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REVIEWED BLD BLD2024-1018+Structural_Calculations+8.5.2024_5.13.50_PM+4422405MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf LOCK+ LOAD RECEIVED RETAINING WALL SOLUTIONS Aug 062024 CITY OF EDMONDS DEVELOPMENT SERVICES For Estimation Only Not For Construction DEPARTMENT AASHTO 2002 ASD DESIGN METHOD CF Only Gravith Wall MSEW(3.0): Update # 14.980 PROJECT IDENTIFICATION 3 PERMITS BEING REVIEWED UNDER THIS Title: CF Only Gravith Wall PERMIT #: Project Number: BLD2024-1018 (19128) MAIN PERMIT Client: BLD2024-1020 (19126) Designer: rw Station Number: BLD2024-1021 (19124)............................................... Description: REVIEWED BY 4 Panels (-5 Ft.) 1:10 Std. Batter. No backslope. No surcharge. CITY OF EDMONDS Seismic design not required. BUILDING DEPARTMENT Company's information: ; ............................................... Name: Pacific LOCK+LOAD, Inc. Street: Co% Ben Stores Wilsonville, OR Telephone #: 971 219-6224 Fax #: E-Mail: bstores@wiholdings.com Original file path and name: C:\Users\RonWo\Documents\LOCK+LOAD\Projects\Pacific L+L..... .....ity Wall_CF-Only.BEN Original date and time of creating this file: PROGRAM MODE: CF Only Gravith Wall Copyright © 1998-2019 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using METAL STRIPS as reinforcing material. Page 1 of 11 License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 38.00 RETAINED SOIL Unit weight, y 120.0 lb/ft 3 Design value of internal angle of friction, 30.00 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 120.0 lb/ft 3 Equivalent internal angle of friction, �equiv. 30.00 Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2379 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Ka (external stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Not Applicable CF Only Gravith Wall Page 2 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf INPUT DATA: Metal strips (Analysis) D A T A Metal strip Metal strip Metal strip Metal strip Metal strip type #1 type #2 tvve #3 type #4 type #5 Yield strength of steel, Fy [kips/in 2] 15.0 N/A N/A N/A N/A Gross width of strip, b [in] 11.0 N/A N/A N/A N/A Vertical spacing, Sv [ft] Varies N/A N/A N/A N/A Design cross section area, Ac [in 2] 0.40 N/A N/A N/A N/A Ribbed steel strips. Uniformity Coefficient of reinforced soil, Cu = D60/D10 = 5.0 Friction angle along reinforcement -soil interface, p the top 62.23 N/A N/A N/A N/A na 19.7 ft or below 38.00 N/A N/A N/A N/A Pullout resistance factor, F* the top 1.90 N/A N/A N/A N/A na 19.7 ft or below 0.78 N/A N/A N/A N/A Scale -effect correction factor, a 1.00 N/A N/A N/A N/A Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka 0.0 1.0 2.0 K/Ka 3.0 0 ft 1.70 0 3.3 ft 1.60 Z [ft] 6.6 ft 1.55 6.6 9.8 ft 1.45 9.8 13.1 ft 1.35 16.4 ft 1.30 16.4 19.7 ft 1.20 26.2 32.8 CF Only Gravith Wall Page 3 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf INPUT DATA: Facia and Connection (Analysis) FACIA type: Segmental precast concrete panels. Depth of panel is 0.33 ft. Horizontal distance to Center of Gravity of panel is 0.18 ft. Average unit weight of panel is yf = 150.00 lb/ft 3 Z / Hd To -static / Tmax 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Top of wall Z / Hd 0.00 0.25 0.50 0.75 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To -static / Tmax D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Strength reduction at the connection, CRu = Fyc / Fy LL_CF N/A N/A N/A N/A 1.00 N/A N/A N/A N/A CF Only Gravith Wall Page 4 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 5.16 [ft] { Embedded depth is E = 0.66 ft, and height above top of finished bottom grade is H = 4.50 ft } Batter, a) 5.8 [deg] Backslope, R 