 -4.95 0.11 -1.76 14.43 14.67 32252.62 53105.07 1.64 1 15.34 9.02 -5.95 -0.21 -3.25 22.71 23.08 64566.88 106256.01 1.64 1 13.34 8.43 -5.95 -0.21 -3.14 19.37 19.79 49555.01 81612.14 1.64 1 12.34 8.13 -5.95 -0.21 -3.09 17.74 18.18 42965.60 70886.02 1.64 1 15.34 9.02 -7.95 -0.79 -6.01 27.14 28.00 78726.00 130152.24 1.64 1 11.34 7.83 -3.95 0.43 -0.42 12.64 12.70 27699.80 45829.35 1.65 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON CREEK Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 2RA, S_78.0_to_82.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 6.30 ft (5.16 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.14 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 5.0 ft Back Slope Length: 0.0 ft Dead Load Width: 25.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 4.73 / [1.95 ] FoS Overturning: 9.85 / [3.47 ] Bearing 762 / [ 827 ] FoS Bearing: 18.37 / [ 17.14 ] FoS Pullout 3.30 / [1.40 ] Total Pullout 2,003 FoS Total Pullout 3.60 Total Pullout (S) 2,003 FoS Total Pullout (S) 2.29 Top FoSot: 2.12 FoS Connection: 5.30 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 2 4 5 3XT 1330 [2893]100 147 [199]13.55 [8.35]687 [916]7.00 [2.97]3.30 [1.40]19.68 [11.70] 1 2 5 3XT 1330 [2893]100 232 [121]8.58 [8.19]822 [1096]5.30 [3.49]6.53 [4.30]8.92 [5.19] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 2 4 5 3XT 100 147 0 147 1030 7.00 1 2 5 3XT 100 232 0 232 1233 5.30 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 7.53 6.30 -4.14 1.14 -0.03 7.61 7.67 12790.82 23894.17 1.86 1 7.53 6.30 -5.40 1.14 -0.83 8.46 8.63 14915.14 29041.92 1.94 1 8.79 6.30 -6.66 1.14 -1.33 10.88 11.10 20628.92 40370.22 1.95 1 8.79 6.30 -5.40 1.14 -0.56 9.92 10.02 18221.75 35767.41 1.96 1 8.79 6.30 -4.14 1.14 0.26 8.89 8.91 15650.69 31214.12 1.99 1 6.27 6.30 -4.14 1.14 -0.29 6.45 6.56 10195.12 20558.39 2.01 1 7.53 6.30 -6.66 1.14 -1.58 9.25 9.57 16885.54 34163.40 2.02 1 8.79 6.30 -7.92 1.14 -2.06 11.81 12.17 22910.80 46626.91 2.03 1 6.27 6.30 -5.40 1.14 -1.07 7.12 7.38 11853.78 24323.67 2.04 1 10.05 6.30 -5.40 1.14 -0.27 11.50 11.55 21795.35 44736.72 2.04 REA Analysis 2024.3.131 5 REA Analysis Project: Lots 56-57 Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 3, S_1.0_to_54.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Infill Soil: 40 deg 0 lbf/ft2 135 lbf/ft3 LvlPad / Drain Mat: 40 deg 0 lbf/ft2 135 lbf/ft3 Crushed Stone Lvlng Pad GEOMETRY Design Height: 1.65 ft Live Load: 0.00 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.64 ft* Live Load Width: 0.00 ft Leveling Pad Depth: 0.50 ft Slope Angle: 0.0 deg Dead Load: 200.0 lbf/ft2 Slope Length: 0.0 ft Dead Load Offset: 5.0 ft Slope Toe Offset: 0.0 ft Dead Load Width: 45.00 ft Leveling Pad Width: 1.87 ft D.L. Embedment: 1.00 ft Vert δ on Single Dpth * Note: For all designs the passive resistance in front of the wall units is ignored for sliding calculations. FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Overturning: 1.50 / 1.125 Bearing: 2.00 / 1.5 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 2.83 (lvlpd) / 1.62 FoS Overturning: 3.85 / 1.83 Bearing: 191.87 / 90.05 FoS Bearing: 42.96 / 66.68 Name Elev.ka kae Pa Pae Pif Paqd PaT PaTs FSsl seisFSsl FoS OT FoS SeisOT Cap 1.33 0.275 0.496 2 3 9 0 2 12 17.55 8.84 90.74 42.48 Edge 0.67 0.233 0.442 14 26 26 0 14 52 39.98 20.97 10.29 4.72 Edge 0.00 0.233 0.442 38 72 46 0 38 119 2.83 1.62 3.85 1.83 Design Approach: The design is a 'top down' approach. The values shown in the table[ka, kae, Pa, etc.] are the values from the top of wall to the base of that row. For trial wedge analysis, the ka and kae are back-calculated from the Pa, Pae values. Column Descriptions: ka: active earth pressure coefficient kae: active seismic earth pressure coefficient Pa: active earth pressure Pae: dynamic earth pressure Pir: inertia force Paq: live surcharge earth pressure Paq2: live load 2 surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. REA Analysis 2024.3.131 2 REA Analysis 2024.3.131 3 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 2.97 1.65 -2.93 0.64 -0.44 3.82 4.04 527.55 2396.98 4.54 1 3.30 1.65 -2.93 0.64 -0.34 4.39 4.56 600.57 2735.02 4.55 1 3.63 1.65 -2.93 0.64 -0.24 4.99 5.11 675.64 3107.20 4.59 1 2.64 1.65 -2.93 0.64 -0.53 3.27 3.56 458.41 2118.51 4.61 1 3.96 1.65 -2.93 0.64 -0.14 5.60 5.69 757.66 3534.61 4.66 1 4.29 1.65 -2.93 0.64 -0.03 6.23 6.30 842.01 3985.52 4.72 1 3.30 1.65 -3.26 0.64 -0.52 4.66 4.86 646.48 3103.94 4.79 1 3.63 1.65 -3.26 0.64 -0.42 5.29 5.45 730.14 3521.79 4.81 1 2.97 1.65 -3.26 0.64 -0.62 4.04 4.31 569.17 2747.27 4.82 1 3.96 1.65 -3.26 0.64 -0.32 5.94 6.06 815.16 3972.98 4.87 REA Analysis 2024.3.131 4 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 4, S_291.0_to_357.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 11.92 ft (10.67 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.25 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 5.0 ft Back Slope Length: 0.0 ft Dead Load Width: 30.