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REVIEWED BLD BLD2024-1018+Geotechnical_Letter+8.5.2024_5.15.08_PM+4422407............................................... REVIEWED 3 PERMITS BEING REVIEWED UNDER THIS BY PERMIT #: CITY of EDMONDs BLD2024-1018 (19128) MAIN PERMIT BUILDING DEPARTMENT .•.••••.•.••••••.•.••••.•.••••••.•.••. BLD2024-1020 (19126) BLD2024-1021 (19124) COBALT Cobalt Geosciences, LLC GEOSCIE P.O. Boxr792 North Bend, WA 98045 July 29, 2024 Landsverk Quality Homes Attn: Mr. Joseph Rowett RECEIVED josephPlgh-inc.com Aug 06 2024 � �+ R r" Wall Design EDMONDS DEVELOPMENT ITY FERVICES Proposed Development (Iron Vista) DEPARTMENT 9500 igoth Street SW Parcel No.'s 004346000006iO2,104, 105, & 1o6 Edmonds, Washington In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has prepared this letter to discuss wall design information at the referenced site. In preparation of this letter, we have reviewed a site plan that shows potential wall locations. We have included design files for wall heights. We should be contacted if additional heights or modifications are required for analysis. Lock and load walls are proposed for new fill walls and possibly short cut areas within the site. We can provide additional input upon request. Keyways and Benching Wall keyways should be excavated into medium dense or firmer native soils. The areas behind the walls will consist of structural fill placed in lifts with geogrid reinforcement. If overexcavation is required, soils may be replaced with angular rock. Benching will be required and may include 4 feet tall near vertical cuts in dense till with benches 4 feet or wider. We can provide location -specific recommendations during construction based on site conditions. Recommended embedments are indicated in subsequent sections. The keyways must be verified by the geotechnical engineer to confirm suitability. The native soil primarily consists of silty -sand with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. These soils may only be suitable for use as fill during the summer months, as they will be above the optimum moisture levels in their current state. These soils are highly moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Any cobbles 5 inches and larger and organic or deleterious materials should be removed. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. Lock and load walls utilize 5/8 inch angular crushed rock in the counterfort areas. www.cobaltgeo.com (2o6) 331-1097 July 29, 2024 Page 2 of 3 Reference: Wall Design Recommendations T-NI it F ••-"MIri In general, wall heights of less than 4 feet may utilize lock and load panels, metal strips if applicable, cribbing, and crushed rock backfill without the need for geogrid reinforcement. All taller walls should have geogrid reinforcement and embedment as noted below. We anticipate that 16 inch tall by 32 inch wide concrete facing blocks set into 26 inch long concrete counterforts will be utilized. All walls should utilize Mirafi 5xt geogrid placed at specific elevations as noted on the design file and described below. Geogrid must be placed on level structural fill compacted to at least 95 percent of the modified proctor (behind the drainage zone). Geogrid should be rolled out and cut in lengths, then turned 90 degrees so that the primary direction of strength is perpendicular to the wall face direction. Grid should overlap at least 12 inches onto adjacent geogrids. Structural fill should consist of 5/8 inch crushed rock within the panel and counterfort zone. Structural fill behind this zone (geogrid area) may consist of on site or imported soils with at least 6o percent sand, gravel no larger than 5 inches in diameter, and no organic materials. Structural fill should be compacted to at least 95 percent of the modified proctor in 6 inch thick lifts within the counterfort areas. Thicker lifts may be possible behind this zone with larger compaction equipment. A curtain drain system behind the backfill/geogrid zone should be placed during wall construction. This zone should consist of clean angular rock between 0.75 and 2.5 inches in size and have a minimum width of 12 inches. Note that this zone could also be located just behind the panels. A similar blanket drain of clean angular rock could be warranted at the base of the walls. We should evaluate soil conditions during construction to determine if this is warranted. A minimum 4 inch diameter perforated PVC pipe should be placed at the base of the drainage zone (base of lowest embedded wall panel). The pipes should connect to an approved drainage system. We must verify wall drainage systems. Drains may be placed behind the counterforts at the base of the wall or behind the geogrid zones with a vertical chimney drain of clean angular rock as noted above. Specific drainage materials are required for pond walls under saturated conditions (no native soils). Design Information The following soil parameters were used in our designs: Soil Type Friction Angle Cohesion Unit Weight Reinforced