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2078.01 Sajec CALCS_REV 3_5-23-19.pdfSITE RETAINING WALL CALCULATIONS REVISION 3 Sajec Residence Retaining Walls 19213 Olympic View Drive Edmonds, Snohomish County, Washington ZGA Project Number 2078.01 May 23, 2019 Prepared For: Leia & Anthony Sajec 19019 36th Ave. W. Suite E Lynnwood, WA 98036 P. 425-582-9928 | F. 425-582-9930 5/23/19 Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR Table of Contents Parameter Development ........................................................................................................... 3 Analysis Results ....................................................................................................................... 8 Appendix A – Reference Data ................................................................................................ 18 Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR 1 Project Requirements • Geometry: o Wall Batter: 4.4 degrees o Backslope: 2:1 o Min. Embedment Criteria: Variable. As necessary for stability. o Wall Height: Variable – 5’ max. o Minimum Reinforcement Length: 6 feet • Loading Conditions: o ☒ Live Load Surcharges: 50 psf live pedestrian load on upper tier. o ☐ Dead Load Surcharges: NA o ☐ Loads From Adjacent Structures: NA o ☐ Traffic Barrier Impact Loading: NA ▪ Per Section 15.4.15 of the WSDOT GDM (WSDOT, 2012), traffic barrier impact loading in accordance with NCHRP 663 (NCHRP, 2010). See appendix for reference excerpts. • Pullout Loads: o Top Row Reinforcement Line Load, Qd1 = 575 lb/ft o Second Row Reinforcement Line Load, Qd2 = 575 lb/ft • Reinforcement Rupture Loads: o Top Row Reinforcement Line Load, Qd1 = 2,160 lb/ft o Second Row Reinforcement Line Load, Qd2 = 575 lb/ft o ☐ Guard Rail Impact Loading: NA. o ☐ Pedestrian Barrier (fence) Loading: 50 lb/linear foot horizontal load on top layer of geogrid. o ☐ Hydrostatic/Rapid Draw Down Loading: NA • Performance Criteria o Analysis Methods/Design Code: AASHTO LRFD (AASHTO, 2012), WSDOT GDM (WSDOT, 2012) o CDR ≥ 1.0 o Maximum Static Eccentricity = 0.33 o Maximum Seismic Eccentricity = 0.40 2 Geotechnical Design Parameters • Soil Properties: o Reference: Based on soil conditions described in Geotechnical Engineering Report by ZGA, dated November 20, 2018. ▪ Reinforced Soil: Site soils or imported fill meeting WSDOT Common Borrow, Option 2 specification compacted to 95% ASTM D1557 • γ = 130 pcf, φ = 34°, c = 0 psf Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR ▪ Retained Soils: Site soils or imported fill meeting WSDOT Common Borrow, Option 2 specification • γ = 120 pcf, φ = 32°, c = 0 psf ▪ Foundation Soil: • γ = 130 pcf, φ = 34°, c = 0 psf • Groundwater Conditions: Groundwater not encountered in subsurface explorations on the site and not anticipated to affect wall stability. 3 Load and Resistance Factors • Load Combinations and Load Factors (AAASHTO, 2012) (FHWA, 2009) o Internal Stability Load Factor Load Combination Limit State Strength I Extreme I Extreme II Service I γP-EH - - - - γP-ES 1.5 1.5 1.5 1.0 γP-EV 1.35 1.35 1.35 1.0 γP-EQ - 1.0 - - γP-LL,LS 1.75 1.0 0.50 1.0 γCT1 - - 1.0 - 1CT = Vehicular collision force o External Stability Load Factor Load Combination Limit State Strength I Extreme I Extreme II Service I γP-EH 1.5 1.5 1.5 1.0 γP-ES 1.5 1.5 1.5 1.0 γP-EV (sliding and eccentricity) 1.0 1.0 1.0 1.0 γP-EV (bearing capacity) 1.35 1.35 1.35 1.0 γP-EQ - 1.0 - - γP-LL,LS 1.75 1.0 0.50 1.0 γCT1 - - 1.0 - Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR • Resistance Factors(AAASHTO, 2012) (FHWA,2009) o Internal Stability Resistance Component Load Combination Limit State Strength I Extreme I Extreme II Geogrid/Geotextile Strength and Connection 0.90 1.20 1.20 Metallic Strip Strength and Connection 0.75 1.00 1.00 Metallic Grid Strength and Connection 0.65 0.85 0.85 Pullout Resistance 0.90 1.20 1.00 o External Stability(AAASHTO, 2012) (FHWA, 2009) (WSDOT, 2012) Resistance Component Load Combination Limit State Strength I Extreme I Sliding 1.00 1.00 Bearing Capacity 0.65 0.901 1Per Section 15.4.10, WSDOT GDM (WSDOT, 2012) “For bearing resistance during seismic loading, a resistance factor of 0.9 should be used.” 