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 4.70 / [2.12 ] FoS Overturning: 9.82 / [4.11 ] Bearing 1,523 / [ 1,646 ] FoS Bearing: 13.82 / [ 13.00 ] FoS Pullout 6.65 / [1.99 ] Total Pullout 21,454 FoS Total Pullout 10.78 Total Pullout (S) 21,454 FoS Total Pullout (S) 6.86 Top FoSot: 3.64 FoS Connection: 3.43 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 5 10 9 3XT 1330 [2893]100 143 [334]13.95 [6.07]687 [916]7.20 [2.16]6.65 [1.99]28.78 [19.44] 4 8 9 3XT 1330 [2893]100 230 [229]8.66 [6.30]822 [1096]5.35 [2.69]9.30 [4.67]13.31 [8.53] 3 6 9 3XT 1330 [2893]100 338 [229]5.90 [5.11]957 [1276]4.25 [2.53]11.11 [6.62]8.66 [5.44] 2 4 9 3XT 1330 [2893]100 445 [229]4.48 [4.29]1092 [1456]3.68 [2.43]13.32 [8.80]6.44 [4.00] 1 2 9 3XT 1330 [2893]100 553 [229]3.61 [3.70]1227 [1637]3.33 [2.36]15.69 [11.10]5.14 [3.18] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 5 10 9 3XT 100 115 28 115 1030 8.94 4 8 9 3XT 100 212 18 212 1233 5.82 3 6 9 3XT 100 320 18 320 1436 4.49 2 4 9 3XT 100 428 17 428 1638 3.83 1 2 9 3XT 100 536 17 536 1841 3.43 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 17.44 11.92 -7.63 1.25 0.02 18.06 18.47 127654.11 231920.72 1.81 3 15.06 11.92 -10.02 1.25 -1.30 15.56 16.76 119068.87 218316.02 1.83 3 15.06 11.92 -7.63 1.25 0.42 13.58 14.73 101146.01 186681.65 1.84 2 15.06 11.92 -7.63 1.25 -0.58 15.72 16.10 105076.78 193860.33 1.84 2 17.44 11.92 -10.02 1.25 -1.75 20.64 21.08 147832.72 273677.40 1.84 2 15.06 11.92 -5.25 1.25 1.20 13.63 13.96 87019.98 161305.37 1.85 3 17.44 11.92 -10.02 1.25 -0.63 17.77 19.00 143625.11 267258.48 1.85 1 19.82 11.92 -10.02 1.25 -1.75 25.20 25.33 179032.35 334552.36 1.86 3 17.44 11.92 -12.40 1.25 -2.34 20.18 21.43 163642.94 306115.85 1.86 1 17.44 11.92 -5.25 1.25 1.17 17.06 17.07 109966.85 206056.15 1.87 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 5, S_10.0_to_75.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 4.34 ft (3.25 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.09 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 5.0 ft Back Slope Length: 0.0 ft Dead Load Width: 20.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 5.49 / [2.12 ] FoS Overturning: 13.06 / [4.25 ] Bearing 530 / [ 561 ] FoS Bearing: 22.88 / [ 21.96 ] FoS Pullout 4.20 / [1.81 ] Total Pullout 1,153 FoS Total Pullout 4.37 Total Pullout (S) 1,153 FoS Total Pullout (S) 2.78 Top FoSot: 3.69 FoS Connection: 9.51 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 2 2.67 4 3XT 1330 [2893]100 74 [97]26.96 [16.88]642 [855]13.00 [5.61]4.20 [1.81]27.86 [16.64] 1 1.33 4 3XT 1330 [2893]100 108 [56]18.41 [17.65]687 [916]9.51 [6.29]7.78 [5.14]12.41 [7.20] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 2 2.67 4 3XT 100 74 0 74 962 13.00 1 1.33 4 3XT 100 108 0 108 1030 9.51 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 5.74 4.34 -2.88 1.09 0.41 5.42 5.44 4182.66 9825.43 2.34 1 6.61 4.34 -3.75 1.09 0.08 7.00 7.05 5937.92 14244.93 2.39 1 5.74 4.34 -3.75 1.09 -0.14 6.04 6.12 4960.88 11966.44 2.40 1 6.61 4.34 -4.62 1.09 -0.45 7.71 7.82 6786.24 16378.29 2.40 1 4.87 4.34 -2.88 1.09 0.19 4.64 4.70 3442.41 8362.63 2.42 1 5.74 4.34 -4.62 1.09 -0.67 6.62 6.80 5673.45 14154.52 2.49 1 7.48 4.34 -4.62 1.09 -0.22 8.86 8.93 7959.27 19998.67 2.50 1 7.48 4.34 -3.75 1.09 0.33 8.03 8.04 6971.48 17601.29 2.52 1 6.61 4.34 -5.49 1.09 -0.96 8.38 8.58 7585.32 19220.57 2.52 1 7.48 4.34 -5.49 1.09 -0.74 9.65 9.79 8879.90 22777.80 2.56 REA Analysis 2024.3.131 5 REA Analysis Project:THE SUMMIT AT THOMPSON LAKE Location:THURSTON COUNTY, WA Designer:rjr Date:12/16/2024 Section: Wall 6, W6RA S_211.0_to_234.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.000g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 9.33 ft (7.75 ft Exp.)Live Load:0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.58 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load:200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 10.0 ft Back Slope Length: 0.0 ft Dead Load Width: 30.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth Toe Slope Angle: 8.30 deg Toe Slope Length: 21.42 ft Toe Slope Bench: 0.43 ft FACTORS OF SAFETY (Static / Seismic) Sliding:1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning:2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing:2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear:1.50 / 1.13 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 1 RESULTS (Static / Seismic) FoS Sliding:3.54 / [3.65 ]FoS Overturning: 6.88 / [7.13 ] Bearing 1,139 / [ 1,197 ]FoS Bearing:16.43 / [ 15.90 ] FoS Pullout 3.03 / [3.03 ] Total Pullout 8,001 FoS Total Pullout 6.56 Total Pullout (S)8,001 FoS Total Pullout (S) Infinity Top FoSot: 7.35 FoS Connection: 3.94 ID Height Length Name Ta_tn [Ta_tns]TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 4 8 7 SG200 1279 [2974]73 [0]26.15 [40.54]818 [1091]16.73 [16.73]3.03 [3.03]42.55 [38.48] 3 6 7 SG200 1279 [2974]180 [0]10.66 [16.52]893 [1190]7.44 [7.44]5.72 [5.72]12.65 [11.25] 2 4 7 SG200 1279 [2974]288 [0]6.66 [10.32]967 [1289]5.03 [5.03]8.34 [8.34]7.29 [6.45] 1 2 7 SG200 1279 [2974]396 [0]4.84 [7.51]1041 [1389]3.94 [3.94]10.97 [10.97]4.76 [4.20] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name Pa DL Tcn TaCn FSPkCn 4 8 7 SG200 73 0 73 1227 16.73 3 6 7 SG200 180 0 180 1339 7.44 2 4 7 SG200 288 0 288 1450 5.03 1 2 7 SG200 396 0 396 1562 3.94 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 3 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 14.04 9.33 -6.56 0.69 -1.30 17.03 17.17 72504.60 124792.97 1.71 1 12.18 9.33 -6.56 0.69 -1.54 14.44 14.64 59097.74 103895.90 1.75 2 12.18 9.33 -6.56 0.69 -0.60 12.40 13.15 56624.92 100119.86 1.76 2 14.04 9.33 -10.29 0.14 -3.22 18.22 19.42 95733.50 170793.74 1.78 2 12.18 9.33 -8.43 0.41 -2.14 14.14 15.10 68169.27 121895.34 1.78 1 12.18 9.33 -4.69 0.96 0.14 12.40 12.42 47654.58 85237.28 1.78 2 14.04 9.33 -12.16 -0.13 -4.80 20.50 21.90 109560.31 196394.38 1.79 1 15.91 9.33 -8.43 0.41 -2.78 22.67 22.96 102945.98 185458.08 1.79 1 14.04 9.33 -8.43 0.41 -2.93 19.32 19.69 85528.05 154094.98 1.80 2 12.18 9.33 -10.29 0.14 -3.69 16.06 17.23 79664.92 144178.12 1.80 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_1.0_to_75.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 4.33 ft (3.25 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.08 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 5.0 ft Back Slope Length: 0.0 ft Dead Load Width: 20.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 5.51 / [2.13 ] FoS Overturning: 13.12 / [4.27 ] Bearing 528 / [ 560 ] FoS Bearing: 22.86 / [ 21.95 ] FoS Pullout 3.22 / [1.50 ] Total Pullout 1,509 FoS Total Pullout 5.75 Total Pullout (S) 1,509 FoS Total Pullout (S) 3.66 Top FoSot: 3.76 FoS Connection: 9.71 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 2 2.67 4 3XT 1330 [2893]100 96 [111]20.81 [14.01]642 [855]10.04 [4.66]3.22 [1.50]28.14 [16.80] 1 0.67 4 3XT 1330 [2893]100 120 [55]16.62 [16.49]777 [1036]9.71 [6.64]10.00 [6.84]9.65 [5.55] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 2 2.67 4 3XT 100 96 0 96 962 10.04 1 0.67 4 3XT 100 120 0 120 1165 9.71 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 7.46 4.33 -3.75 1.08 0.31 8.03 8.05 6961.39 19049.25 2.73 1 6.60 4.33 -3.75 1.08 0.07 7.01 7.05 5928.94 16394.74 2.76 1 8.33 4.33 -4.61 1.08 0.01 10.08 10.12 9186.91 25516.62 2.77 1 9.20 4.33 -4.61 1.08 0.26 11.35 11.37 10477.47 29258.06 2.78 1 7.46 4.33 -4.61 1.08 -0.23 8.86 8.93 7937.21 22206.28 2.79 1 4.87 4.33 -2.88 1.08 0.18 4.65 4.70 3439.75 9660.12 2.80 1 5.73 4.33 -2.88 1.08 0.40 5.42 5.44 4179.93 11748.00 2.80 1 5.73 4.33 -3.75 1.08 -0.15 6.04 6.13 4953.23 13921.23 2.80 2 6.60 4.33 -4.61 1.08 -0.17 6.72 7.18 6701.17 18836.44 2.81 1 6.60 4.33 -4.61 1.08 -0.46 7.71 7.82 6772.26 19209.38 2.83 REA Analysis 2024.3.131 5 REA Analysis Project:THE SUMMIT AT THOMPSON LAKE Location:THURSTON COUNTY, WA Designer:rjr Date:12/16/2024 Section: Wall 8, 8RA S_7.0_to_87.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.000g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 6.33 ft (4.77 ft Exp.)Live Load:100 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 2.00 ft Embedment: 1.56 ft LL2 Width: 50 ft Leveling Pad Depth: 0.50 ft Dead Load:150 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 5.0 ft Back Slope Length: 0.0 ft Dead Load Width: 20.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding:1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning:2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing:2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear:1.50 / 1.13 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 1 RESULTS (Static / Seismic) FoS Sliding:2.67 / [3.32 ]FoS Overturning: 5.38 / [6.66 ] Bearing 887 / [ 809 ]FoS Bearing:17.09 / [ 19.30 ] FoS Pullout 2.33 / [2.33 ] Total Pullout 3,790 FoS Total Pullout 6.79 Total Pullout (S)3,790 FoS Total Pullout (S) Infinity Top FoSot: 3.76 FoS Connection: 6.44 ID Height Length Name Ta_tn [Ta_tns]TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 3 4.67 5 SG200 1279 [2974]126 [0]15.17 [23.52]818 [1091]9.70 [12.86]1.76 [2.33]16.93 [15.21] 2 2.67 5 SG200 1279 [2974]220 [0]8.70 [13.49]893 [1190]6.07 [6.79]4.79 [5.36]5.23 [4.56] 1 0.67 5 SG200 1279 [2974]207 [0]9.28 [14.38]967 [1289]7.01 [7.58]12.14 [13.13]3.52 [3.04] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name Pa LL DL Tcn TaCn FSPkCn 3 4.67 5 SG200 95 31 0 95 1227 12.86 2 2.67 5 SG200 197 23 0 208 1339 6.44 1 0.67 5 SG200 191 16 0 204 1450 7.10 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 3 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 8.82 6.33 -4.10 