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 21 ANALYZED REINFORCEMENT LAYOUT: SCALE: 2 4 6 [ft] CF Only Gravith Wall Page 5 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.14, Meyerhof stress = 975 lb/ft'. Foundation Interface: Direct sliding, Fs = 2.036, Eccentricity, e/L = 0.2036, Fs -overturning = 2.17 METAL STRIP CONNECTION Fs -overall Fs -overall Fs -overall Metal strip Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [metal strip strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs 1 0.33 2.50 1 N/A 10.65 10.65 10.650 7.069 2.281 0.1736 LL CF 2 1.60 2.50 1 N/A 10.41 10.41 10.409 3.697 3.183 0.0815 LL CF 3 2.90 2.50 1 N/A 15.88 15.88 15.885 2.309 5.155 0.0232 LL CF 4 4.20 2.50 1 N/A 35.45 35.45 35.453 2.280 12.470 -0.0016 LL CF GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) For the specified search grid, td, the calculated minimum Fs is 1.862 (it corresponds to a critical circle at Xc = -0.52, Yc = 9.29 and R = 9.30 [ft] ). CF Only Gravith Wall Page 6 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 5006 N/A [lb/ft 21 Meyerhof stress, 6v 974.7 N/A [lb/ft 2] Eccentricity, e 0.51 N/A [ft] Eccentricity, e/L 0.204 N/A Fs calculated 5.14 N/A Base length 2.50 N/A [ft] SCALE: 0 2 4 6 [ft] CF Only Gravith Wall Page 7 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf DIRECT SLIDING for GIVEN LAYOUT (for METAL STRIPS reinforcements) Along reinforced and foundation soils interface: Fs -static = 2.036 # Metal strip Metal strip Fs Fs Metal strip Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.33 2.50 2.281 N/A 1 LL CF 2 1.60 2.50 3.183 N/A 1 LL CF 3 2.90 2.50 5.155 N/A 1 LL CF 4 4.20 2.50 12.470 N/A 1 LL—CF ECCENTRICITY for GIVEN LAYOUT (for Simplified Method) At interface with foundation: e/L static = 0.2036; Overturning: Fs -static = 2.17 # Metal strip Metal strip e / L e / L Metal strip Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.33 2.50 0.1736 N/A 1 LL CF 2 1.60 2.50 0.0815 N/A 1 LL CF 3 2.90 2.50 0.0232 N/A 1 LL CF 4 4.20 2.50 -0.0016 N/A 1 LL CF CF Only Gravith Wall Page 8 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf RESULTS for STRENGTH [ Note: Actual Fs -overall = (Yield stress) / (Actual stress) Tor Simplified Method Live Load included in calculating Tmax # Metal strip Coverage Horizontal Long-term Tmax Tmd Specified Actual Specified Actual Elevation ratio, spacing, Sh strength [lb/ft] [lb/ft] minimum calculated minimum calculated [ft] Rc=b/Sh [ft] Fy•Ac•Rc/b Fs -overall Fs -overall Fs -overall Fs -overall [lb/ft] static static seismic seismic 1 0.33 0.345 2.660 2256 211.79 N/A N/A 10.650 N/A N/A 2 1.60 0.345 2.660 2256 216.70 N/A N/A 10.409 N/A N/A 3 2.90 0.345 2.660 2256 142.00 N/A N/A 15.885 N/A N/A 4 4.20 0.345 2.660 2256 63.62 N/A N/A 35.453 N/A N/A RESULTS for PULLOUT Live Load included in calculating Tmax # Metal strip Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] Rc=b/Sh [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.33 0.345 211.8 N/A 2.30 0.20 1497.2 N/A 7.069 N/A N/A N/A 2 1.60 0.345 216.7 N/A 1.54 0.96 801.0 N/A 3.697 N/A N/A N/A 3 2.90 0.345 142.0 N/A 0.95 1.55 327.8 N/A 2.309 N/A N/A N/A 4 4.20 0.345 63.6 N/A 0.95 1.55 145.1 N/A 2.280 N/A N/A N/A CF Only Gravith Wall Page 9 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Metal strip Coverage Horizontal Connection Reduction Long-term Metal strip Fs -overall Fs -overall Elevation ratio spacing, Sh force, To factor for connection long-term connection Metal strip Product [ft] Rc=b/Sh [ft] [lb/ft] connection strength,Tac strength, break strength name break, (break [lb/ft] CRu criterion) Specified Actual Specified Actual [lb/ft] 1 0.33 0.345 2.660 212 1.00 2256 2256 N/A 10.65 N/A 10.65 LL CF 2 1.60 0.345 2.660 217 1.00 2256 