4 Reinforcement and Facing Design Parameters • Block Type and Manufacturer: Geowall Pro - Basalite • Grid Types and Manufacturer: Stratagrid SG350 • Grid strengths and Long-Term strength reduction factors based on Appendix D of the most current version of the WSDOT Qualified Products List. See appendix for referenced materials. • Block/Grid Connection Strengths: Connection strengths per WSDOT GDM. See appendix. • Geogrid/Soil Interaction Parameters: o α (Scale Effect Correction Factor). Default values per FHWA-NHI-10-024 (FHWA, 2009) ▪ ☐ Inextensible (metallic) Grids or Strips, α = 1.0 ▪ ☒ Extensible (polymer) Grids: α = 0.80 ▪ ☐ Extensible (polymer) Sheets: α = 0.60 o ☒ Ci (Coefficient of Shear Stress Interaction for Geosynthetics). Based on manufacturer’s data. See appendix for reference. ▪ Ci = 0.80 Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR o ☒ Cds (Coefficient of Direct Sliding). Based on manufacturer’s data. See appendix for reference. ▪ Cds = 0.80 o ☐ F* (Pullout Resistance Factor for metallic reinforcement). Default values per FHWA-NHI-10-024 (FHWA, 2009) ▪ ☐ Steel ribbed strips, F* = 1.8 at top of structure, F* = tan φr at a depth of 20 feet and below. ▪ ☐ Steel grids, F* = 20 (t/St) at top of structure and F* = 10 (t/St) at a depth of 20 feet and below where t = thickness of transverse bar and St = transverse bar spacing ≥ 6 inches. • Coverage Ratios: o ☐ Use a reduced coverage ratio to account for fencepost reinforcement penetrations within the upper row in accordance with Fig. 3.3, FHWA-NHI-10- 024 (FHWA, 2009) For Fence Posts: Project: Sajec Residence Retaining Walls By: RAR Project No: 2078.01 Date: May 23, 2019 Checked by: RAR 5 References AASHTO (2012). 2012 LRFD Bridge Design Specifications. 6th Edition, American Association of State Highway and Transportation Officials, Washington, D.C. FHWA (2009). Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Slopes – Volume I. Federal Highway Administration, Report FHWA-NHI-10- 023, Washington, D.C. NCHRP (2010). Design of Roadside Barrier Systems Placed on MSE Retaining Walls. National Cooperative Highway Research Program Report 663, Transportation Research Board, Washington, D.C. WSDOT (2012). Geotechnical Design Manual. Washington State Department of Transportation Publication Number M 46-03.07, April 2012, Tumwater, Washington ANALYSIS RESULTS Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence AASHTO 2007-2010 (LRFD) MSEW(3.0): Update # 14.981 PROJECT IDENTIFICATION Title:Sajec Residence Project Number:2078.01 Client:Leia & Anthony Sajec Designer:RMS Station Number:Single Wall 6.67' H Description: Lower Wall - 5 feet tallMiddle and Upper tiers modelled as surcharges Company's information: Name:Zipper Geo Associates, LLC Street:19019 36th Avenue West, Suite E Lynnwood, WA 98036 Telephone #:425-582-9928 Fax #: E-Mail:rscheffler@zippergeo.com Original file path and name:Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File..... .....ions\Single Wall.BEN Original date and time of creating this file:Weds Jan 16 2019 PROGRAM MODE:ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 1 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 SOIL DATA REINFORCED SOIL Unit weight,130.0 lb/ft ³ Design value of internal angle of friction,34.0 ° RETAINED SOIL Unit weight,120.0 lb/ft ³ Design value of internal angle of friction,32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight,equiv.130.0 lb/ft ³ Equivalent internal angle of friction,equiv.34.0 ° Equivalent cohesion, c equiv.0.0 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, = 62.