Backfill 34 degrees 0 psf 120/125 pcf psf = pounds per square foot pcf = pounds per cubic foot Mirafi 5xt geogrid is to be utilized as shown on the attached wall designs. Seismic surcharges are included in the designs. Lock and load walls are designed with anticipated grading and surcharges per the provided plan. We have attached design files with this report and are considered part of this document by inclusion. Specific geogrid elevations, lengths, and wall conditions are as follows: www.cobaltgeo.com (2o6) 331-1097 July 29, 2024 Page 3 of 3 Reference: Wall Design Recommendations Six Panel Wall These walls will have a maximum height of 8 feet (6 panels) with a 3H:1V slope at the toe of the wall. This wall should have an embedment of 1.8 feet. Geogrid reinforcement should be placed at o.65, 3.25, and 5.85 feet above the base. We note that the lowest grid may be 5 feet long assuming areas are benched into dense till and verified by the geotechnical engineer. If loose soils are present, the geogrid should be at least 8 feet long. The grid at 3.25 feet may be 7 feet long if the above conditions are met. The uppermost grid should be 8 feet long. Seven Panel Wall These walls will have a maximum height of 9 feet (7 panels) with a 3H:1V slope at the toe of the wall. This wall should have an embedment of 2.6 feet. Geogrid reinforcement should be placed at 1.95, 4.55, and 7.15 feet above the base. We note that the lowest grid may be 6 feet long assuming areas are benched into dense till and verified by the geotechnical engineer. If loose soils are present, the geogrid should be at least 8 feet long. The grid at 4.55 feet may be 7 feet long if the above conditions are met. The uppermost grid should be 8 feet long. Gravity Walls These walls will have a maximum height of 5 feet (4 panels) without surcharges. This wall should have an embedment of o.66 feet. Metal strip reinforcement should be placed at 0.33,1.6, 2.9, and 4.2 feet above the base with a length of 2.5 feet. Closure The information presented herein is based upon professional interpretation utilizing standard practices and a degree of conservatism deemed proper for this project. We emphasize that this report is valid for this project as outlined above and for the current site conditions and should not be used for any other site. Sincerely, Cobalt Geosciences, LLC P��(HONYy WAStiy Is ER�C4 S�4NAl 7/29/2024 Phil Haberman, PE, LG, LEG Principal www.cobaltgeo.com (2o6) 331-1097 STA 0.00 STA 12.00 STA 49.00 STA 72.00 STA 93.00 T❑W 224.50 T❑W 224.50 T❑W 224.50 T❑W 224.50 T❑W 224.50 B❑W 224.00 B❑W 220.50 B❑W 218.00 B❑W 218.00 B❑W 224.50 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 L❑T A 179 PANLES 12 ❑UTSIDE REVISI❑NS IRON VISTA LOCK+LOAD WALL PROFILE (DRAFT) DATED 07-16-24 ❑UTSIDE 90 PANELS HALE ❑UTSIDE 90 814 9 35 PAGE 1 ❑F 5 STA 0.00 STA 23.00 STA 91.00 STA 114.00 T❑W 226.00 T❑W 226.00 T❑W 226.00 T❑W 226.00 B❑W 224.30 B❑W 220.00 B❑W 220.00 B❑W 226.00 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 212 PANLES 12 ❑UTSIDE 1 HALF .l uU I J;IiJL yU ❑UTSIDE 90 REVISIONS IRON VISTA LOCK+LOAD WALL PROFILE (DRAFT) DATED 07-16-24 PANELS HALE ❑UTSIDE 90 814 9 35 PAGE 2 OF 5 STA 0.00 STA 23.00 STA 39.00 STA 68.00 STA 91.00 STA 100.00 T❑W 228.00 T❑W 228.00 T❑W 228.00 T❑W 228.00 T❑W 228.00 T❑W 228.00 B❑W 228.00 B❑W 222.00 B❑W 223.00 B❑W 224.00 B❑W 224.00 B❑W 228.00 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 EMB 2.00 L❑T 171 F 11 ❑UTSIDE 1 HALF - 90 ❑UTSIDE 90 uu i �1DL Ju REVISI❑NS IRON VISTA LOCK+LOAD WALL PROFILE (DRAFT) DATED 07-16-24 PANELS HALE ❑UTSIDE wl 814 9 35 PAGE 3 ❑F 5 STA 0.00 STA 34.00 STA 58.00 STA 94,00 T❑W 250.50 T❑W 250.25 T❑W 250.00 T❑W 252.25 B❑W 250.00 B❑W 247.50 B❑W 246.00 B❑W 248.25 EMB 0.50 EMB 0.50 EMB 0.50 EMB 0.50 EN11. I I\"I-IL 252 PANELS 7 HALF IRON VISTA LOCK+LOAD WALL PROFILE (DRAFT) DATED 07-16-24 AINVLL P❑INT AINVLL P❑INT REVISI❑NS PANELS HALE ❑UTSIDE Kul 814 9 35 PAGE 4 ❑F 5 4.00 STA 134.00 STA 174.00 STA 214.00 ?,25 T❑W 252.00 T❑W 252.00 T❑W 252.00 3.25 B❑W 248.60 B❑W 249.50 B❑W 252.00 150 EMB 0.50 EMB 0.50 EMB 0.50 MATCH I LINE REVISIONS IRON VISTA LOCK+LOAD WALL PROFILE (DRAFT) DATED 07-16-24 PANELS HALE OUTSIDE 90 814 9 35 PAGE 5 OF 5 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 TYPICAL DETAILS ­"V'KJA „"'-01/06/12 aoveonvF2C/cDoP. PREPARED E nl T c FOR APPROXIMATE O/C CUSTOMER DRAWING I FENCE DETAIL 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 MSEW -- Mechanically Stabilized Earth Walls Present Date/Time: Thu Aug 19 16:15:18 2021 CF Only Gravith Wall C:\User \P,onWo\Documents\LOCK+LOAD\Pmjects\Pacific L+L\Gravity Wall_CF-Only.BEN LOCK + LOAO RETAINING WALL SOLUTIONS For Estimation Only Not For Construction AASHTO 2002 ASD DESIGN METHOD CF Only Gravith Wall MSEW(3.0): Update # 14.980 PROJECT IDENTIFICATION Title: CF Only Gravith Wall Project Number: Client: Designer: rw Station Number: Description: 4 Panels (-5 Ft.) 1:10 Std. Batter. No backslope. No surcharge. Seismic design not required. 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