1.56 1.00 7.62 7.92 13592.70 34475.09 2.53 2 10.08 6.33 -5.36 1.56 0.54 9.83 10.16 19163.77 49217.15 2.56 2 11.35 6.33 -6.63 1.56 0.10 12.46 12.81 25684.68 68391.78 2.66 2 10.08 6.33 -4.10 1.56 1.40 8.68 8.99 16108.74 42993.52 2.66 1 10.08 6.33 -5.36 1.56 0.25 10.76 10.78 19460.46 51909.81 2.66 1 11.35 6.33 -5.36 1.56 0.62 12.24 12.25 22690.15 60645.51 2.66 2 11.35 6.33 -7.89 1.56 -0.75 13.92 14.28 28910.78 77360.27 2.67 2 8.82 6.33 -5.36 1.56 0.13 8.68 8.99 16186.28 43396.74 2.67 1 7.55 6.33 -4.10 1.56 0.40 7.19 7.20 11364.39 30491.76 2.67 2 10.08 6.33 -6.63 1.56 -0.31 11.10 11.44 22096.95 59294.47 2.68 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final n or construction without the independent review, verification, and approval by a qualified professional engineer. REA Analysis 2025.1.7 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_54.0_to_84.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.200g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 20.33 ft (18.74 ft Exp.) Live Load: 100 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.39 ft Embedment: 1.59 ft LL2 Width: 50 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Back Slope Length: 0.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 3.29 / [2.87 ] FoS Overturning: 6.95 / [4.80 ] Bearing 2,538 / [ 2,660 ] FoS Bearing: 11.50 / [ 11.04 ] FoS Pullout 2.25 / [0.84 ] Total Pullout 105,381 FoS Total Pullout 18.21 Total Pullout (S) 105,381 FoS Total Pullout (S) 42.61 Top FoSot: 1.88 FoS Connection: 2.32 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 10 18.67 13 3XT 1330 [2893]100 154 [161]12.96 [9.19]642 [855]6.25 [3.75]1.40 [0.84](?)26.10 [23.18] 9 16.67 13 3XT 1330 [2893]100 242 [121]8.26 [7.98]777 [1036]4.82 [3.65]4.12 [3.12]14.03 [12.11] 8 14.67 13 3XT 1330 [2893]100 350 [121]5.70 [6.15]912 [1216]3.91 [3.20]6.70 [5.49]9.76 [8.33] 7 12.67 13 3XT 1330 [2893]100 458 [121]4.36 [5.00]1047 [1396]3.43 [2.94]9.30 [7.96]7.53 [6.38] 6 10.67 13 3XT 1330 [2893]100 566 [121]3.52 [4.21]1182 [1577]3.13 [2.76]11.91 [10.48]6.15 [5.20] 5 8.67 13 3XT 1330 [2893]100 674 [121]2.96 [3.64]1318 [1757]2.93 [2.63]14.53 [13.03]5.22 [4.40] 4 6.67 13 3XT 1330 [2893]100 782 [121]2.55 [3.20]1453 [1937]2.79 [2.54]17.14 [15.60]4.54 [3.82] 3 4.67 13 3XT 1330 [2893]100 890 [121]2.24 [2.86]1544 [2059]2.60 [2.39]19.76 [18.19]4.02 [3.38] 2 2.67 13 3XT 1330 [2893]100 998 [121]2.00 [2.58]1544 [2059]2.32 [2.15]22.39 [20.78]3.62 [3.04] 1 0.67 13 3XT 1330 [2893]100 726 [81]2.75 [3.59]1544 [2059]3.19 [2.98]38.13 [35.61]3.29 [2.76] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa LL Tcn TaCn FSPkCn 10 18.67 13 3XT 100 96 58 131 962 7.33 9 16.67 13 3XT 100 198 44 236 1165 4.95 8 14.67 13 3XT 100 306 44 346 1368 3.95 7 12.67 13 3XT 100 414 44 456 1571 3.45 6 10.67 13 3XT 100 522 44 564 1774 3.14 5 8.67 13 3XT 100 631 44 673 1976 2.94 4 6.67 13 3XT 100 739 44 782 2179 2.79 3 4.67 13 3XT 100 847 44 890 2316 2.60 2 2.67 13 3XT 100 955 44 998 2316 2.32 1 0.67 13 3XT 100 697 29 726 2316 3.19 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 24.34 20.33 -15.03 1.59 -3.41 27.89 28.76 551296.79 937030.80 1.69 1 24.34 20.33 -10.96 1.59 -1.58 26.54 26.65 483543.76 831391.65 1.71 3 24.34 20.33 -19.09 1.59 -5.27 29.25 30.92 619067.62 1073528.57 1.73 1 28.40 20.33 -15.03 1.59 -3.66 34.94 35.24 689393.58 1196701.27 1.73 1 20.27 20.33 -15.03 1.59 -4.68 24.72 25.34 437043.78 760170.03 1.73 2 20.27 20.33 -10.96 1.59 -1.30 20.89 21.58 372117.25 647399.54 1.73 1 20.27 20.33 -10.96 1.59 -2.15 22.30 22.51 378880.48 659394.48 1.73 3 24.34 20.33 -15.03 1.59 -2.26 25.49 27.10 542620.76 944785.46 1.73 1 24.34 20.33 -15.03 1.59 -4.20 29.56 29.99 557197.62 970543.30 1.73 3 28.40 20.33 -19.09 1.59 -4.20 33.40 35.12 756650.07 1321669.52 1.74 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_54.0_to_84.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.200g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 20.33 ft (18.74 ft Exp.) Live Load: 100 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.39 ft Embedment: 1.59 ft LL2 Width: 50 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Back Slope Length: 0.