2256 N/A 10.41 N/A 10.41 LL CF 3 2.90 0.345 2.660 142 1.00 2256 2256 N/A 15.88 N/A 15.88 LL CF 4 4.20 0.345 2.660 64 1.00 2256 2256 N/A 35.45 N/A 35.45 LL_CF CF Only Gravith Wall Page 10 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls CF Only Gravith Wall Present 2aemug9 1615:8 vity Wall mf GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) For the specified search rigs d, the calculated minimum Fs is 1.862 (it corresponds to a critical circle at Xc = -0.52, Yc = 9.29 and R = 9.30 [ft] where (x=0, y=0) is taken at the TOE or Xc = 65.10, Yc = 1009.29 and R = 9.30 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer #1: y = 125.00 [lb/ft 31 � = 34.0° c = 100.00 [lb/ft 21 x [ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.1 288.7 295.3 311.7 328.1 y [ft] 1000.7 1000.7 1000.7 1000.7 1000.7 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 CF Only Gravith Wall Page 11 of 11 Copyright © 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Wed Jul 17 08:24:56 2024 Iron Vista 6 Panel Wall C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+LUron VistaUron Vista 6 Panel Wall.BEN LOCK + LOAO RETAINING WALL SOLUTIONS For Estimation Only Not For Construction AASHTO 2002 ASD DESIGN METHOD Iron Vista 6 Panel Wall MSEW(3.0): Update # 14.980 PROJECT IDENTIFICATION Title: Iron Vista 6 Panel Wall Project Number: Client: Designer: rw Station Number: Description: 6 panel (— 8 ft) —3:1 slope at toe. Pseudo static seismic design at 0.45g Company's information: Name: Pacific LOCK+LOAD Street: Wilsonville, OR Telephone #: 503 682-2868 Fax #: E-Mail: bstores@wiholdings.com Original file path and name: C:\Users\RonWo\Documents\LOCK+LOAD\Projects\Pacific L+L..... .....sta 6 Panel Wall.BEN Original date and time of creating this file: Wed Jul 17 08:19:20 2024 PROGRAM MODE: Iron Vista 6 Panel Wall Copyright 0 1998-2019 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 11 License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 34.00 RETAINED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 34.00 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, �equiv. 34.00 Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, fir= 62.00' (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N y= 21.44 SEISMICITY Maximum ground acceleration coefficient, A = 0.450 Design acceleration coefficient in Internal Stability: Kh = Am = 0.450 Design acceleration coefficient in External Stability: Kh_d = 0.230 => Kh = Am = 0.230 (Kh in External Stability is based on allowable displacement, d = 50 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0 ) = 0.3953 Kae ( Kh = 0 ) = 0.2459 A Kae = 0.1494 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Iron Vista 6 Panel Wall Page 2 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN INPUT DATA: Geogrids (Analysis) D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 4700.0 5900.0 7400.0 9500.0 13705.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation -damage reduction factor, RFid 1.15 1.15 1.20 1.20 1.20 Creep reduction factor, RFc 1.45 1.45 1.45 1.45 1.45 Fs -overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 27.20 27.20 27.20 27.20 27.20 Pullout resistance factor, F* 0.80•tan� 0.80•tan� 0.80•tan� 0.80•tan� 0.80•tan� Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Iron Vista 6 Panel Wall Page 3 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date/Time: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 6 Panel Wall.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 2.50/1.30 fr. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is yf = 135.00 lb/ft 3 Z / Hd To -static / Tmax Top of wall or To -seismic / Tmd Z / Hd 0.00 0.25 0.00 1.00 0.50 0.25 1.00 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 6 (1) CRult (2) 6 CRult a CRult 6 CRult 6 CRult 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.01 757.0 1.00 872.0 1.00 1070.0 1.00 1388.0 1.00 2272.0 1.00 Geogrid Type #13> Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 6 CRcr 6 CRcr 6 CRcr 6 CRcr 6 CRcr 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 725.0 0.63 870.0 0.63 1042.0 0.63 1357.0 0.63 2175.0 0.63 (1) 6 = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult (3) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 100% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mira5XT Mira7XT Mira8XT MiralOXT Mira2OXT Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 1.15 Creep reduction factor, RFc N/A N/A N/A N/A N/A Iron Vista 6 Panel Wall Page 4 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 6 Panel Wall.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 7.80 [ft] { Embedded depth is E = 1.80 ft, and height above top of finished bottom grade is H = 6.00 ft } Batter, o) 5.8 [deg] Backslope, R 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 21 ANALYZED REINFORCEMENT LAYOUT: SCALE: 2 4 6 [ft] 1 1 Iron Vista 6 Panel Wall Page 5 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.11, Meyerhof stress = 1086 lb/ft2. Foundation Interface: Direct sliding. Fs = 2.818. Eccentricitv. e/L = 0.0862. Fs-overturnine = 4.32 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.65 5.00 2 3.25 7.00 3 5.85 8.00 5.47 5.45 5.448 7.522 2.359 0.0687 Mira5XT 5.22 6.13 6.129 6.576 5.410 0.0044 Mira5XT 5.01 13.73 13.729 6.179 14.732-0.0033 Mira5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 1.48, Meyerhof stress = 2014 lb/ft2. Foundation Interface: Direct slidin Fs = 1.412 Eccentrics e/L = 0.2770 Fs-overturnin = 1.71 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.65 5.00 2 3.25 7.00 3 5.85 8.00 4.23 4.12 4.118 4.098 1.182 0.2278 Mira5XT 3.70 4.28 4.283 3.238 2.710 0.0359 Mira5XT 2.63 7.06 7.059 2.086 7.381 0.0011 Mira5XT GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 2.147 (it corresponds to a critical circle at Xc = -2.34, Yc = 17.94 and R = 18.80 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.320 (it corresponds to a critical circle at Xc = -0.78, Yc = 19.50 and R = 19.52 [ft] ). Iron Vista 6 Panel Wall Page 6 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 5544 2989 [lb/ft 21 Meyerhof stress, 6V 1085.5 2014 [lb/ft 2] Eccentricity, e 0.43 1.38 [ft] Eccentricity, e/L 0.086 0.277 Fs calculated 5.11 1.48 Base length 5.00 5.00 [ft] SCALE: 0 2 4 6[ft] Pf _::� Iron Vista 6 Panel Wall Page 7 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs -static = 2.818 and Fs -seismic = 1.412 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.65 5.00 2.359 1.182 1 Mira5XT 2 3.25 7.00 5.410 2.710 1 Mira5XT 3 5.85 8.00 14.732 7.381 1 Mira5XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0862, e/L seismic = 0.2770; Overturning: Fs -static = 4.32, Fs -seismic = 1.71 # Geogrid Geogrid e / L e / L Geogrid Elevation Length Static Seismic Type # Product name IN IN 1 0.65 5.00 0.0687 0.2278 1 Mira5XT 2 3.25 7.00 0.0044 0.0359 1 Mira5XT 3 5.85 8.00 -0.0033 0.0011 1 Mira5XT Iron Vista 6 Panel Wall Page 8 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs -overall Fs -overall Fs -overall Fs -overall name static static seismic seismic 1 0.65 2562 470.32 220.23 N/A 5.448 N/A 4.118 Mira5XT 2 3.25 2562 418.06 261.29 N/A 6.129 N/A 4.283 Mira5XT 3 5.85 2562 186.64 255.68 N/A 13.729 N/A 7.059 Mira5XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.65 1.000 470.3 220.2 4.72 0.28 3537.6 N/A 7.522 2830.1 N/A 4.098 2 3.25 1.000 418.1 261.3 5.60 1.40 2749.3 N/A 6.576 2199.5 N/A 3.238 3 5.85 1.000 186.6 255.7 5.48 2.52 1153.1 N/A 6.179 922.5 N/A 2.086 Iron