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 3.29 / [2.87 ] FoS Overturning: 6.95 / [4.80 ] Bearing 2,538 / [ 2,660 ] FoS Bearing: 11.50 / [ 11.04 ] FoS Pullout 2.25 / [0.84 ] Total Pullout 105,381 FoS Total Pullout 18.21 Total Pullout (S) 105,381 FoS Total Pullout (S) 42.61 Top FoSot: 1.88 FoS Connection: 2.32 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 10 18.67 13 3XT 1330 [2893]100 154 [161]12.96 [9.19]642 [855]6.25 [3.75]1.40 [0.84](?)26.10 [23.18] 9 16.67 13 3XT 1330 [2893]100 242 [121]8.26 [7.98]777 [1036]4.82 [3.65]4.12 [3.12]14.03 [12.11] 8 14.67 13 3XT 1330 [2893]100 350 [121]5.70 [6.15]912 [1216]3.91 [3.20]6.70 [5.49]9.76 [8.33] 7 12.67 13 3XT 1330 [2893]100 458 [121]4.36 [5.00]1047 [1396]3.43 [2.94]9.30 [7.96]7.53 [6.38] 6 10.67 13 3XT 1330 [2893]100 566 [121]3.52 [4.21]1182 [1577]3.13 [2.76]11.91 [10.48]6.15 [5.20] 5 8.67 13 3XT 1330 [2893]100 674 [121]2.96 [3.64]1318 [1757]2.93 [2.63]14.53 [13.03]5.22 [4.40] 4 6.67 13 3XT 1330 [2893]100 782 [121]2.55 [3.20]1453 [1937]2.79 [2.54]17.14 [15.60]4.54 [3.82] 3 4.67 13 3XT 1330 [2893]100 890 [121]2.24 [2.86]1544 [2059]2.60 [2.39]19.76 [18.19]4.02 [3.38] 2 2.67 13 3XT 1330 [2893]100 998 [121]2.00 [2.58]1544 [2059]2.32 [2.15]22.39 [20.78]3.62 [3.04] 1 0.67 13 3XT 1330 [2893]100 726 [81]2.75 [3.59]1544 [2059]3.19 [2.98]38.13 [35.61]3.29 [2.76] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa LL Tcn TaCn FSPkCn 10 18.67 13 3XT 100 96 58 131 962 7.33 9 16.67 13 3XT 100 198 44 236 1165 4.95 8 14.67 13 3XT 100 306 44 346 1368 3.95 7 12.67 13 3XT 100 414 44 456 1571 3.45 6 10.67 13 3XT 100 522 44 564 1774 3.14 5 8.67 13 3XT 100 631 44 673 1976 2.94 4 6.67 13 3XT 100 739 44 782 2179 2.79 3 4.67 13 3XT 100 847 44 890 2316 2.60 2 2.67 13 3XT 100 955 44 998 2316 2.32 1 0.67 13 3XT 100 697 29 726 2316 3.19 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 24.34 20.33 -15.03 1.59 -3.41 27.89 28.76 551296.79 937030.80 1.69 1 24.34 20.33 -10.96 1.59 -1.58 26.54 26.65 483543.76 831391.65 1.71 3 24.34 20.33 -19.09 1.59 -5.27 29.25 30.92 619067.62 1073528.57 1.73 1 28.40 20.33 -15.03 1.59 -3.66 34.94 35.24 689393.58 1196701.27 1.73 1 20.27 20.33 -15.03 1.59 -4.68 24.72 25.34 437043.78 760170.03 1.73 2 20.27 20.33 -10.96 1.59 -1.30 20.89 21.58 372117.25 647399.54 1.73 1 20.27 20.33 -10.96 1.59 -2.15 22.30 22.51 378880.48 659394.48 1.73 3 24.34 20.33 -15.03 1.59 -2.26 25.49 27.10 542620.76 944785.46 1.73 1 24.34 20.33 -15.03 1.59 -4.20 29.56 29.99 557197.62 970543.30 1.73 3 28.40 20.33 -19.09 1.59 -4.20 33.40 35.12 756650.07 1321669.52 1.74 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_14.0_to_31.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 7.67 ft (7.12 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.55 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 2,160 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 21.6 ft Back Slope Length: 0.0 ft Dead Load Width: 50.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 4.66 / [2.01 ] FoS Overturning: 9.62 / [3.75 ] Bearing 927 / [ 1,009 ] FoS Bearing: 14.91 / [ 13.87 ] FoS Pullout 3.28 / [1.08 ] Total Pullout 8,187 FoS Total Pullout 9.94 Total Pullout (S) 8,187 FoS Total Pullout (S) 6.32 Top FoSot: 3.71 FoS Connection: 5.52 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 4 6 6 3XT 1330 [2893]100 96 [196]20.71 [9.88]642 [855]9.99 [3.29]3.28 [1.08](?)33.14 [20.17] 3 4 6 3XT 1330 [2893]100 198 [147]10.06 [8.37]777 [1036]5.87 [3.37]6.12 [3.52]11.98 [7.11] 2 2 6 3XT 1330 [2893]100 248 [123]8.05 [7.81]912 [1216]5.52 [3.69]10.82 [7.24]7.23 [4.25] 1 0.67 6 3XT 1330 [2893]100 185 [74]10.80 [11.20]1002 [1336]8.13 [5.82]21.51 [15.38]5.73 [3.36] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 4 6 6 3XT 100 96 0 96 962 9.99 3 4 6 3XT 100 198 0 198 1165 5.87 2 2 6 3XT 100 248 0 248 1368 5.52 1 0.67 6 3XT 100 185 0 185 1503 8.13 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 3 10.30 7.67 -6.01 0.55 -0.02 9.07 10.42 33928.09 66934.69 1.96 3 10.30 7.67 -7.54 0.55 -1.11 10.36 11.73 39246.84 78597.44 1.99 3 11.83 7.67 -7.54 0.55 -0.67 11.76 13.15 46560.38 93616.10 2.00 3 8.77 7.67 -6.01 0.55 -0.46 7.92 9.22 28071.87 56677.22 2.01 2 11.83 7.67 -4.47 0.55 0.52 11.35 11.90 36299.01 73369.22 2.01 2 13.37 7.67 -6.01 0.55 -0.22 14.73 15.32 49993.92 102017.73 2.03 2 11.83 7.67 -6.01 0.55 -0.62 12.96 13.53 42487.24 87853.48 2.06 2 10.30 7.67 -4.47 0.55 0.13 9.88 10.41 30181.13 62631.84 2.07 3 11.83 7.67 -9.08 0.55 -1.75 13.29 14.70 52578.43 109891.84 2.08 2 13.37 7.67 -4.47 0.55 0.91 12.96 13.53 42816.96 89544.85 2.08 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_148.0_to_150.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 9.64 ft (8.33 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.31 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Back Slope Length: 0.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 4.34 / [1.86 ] FoS Overturning: 8.42 / [3.24 ] Bearing 1,160 / [ 1,204 ] FoS Bearing: 15.53 / [ 15.07 ] FoS Pullout 3.28 / [1.07 ] Total Pullout 10,451 FoS Total Pullout 8.03 Total Pullout (S) 10,451 FoS Total Pullout (S) 5.09 Top FoSot: 2.10 FoS Connection: 4.01 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 4 7.33 7 3XT 1330 [2893]100 148 [306]13.50 [6.38]642 [855]6.51 [2.12]3.28 [1.07](?)23.48 [14.21] 3 5.33 7 3XT 1330 [2893]100 233 [185]8.57 [6.92]777 [1036]5.00 [2.79]6.54 [3.64]10.97 [6.55] 2 3.33 7 3XT 1330 [2893]100 341 [185]5.85 [5.50]912 [1216]4.01 [2.60]9.18 [5.95]7.14 [4.24] 1 1.33 7 3XT 1330 [2893]100 367 [154]5.44 [5.55]1047 [1396]4.28 [3.02]14.49 [10.20]5.31 [3.15] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa Tcn TaCn FSPkCn 4 7.33 7 3XT 100 148 148 962 6.51 3 5.33 7 3XT 100 233 233 1165 5.00 2 3.33 7 3XT 100 341 341 1368 4.01 1 1.33 7 3XT 100 367 367 1571 4.28 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 12.49 9.64 -8.64 1.31 -0.92 12.68 13.75 64484.13 126063.38 1.95 1 16.34 9.64 -6.71 1.31 0.14 18.40 18.42 83058.95 163571.99 1.96 1 14.42 9.64 -6.71 1.31 -0.28 15.95 15.99 69646.26 138553.98 1.98 2 14.42 9.64 -6.71 1.31 0.04 15.15 15.40 68630.46 136630.97 1.98 3 12.49 9.64 -6.71 1.31 0.45 11.10 12.13 54649.23 109161.74 1.99 3 10.56 9.64 -6.71 1.31 -0.10 9.67 10.66 44798.51 89631.94 1.99 2 12.49 9.64 -6.71 1.31 -0.48 13.23 13.45 56795.88 113909.20 2.00 2 16.34 9.64 -8.64 1.31 -0.84 19.55 19.84 93758.15 188340.00 2.00 2 14.42 9.64 -10.57 1.31 -1.70 16.34 17.45 87724.66 176401.57 2.00 3 14.42 9.64 -8.64 1.31 -0.35 14.43 15.52 76895.90 154949.72 2.01 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_523.0_to_569.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 17.67 ft (15.89 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 1.78 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 10.0 ft Back Slope Length: 0.0 ft Dead Load Width: 20.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth Toe Slope Angle: 12.10 deg Toe Slope Length: 26.69 ft Toe Slope Bench: 0.00 ft FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 3.86 / [1.91 ] FoS Overturning: 7.57 / [3.44 ] Bearing 2,139 / [ 2,389 ] FoS Bearing: 13.17 / [ 11.83 ] FoS Pullout 5.57 / [0.98 ] Total Pullout 82,672 FoS Total Pullout 18.91 Total Pullout (S) 82,672 FoS Total Pullout (S) 12.03 Top FoSot: 3.71 FoS Connection: 2.95 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 9 16 12 3XT 1330 [2893]100 96 [453]20.71 [5.27]642 [855]9.99 [1.75]5.57 [0.98](?)48.69 [30.58] 8 14 12 3XT 1330 [2893]100 198 [339]10.06 [5.38]777 [1036]5.87 [2.17]7.12 [2.63]19.06 [11.85] 7 12 12 3XT 1330 [2893]100 307 [339]6.51 [4.48]912 [1216]4.46 [2.12]9.32 [4.42]11.81 [7.32] 6 10 12 3XT 1330 [2893]100 415 [339]4.81 [3.84]1047 [1396]3.79 [2.08]11.74 [6.46]8.58 [5.31] 5 8 12 3XT 1330 [2893]100 523 [339]3.82 [3.36]1182 [1577]3.39 [2.06]14.25 [8.64]6.76 [4.18] 4 6 12 3XT 1330 [2893]100 631 [339]3.16 [2.98]1318 [1757]3.13 [2.04]16.81 [10.94]5.59 [3.46] 3 4 12 3XT 1330 [2893]100 739 [339]2.70 [2.68]1453 [1937]2.95 [2.02]19.44 [13.33]4.77 [2.96] 2 2 12 3XT 1330 [2893]100 698 [282]2.86 [2.95]1544 [2059]3.32 [2.36]26.76 [19.05]4.18 [2.59] 1 0.67 12 3XT 1330 [2893]100 455 [169]4.38 [4.63]1544 [2059]5.09 [3.71]48.10 [35.05]3.86 [2.39] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa DL Tcn TaCn FSPkCn 9 16 12 3XT 100 96 0 96 962 9.99 8 14 12 3XT 100 198 0 198 1165 5.87 7 12 12 3XT 100 307 0 307 1368 4.46 6 10 12 3XT 100 415 0 415 1571 3.79 5 8 12 3XT 100 523 0 523 1774 3.39 4 6 12 3XT 100 631 0 631 1976 3.13 3 4 12 3XT 100 739 0 739 2179 2.95 2 2 12 3XT 100 698 0 698 2316 3.32 1 0.67 12 3XT 100 455 0 455 2316 5.09 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 6 24.92 17.67 -24.01 -3.37 -10.11 31.71 37.74 856529.65 1360099.09 1.58 6 24.92 17.67 -20.48 -2.61 -6.99 28.16 33.59 741241.20 1177366.10 1.58 5 28.45 17.67 -24.01 -3.37 -10.78 39.58 44.94 1027091.85 1632314.09 1.58 5 24.92 17.67 -20.48 -2.61 -8.34 31.18 35.90 752773.51 1198566.87 1.58 5 24.92 17.67 -16.94 -1.85 -5.17 27.55 31.67 640941.17 1022152.47 1.59 6 24.92 17.67 -27.54 -3.94 -11.80 32.33 39.54 956686.93 1541933.69 1.60 5 21.39 17.67 -16.94 -1.85 -6.01 24.06 28.13 532326.09 858235.32 1.60 5 28.45 17.67 -20.48 -2.61 -7.52 35.31 40.07 895824.20 1456642.20 1.62 5 28.45 17.67 -31.08 -3.94 -14.99 44.54 51.08 1227167.32 1997762.82 1.62 6 28.45 17.67 -27.54 -3.94 -12.31 39.93 46.44 1139015.36 1857993.53 1.62 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_89.0_to_146.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 4.40 ft (3.60 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.80 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 26.0 deg Dead Load Offset: 0.0 ft Back Slope Length: 34.8 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 2.25 / [1.48 ] FoS Overturning: 4.69 / [3.33 ] Bearing 685 / [ 704 ] FoS Bearing: 17.98 / [ 18.57 ] FoS Pullout 5.83 / [2.86 ] Total Pullout 3,029 FoS Total Pullout 7.02 Total Pullout (S) 3,029 FoS Total Pullout (S) 2.95 Top FoSot: 2.09 FoS Connection: 5.98 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 2 2.67 5 3XT 1330 [2893]100 161 [166]12.42 [8.85]642 [855]5.99 [2.94]5.83 [2.86]4.31 [3.30] 1 0.67 5 3XT 1330 [2893]100 195 [81]10.23 [10.48]777 [1036]5.98 [4.22]10.74 [7.58]2.95 [1.93] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa Tcn TaCn FSPkCn 2 2.67 5 3XT 100 161 161 962 5.99 1 0.67 5 3XT 100 195 195 1165 5.98 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 14.59 10.90 -5.55 0.80 -0.05 14.96 15.19 53854.32 86680.00 1.60 2 14.59 10.90 -4.67 0.80 0.63 14.11 14.32 51364.20 84192.46 1.63 2 13.71 10.47 -5.55 0.80 -0.01 13.78 14.11 47388.86 77958.27 1.64 2 14.59 10.90 -6.43 0.80 -0.73 15.85 16.10 56055.61 93122.66 1.65 2 14.59 10.90 -3.79 0.80 1.31 13.29 13.50 48630.24 81237.73 1.66 1 14.59 10.90 -4.67 0.80 0.20 14.93 14.95 51227.84 86011.19 1.67 2 13.71 10.47 -4.67 0.80 0.66 12.96 13.28 44983.66 75706.69 1.67 2 12.83 10.04 -5.55 0.80 0.01 12.64 13.08 41401.91 70165.30 1.69 1 12.83 10.04 -3.79 0.80 0.61 12.45 12.46 36867.35 62619.52 1.69 2 13.71 10.47 -3.79 0.80 1.33 12.19 12.49 42499.64 72725.06 1.70 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 1, S_130.0_to_142.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 16.59 ft (13.90 ft Exp.) Live Load: 200 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 2.00 ft Embedment: 2.69 ft LL2 Width: 50 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Back Slope Length: 0.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth Toe Slope Angle: 26.60 deg Toe Slope Length: 29.24 ft Toe Slope Bench: 0.00 ft FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 3.67 / [2.00 ] FoS Overturning: 9.26 / [3.81 ] Bearing 2,157 / [ 2,209 ] FoS Bearing: 14.00 / [ 14.14 ] FoS Pullout 3.62 / [0.58 ] Total Pullout 59,811 FoS Total Pullout 15.53 Total Pullout (S) 59,811 FoS Total Pullout (S) 9.68 Top FoSot: 8.71 FoS Connection: 2.69 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 8 15.33 12 3XT 1330 [2893]100 151 [359]13.25 [5.68]597 [795]5.94 [2.09]1.65 [0.58](?)23.33 [18.68] 7 13.33 12 3XT 1330 [2893]100 248 [318]8.03 [5.10]732 [976]4.42 [2.22]4.54 [2.28]12.21 [8.86] 6 11.33 12 3XT 1330 [2893]100 356 [318]5.60 [4.29]867 [1156]3.65 [2.16]7.29 [4.32]8.60 [5.97] 5 9.33 12 3XT 1330 [2893]100 464 [318]4.30 [3.70]1002 [1336]3.24 [2.12]10.04 [6.57]6.71 [4.54] 4 7.33 12 3XT 1330 [2893]100 573 [318]3.48 [3.25]1137 [1516]2.98 [2.08]12.79 [8.95]5.52 [3.68] 3 5.33 12 3XT 1330 [2893]100 681 [318]2.93 [2.90]1273 [1697]2.80 [2.06]15.54 [11.42]4.71 [3.11] 2 3.33 12 3XT 1330 [2893]100 789 [318]2.53 [2.61]1408 [1877]2.68 [2.04]18.28 [13.94]4.12 [2.69] 1 1.33 12 3XT 1330 [2893]100 740 [265]2.70 [2.88]1543 [2057]3.13 [2.45]25.49 [19.96]3.67 [2.38] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa LL Tcn TaCn FSPkCn 8 15.33 12 3XT 100 69 82 69 895 13.01 7 13.33 12 3XT 100 176 73 198 1098 5.55 6 11.33 12 3XT 100 284 73 325 1300 4.00 5 9.33 12 3XT 100 392 73 445 1503 3.38 4 7.33 12 3XT 100 500 73 560 1706 3.05 3 5.33 12 3XT 100 608 73 672 1909 2.84 2 3.33 12 3XT 100 716 73 784 2112 2.69 1 1.33 12 3XT 100 679 60 738 2314 3.14 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 6 26.87 16.59 -29.25 -11.95 -27.46 53.97 65.94 1877476.68 2422872.90 1.28 6 26.87 16.59 -32.57 -11.95 -30.52 59.95 71.93 1940499.49 2517087.16 1.29 8 23.55 16.59 -29.25 -11.95 -21.89 37.54 50.04 1497330.05 1947679.13 1.29 5 26.87 16.59 -29.25 -11.95 -31.69 62.30 74.29 1961390.65 2561426.66 1.30 7 23.55 16.59 -25.93 -10.30 -20.07 37.90 48.55 1309417.49 1707677.34 1.30 7 23.55 16.59 -22.62 -8.64 -15.81 33.76 42.94 1094919.08 1428695.51 1.30 7 26.87 16.59 -32.57 -11.95 -27.04 52.70 64.88 1891273.50 2467908.91 1.30 7 26.87 16.59 -25.93 -10.30 -22.61 48.47 58.86 1601119.17 2092655.58 1.30 8 23.55 16.59 -32.57 -11.95 -22.44 37.57 50.55 1553611.32 2040595.18 1.31 6 23.55 16.59 -19.30 -6.97 -13.95 34.04 41.36 926948.72 1219490.69 1.31 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 15R0, S_10.0_to_46.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.510g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 2.32 ft (1.61 ft Exp.) Live Load: 0 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 0.00 ft Embedment: 0.71 ft LL2 Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 lbf/ft2 Back Slope Angle: 26.6 deg Dead Load Offset: 0.0 ft Back Slope Length: 35.0 ft Dead Load Width: 0.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 2.68 / [1.80 ] FoS Overturning: 7.25 / [5.03 ] Bearing 357 / [ 382 ] FoS Bearing: 30.78 / [ 28.97 ] FoS Pullout 9.35 / [5.37 ] Total Pullout 813 FoS Total Pullout 6.62 Total Pullout (S) 813 FoS Total Pullout (S) 2.87 Top FoSot: 2.35 FoS Connection: 11.08 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 1 0.67 4 3XT 1330 [2893]100 87 [65]22.96 [19.10]642 [855]11.08 [6.36]9.35 [5.37]4.73 [3.53] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa Tcn TaCn FSPkCn 1 0.67 4 3XT 100 87 87 962 11.08 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 2 8.55 6.07 -2.92 0.71 0.62 8.08 8.18 8709.31 15969.62 1.83 2 9.01 6.31 -2.92 0.71 0.61 8.70 8.74 9770.68 18276.39 1.86 2 9.01 6.31 -3.39 0.71 0.26 9.17 9.21 10177.41 19128.66 1.87 1 9.47 6.54 -3.85 0.71 -0.02 10.11 10.15 11765.01 22616.40 1.91 2 8.55 6.07 -3.39 0.71 0.27 8.53 8.63 9050.13 17435.29 1.92 1 9.47 6.54 -4.31 0.71 -0.33 10.51 10.58 12140.13 23402.04 1.92 1 8.08 5.84 -2.92 0.71 0.40 7.96 7.97 7614.25 14814.45 