Vista 6 Panel Wall Page 9 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:56 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 6 Panel Wall.BEN RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs -overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.65 470 1.00 0.63 2575 2562 N/A 5.47 N/A 5.45 Mira5XT 2 3.25 418 0.81 0.53 2181 2562 N/A 5.22 N/A 6.13 Mira5XT 3 5.85 187 0.35 0.23 935 2562 N/A 5.01 N/A 13.73 Mira5XT RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs -overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.65 691 1.00 0.63 2575 2562 N/A 4.23 N/A 4.12 Mira5XT 2 3.25 679 0.81 0.53 2181 2562 N/A 3.70 N/A 4.28 Mira5XT 3 5.85 442 0.35 0.23 935 2562 N/A 2.63 N/A 7.06 Mira5XT Iron Vista 6 Panel Wall Page 10 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 6 Panel Wall Present Date ime: Wed Jul 17 08:24:57 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 6 Panel Wall.BEN GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.225 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search -grid -the calculated minimum Fs is 2.147 (it corresponds to a critical circle at Xc = -2.34, Yc = 17.94 and R = 18.80 [ft] where (x=0, y=0) is taken at the TOE or Xc = 63.28, Yc = 1017.94 and R = 18.80 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search rg id, the calculated minimum Fs is 1.320 (it corresponds to a critical circle at Xc = -0.78, Yc = 19.50 and R = 19.52 [ft] where (x=0, y=0) is taken at the TOE or Xc = 64.84, Yc = 1019.50 and R = 19.52 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer # 1: y = 125.00 [lb/ft 31 � = 34.0° c = 100.00 [lb/ft 21 x [ft] 0.0 2.0 5.0 35.0 65.0 275.6 282.1 288.7 295.3 311.7 328.1 y [ft] 981.8 981.8 981.8 991.8 1001.8 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 Iron Vista 6 Panel Wall Page 11 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Wed Jul 17 08:32:36 2024 Iron Vista 7 Panel Wall C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+LUron VistaUron Vista 7 Panel Wall.BEN LOCK + LOAO RETAINING WALL SOLUTIONS For Estimation Only Not For Construction AASHTO 2002 ASD DESIGN METHOD Iron Vista 7 Panel Wall MSEW(3.0): Update # 14.980 PROJECT IDENTIFICATION Title: Iron Vista 7 Panel Wall Project Number: Client: Designer: rw Station Number: Description: 7 panel (— 9 ft) —3:1 slope at toe. Pseudo static seismic design at 0.45g Company's information: Name: Pacific LOCK+LOAD Street: Wilsonville, OR Telephone #: 503 682-2868 Fax #: E-Mail: bstores@wiholdings.com Original file path and name: C:\Users\RonWo\Documents\LOCK+LOAD\Projects\Pacific L+L..... .....sta 7 Panel Wall.BEN Original date and time of creating this file: Wed Jul 17 08:19:20 2024 PROGRAM MODE: Iron Vista 7 Panel Wall Copyright 0 1998-2019 ADAMA Engineering, Inc. ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 11 License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 34.00 RETAINED SOIL Unit weight, y 125.0 lb/ft 3 Design value of internal angle of friction, 34.00 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, �equiv. 34.00 Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, fir= 62.00' (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2827 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 0.00 N y= 21.44 SEISMICITY Maximum ground acceleration coefficient, A = 0.450 Design acceleration coefficient in Internal Stability: Kh = Am = 0.450 Design acceleration coefficient in External Stability: Kh_d = 0.193 => Kh = Am = 0.193 (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0 ) = 0.3670 Kae ( Kh = 0 ) = 0.2459 A Kae = 0.1211 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Iron Vista 7 Panel Wall Page 2 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN INPUT DATA: Geogrids (Analysis) D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 4700.0 5900.0 7400.0 9500.0 13705.