1.94 1 9.01 6.31 -3.85 0.71 -0.09 9.65 9.70 10517.53 20566.58 1.95 1 8.55 6.07 -3.39 0.71 0.15 8.80 8.83 8983.98 17609.35 1.95 2 8.08 5.84 -2.92 0.71 0.62 7.48 7.64 7711.86 15130.25 1.95 REA Analysis 2024.3.131 5 REA Analysis Project: THE SUMMIT AT THOMPSON LAKE Location: THURSTON COUNTY, WA Designer: rjr Date: 12/16/2024 Section: Wall 16R0, S_13.0_to_22.0 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: GravityStone Edge (CAN): EG Seismic Acc: 0.200g Design Method: AASHTO 2020, Kavazanjian Design Equation: AASHTO 2020, A11.5.1-1 SOIL PARAMETERS Φ coh γ Reinforced Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Retained Soil: 32 deg 0 lbf/ft2 120 lbf/ft3 Foundation Soil: 32 deg 50 lbf/ft2 120 lbf/ft3 Leveling Pad: 40 deg 0 lbf/ft2 135 lbf/ft3 Leveling Pad: Crushed Stone GEOMETRY Design Height: 6.31 ft (4.93 ft Exp.) Live Load: 200 lbf/ft2 Wall Batter/Tilt: 6.20/ 0.00 deg Live Load Offset: 2.00 ft Embedment: 1.38 ft LL2 Width: 50 ft Leveling Pad Depth: 0.50 ft Dead Load: 200 lbf/ft2 Back Slope Angle: 0.0 deg Dead Load Offset: 10.0 ft Back Slope Length: 0.0 ft Dead Load Width: 20.00 ft Back Slope Toe Offset: 0.0 ft Vertical δ on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.13 Pullout: 1.50 / 1.13 Overturning: 2.00 / 1.50 Tension/Uncertainties: 1.50 / 1.13 Bearing: 2.00 / 1.50 Connection: 1.50 / 1.13 Unit/Unit Shear: 1.50 / 1.13 REA Analysis 2024.3.131 1 RESULTS (Static / Seismic) FoS Sliding: 4.77 / [3.35 ] FoS Overturning: 11.85 / [6.45 ] Bearing 852 / [ 808 ] FoS Bearing: 16.55 / [ 18.57 ] FoS Pullout 2.72 / [1.70 ] Total Pullout 2,794 FoS Total Pullout 5.07 Total Pullout (S) 2,794 FoS Total Pullout (S) 10.99 Top FoSot: 3.89 FoS Connection: 5.00 ID Height Length Name Ta_tn [Ta_tns]Rc %TMax [Tmd]FS Tal [seis]PkCn [seis]PkCn/FS [seis]FS SeisPO FS Sldg 3 4.67 5 3XT 1330 [2893]100 127 [43]15.75 [17.02]642 [855]7.60 [8.39]1.53 [1.70]15.14 [12.90] 2 3.33 5 3XT 1330 [2893]100 180 [31]11.08 [13.69]687 [916]5.72 [6.01]3.74 [3.92]8.86 [7.25] 1 1.33 5 3XT 1330 [2893]100 254 [31]7.84 [10.13]822 [1096]4.85 [5.02]7.58 [7.85]5.58 [4.44] Column Descriptions: Ta: allowable geogrid strength Rc %: percent coverage for geosynthetics EP (Pa) internal active earth pressure LL (Pql) earth pressure due to live load surcharge DL (Pqd) earth pressure due to dead load surcharge Tmax maximum earth pressure on geosynthetic layer FSstr factor of safety on geogrid strength (LTDS/Tmax) Ta cn allowable tension on the connection FS Pkcn, factor of safety on the connection (PkCn/Tmax) FS PO, factor of safety on pullout (Pullout/(Tmax - LL) Grid Embedment, depth of embedment beyond the theoretical failure plane. REA Analysis 2024.3.131 2 CONNECTION RESULTS TABLE Connection results compare the load on the connection (pullout at the face) to the resistance of the connection. In the NCMA design methodolgy the connection load accounts for the loading 'over the active zone' in the failure plane from each reinforcing layer. Note that live load (LL) in Tmax for the reinforcing layer is the load calculated from the base of the wall and maybe larger then LL for the connection (Tcn) AASHTO design methodology (Simplified or Stiffness) the connection load, To, is equal to the Tmax in the reinforcing. In Limit equilibrium the the connection load (To) is less than the Tmax in the reinforcing layer as it is calculated at each layer of reinforcing, similar to the Trial Wedge Method using in REA software. ID Height Length Name %Coverage Pa LL DL Tcn TaCn FSPkCn 3 4.67 5 3XT 100 71 55 0 71 962 13.49 2 3.33 5 3XT 100 140 40 0 156 1030 6.60 1 1.33 5 3XT 100 214 40 0 246 1233 5.00 REA Analysis 2024.3.131 3 REA Analysis 2024.3.131 4 GLOBAL RESULTS Global stability is a global analysis (Bishop) with the failure planes originating at the top of the slope / wall and exiting out below the wall in the area infront of the structure. For MSE walls, the resistance of the geogrid reinforcement is included in the resisting forces. The curve may go through the base of the wall and the wall shear would be included. In most cases the failure plane will pass below the structure. ID Enter Point X Enter Point Y Exit Point X Exit Point Y Center X Center Y Radius Mo Mr FoS 1 10.06 6.31 -5.37 1.38 0.04 11.05 11.08 20366.99 44473.50 2.17 1 8.80 6.31 -5.37 1.38 -0.29 9.58 9.65 17076.86 37342.02 2.18 1 10.06 6.31 -6.64 1.38 -0.76 12.22 12.33 23168.71 50654.80 2.18 1 8.80 6.31 -6.64 1.38 -1.07 10.56 10.74 19487.02 43234.90 2.21 1 7.53 6.31 -5.37 1.38 -0.59 8.21 8.34 14034.86 31447.72 2.24 1 7.53 6.31 -4.11 1.38 0.23 7.35 7.38 11924.41 26816.98 2.24 1 8.80 6.31 -4.11 1.38 0.55 8.53 8.54 14518.01 32748.02 2.25 1 10.06 6.31 -7.90 1.38 -1.52 13.33 13.54 25808.11 58694.03 2.27 1 11.32 6.31 -6.64 1.38 -0.44 13.97 14.04 27122.02 62899.32 2.31 2 8.80 6.31 -6.64 1.38 -0.81 9.75 10.20 19427.62 45011.73 2.31 REA Analysis 2024.3.131 5