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation -damage reduction factor, RFid 1.15 1.15 1.20 1.20 1.20 Creep reduction factor, RFc 1.45 1.45 1.45 1.45 1.45 Fs -overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 27.20 27.20 27.20 27.20 27.20 Pullout resistance factor, F* 0.80•tan� 0.80•tan� 0.80•tan� 0.80•tan� 0.80•tan� Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Iron Vista 7 Panel Wall Page 3 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date/Time: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 7 Panel Wall.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 2.50/1.30 fr. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is yf = 135.00 lb/ft 3 Z / Hd To -static / Tmax Top of wall or To -seismic / Tmd Z / Hd 0.00 0.25 0.00 1.00 0.50 0.25 1.00 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To -static / Tmax or To -seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 6 (1) CRult (2) 6 CRult a CRult 6 CRult 6 CRult 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.01 757.0 1.00 872.0 1.00 1070.0 1.00 1388.0 1.00 2272.0 1.00 Geogrid Type #13> Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 6 CRcr 6 CRcr 6 CRcr 6 CRcr 6 CRcr 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 725.0 0.63 870.0 0.63 1042.0 0.63 1357.0 0.63 2175.0 0.63 (1) 6 = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult (3) CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 100% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mira5XT Mira7XT Mira8XT MiralOXT Mira2OXT Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 1.15 Creep reduction factor, RFc N/A N/A N/A N/A N/A Iron Vista 7 Panel Wall Page 4 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 7 Panel Wall.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 9.10 [ft] { Embedded depth is E = 2.60 ft, and height above top of finished bottom grade is H = 6.50 ft } Batter, o) 5.8 [deg] Backslope, R 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00' (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 21 ANALYZED REINFORCEMENT LAYOUT: SCALE: 6 [ft] Iron Vista 7 Panel Wall Page 5 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.40, Meyerhof stress = 1251 lb/ft2. Foundation Interface: Direct sliding. Fs = 2.905. Eccentricitv. e/L = 0.0802. Fs-overturnine = 4.58 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 1.95 6.00 2 4.55 7.00 3 7.15 8.00 3.00 2.98 2.985 4.636 2.868 0.0418 Mira5XT 5.22 6.13 6.129 5.919 5.410 0.0044 Mira5XT 5.01 13.73 13.729 5.544 14.732-0.0033 Mira5XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.24, Meyerhof stress = 1943 lb/ft2. Foundation Interface: Direct slidin Fs = 1.588 Eccentrics e/L = 0.2297 Fs-overturnin = 2.01 GEOGRID CONNECTION Fs -overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 1.95 6.00 2 4.55 7.00 3 7.15 8.00 2.40 2.34 2.341 2.652 1.567 0.1325 Mira5XT 3.42 3.95 3.950 2.630 2.957 0.0306 Mira5XT 2.33 6.22 6.222 1.613 8.052 0.0003 Mira5XT GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.469 (it corresponds to a critical circle at Xc = -0.91, Yc = 13.65 and R = 13.68 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 0.983 (it corresponds to a critical circle at Xc = -3.64, Yc = 21.84 and R = 22.14 [ft] ). Iron Vista 7 Panel Wall Page 6 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 6751 4346 [lb/ft 21 Meyerhof stress, 6V 1251.1 1943 [lb/ft 2] Eccentricity, e 0.48 1.38 [ft] Eccentricity, e/L 0.080 0.230 Fs calculated 5.40 2.24 Base length 6.00 6.00 [ft] SCALE: 0 2 4 6 [ft] Iron Vista 7 Panel Wall Page 7 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs -static = 2.905 and Fs -seismic = 1.588 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 1.95 6.00 2.868 1.567 1 Mira5XT 2 4.55 7.00 5.410 2.957 1 Mira5XT 3 7.15 8.00 14.732 8.052 1 Mira5XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0802, e/L seismic = 0.2297; Overturning: Fs -static = 4.58, Fs -seismic = 2.01 # Geogrid Geogrid e / L e / L Geogrid Elevation Length Static Seismic Type # Product name IN IN 1 1.95 6.00 0.0418 0.1325 1 Mira5XT 2 4.55 7.00 0.0044 0.0306 1 Mira5XT 3 7.15 8.00 -0.0033 0.0003 1 Mira5XT Iron Vista 7 Panel Wall Page 8 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs -overall Fs -overall Fs -overall Fs -overall name static static seismic seismic 1 1.95 2562 858.53 342.45 N/A 2.985 N/A 2.341 Mira5XT 2 4.55 2562 418.06 334.47 N/A 6.129 N/A 3.950 Mira5XT 3 7.15 2562 186.64 326.50 N/A 13.729 N/A 6.222 Mira5XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 1.95 1.000 858.5 342.4 5.16 0.84 3980.5 N/A 4.636 3184.4 N/A 2.652 2 4.55 1.000 418.1 334.5 5.04 1.96 2474.4 N/A 5.919 1979.5 N/A 2.630 3 7.15 1.000 186.6 326.5 4.92 3.08 1034.7 N/A 5.544 827.8 N/A 1.613 Iron Vista 7 Panel Wall Page 9 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton VistaUron Vista 7 Panel Wall.BEN RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs -overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 1.95 859 1.00 0.63 2575 2562 N/A 3.00 N/A 2.98 Mira5XT 2 4.55 418 0.81 0.53 2181 2562 N/A 5.22 N/A 6.13 Mira5XT 3 7.15 187 0.35 0.23 935 2562 N/A 5.01 N/A 13.73 Mira5XT RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs -overall Fs -overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 1.95 1201 1.00 0.63 2575 2562 N/A 2.40 N/A 2.34 Mira5XT 2 4.55 753 0.81 0.53 2181 2562 N/A 3.42 N/A 3.95 Mira5XT 3 7.15 513 0.35 0.23 935 2562 N/A 2.33 N/A 6.22 Mira5XT Iron Vista 7 Panel Wall Page 10 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 MSEW -- Mechanically Stabilized Earth Walls Iron Vista 7 Panel Wall Present Date ime: Wed Jul 17 08:32:36 2024 C:\Users\RonWo\Doc=mtsUACK+LOAD\Projects\Pacific L+L\ton Vista'Jron Vista 7 Panel Wall.BEN GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.225 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search -grid -the calculated minimum Fs is 1.469 (it corresponds to a critical circle at Xc = -0.91, Yc = 13.65 and R = 13.68 [ft] where (x=0, y=0) is taken at the TOE or Xc = 64.71, Yc = 1013.65 and R = 13.68 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search rg id, the calculated minimum Fs is 0.983 (it corresponds to a critical circle at Xc = -3.64, Yc = 21.84 and R = 22.14 [ft] where (x=0, y=0) is taken at the TOE or Xc = 61.98, Yc = 1021.84 and R = 22.14 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer #1: y = 125.00 [lb/ft 31 � = 34.0° c = 100.00 [lb/ft 21 x [ft] 0.0 2.0 5.0 35.0 65.0 275.6 282.1 288.7 295.3 311.7 328.1 y [ft] 982.6 982.6 982.6 992.6 1002.6 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 Iron Vista 7 Panel Wall Page 11 of 11 Copyright 0 1998-2019 ADAMA Engineering, Inc. License number MLNL-301102 6' FENCE OR PEDESTRIAN GUARD RAIL SPECIFIED BY ENGINEERING EMBED POST IN 6"-8" DIA PVC SLEEVE OR SONO TUBE 32" MIN 48" MAX OR SPECIFIED BY ENGINEER 6"-4" PVC SLEEVE SMALLER FENCING OR HANDI SPECIFIED BY ENGINEEF 8' ON CENTER SPACING FOR FENCE OR PEDESTRIAN GUARDRAIL BY OTHERS EMBED POST IN A 8" DIA PREINSTALLED 2ND COURSE OF COUNTERFORT IREV I DESCRIPTION I DATE I LOCK+LOADTM RETAINING WALL SYSTEMS 1681 CHESTNUT STREET, SUITE 400, VANCOUVER, B.C. V6J 4M6 Tel:(604) 732-9990 Toll Free: 1-877-901-9998 Fax: (604) 737-1140 Web site: w lock-load.com FENCE DETAIL 'E�"Ane TYPICAL DETAILS JA�'-01/06/12 nvveoveonrFZC/[DP. PREPARED E NI T c FOR APPROXIMATE O/C CUSTOMER DRAWING I FENCE DETAIL