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.4215 (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 = 42.16 N = 41.06 SEISMICITY Not Applicable Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 2 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 INPUT DATA: Geogrids (Analysis) D A T A Geogrid type #1 Geogrid type #2 Geogrid type #3 Geogrid type #4 Geogrid type #5 Tult [lb/ft]5000.0 Durability reduction factor, RFd 1.30 Installation-damage reduction factor, RFid 1.10 Creep reduction factor, RFc 1.50 CDR for strength N/A Coverage ratio, Rc 1.000 6400.0 1.30 1.10 1.50 N/A 1.000 27.52 0.90·tan 0.8 5000.0 1.30 1.10 1.50 N/A 0.900 27.52 0.90·tan 0.8 N/A N/A N/A N/A Friction angle along geogrid-soil interface,27.52 Pullout resistance factor, F*0.90·tan  Scale-effect correction factor,0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K / Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 0 6.6 9.8 16.4 26.2 32.8 Z [ft] 0.0 1.0 2.0 3.0K / Ka Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 3 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 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 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is = 125.00 lb/ft ³f Z / Hd To-static / Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 Z / Hd 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Geogrid Type #1CRult(1)(2) (3) Geogrid Type #2CRult Geogrid Type #3CRult Geogrid Type #4CRult Geogrid Type #5CRult 0.0 1.00 0.0 1.00 0.0 1.00 N/A N/A Geogrid Type #1CRcr Geogrid Type #2CRcr Geogrid Type #3CRcr Geogrid Type #4CRcr Geogrid Type #5CRcr 500.0 0.24 500.0 0.21 500.0 0.24 1500.0 0.34 1500.0 0.30 1500.0 0.34 2500.0 0.43 2500.0 0.39 2500.0 0.43 3000.0 0.47 3000.0 0.44 3000.0 0.47 N/A N/A (1) (2) (3) = Confining stress in between stacked blocks [lb/ft ²] CRult = Tc-ult / Tult CRcr = Tcre / Tult D A T A (for connection only)Type #1 Type #2 Type #3 Type #4 Type #5 Product Name SG350 SG500 SG350 rc N/A N/A Connection strength reduction factor, RFd 1.10 1.10 1.10 N/A N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 4 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 6.67 [ft]{ Embedded depth is E = 0.00 ft, and height above top of finished bottom grade is H = 6.67 ft } Batter,4.4 [deg] Backslope,30.0 [deg] Backslope rise 6.0 [ft]Broken back equivalent angle, I = 24.22° (see Fig. 25 in DEMO 82) U N I F O R M S U R C H A R G E Uniformly distributed dead load is 0.0 [lb/ft ²] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 5 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 AASHTO 2007-2010 (LRFD) Input Data INTERNAL STABILITY Load factor for vertical earth pressure, EV, from Table 3.4.1-2:p-EV 1.35 Load factor for earthquake loads, EQ, from Table 3.4.1-1:p-EQ 1.00 Load factor for live load surchrge, LS, from Figure C11.5.5-3(b):p-LS 1.75 (Same as in External Stability). Load factor for dead load surchrge, ES:p-ES 1.50 (Same as in External Stability). Resistance factor for reinforcement tension from Table 11.5.6-1:Static Combined static/seismic Geogrid:0.90 1.20 Resistance factor for reinforcement tension in connectors from Table 11.5.6-1:Static Combined static/seismic Geogrid:0.90 1.20 Resistance factor for reinforcement pullout from Table 11.5.6-1:0.90 1.20 EXTERNAL STABILITY Load factor for vertical earth pressure, EV, from Table 3.4.1-2 and Figure C11.5.5-2:Static Combined Static/Seismic Sliding and Eccentricity p-EV p-EQ1.00 1.00 Bearing Capacity p-EV p-EQ1.35 1.35 Load factor of active lateral earth pressure, EH, from Table 3.4.1-2 and Figure C11.5.5-2:p-EH 1.50 Load factor of active lateral earth pressure during earthquake (does not multiply P and P ):p-EH EQAEIR 1.50 Load factor for earthquake loads, EQ, from Table 3.4.1-1 (multiplies P and P ):p-EQAEIR 1.00 Resistance factor for shear resistance along common interfaces from Table 11.5.6-1: Static Combined Static/Seismic Reinforced Soil and Foundation 1.00 1.00 Reinforced Soil and Reinforcement 1.00 1.00 Resistance factor for bearing capacity of shallow foundation from Table 11.5.6-1: Static Combined Static/Seismic b 0.65 0.90 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 6 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW -- Mechanically Stabilized Earth Walls Sajec Residence Present Date/Time: Wed May 22 17:18:41 2019 Z:\Projects\2051 - 2100\2078.01 Sajec Wall\Working File\Calculations\Single Wall.BEN Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, CDR = 4.84, factored bearing load = 1870 lb/ft². Foundation Interface: Direct sliding, CDR = 1.534, Eccentricity, e/L = 0.0987, CDR-overturning = 2.67 G E O G R I D C O N N E C T I O N #Elevation Length Type # CDR [connection strength] CDR [geogrid strength] Geogrid strength CDR Pullout resistance CDR Direct sliding CDR Eccentricity e/L Product name [ft][ft] 1 1.33 6.00 1 1.33 2.65 2.648 5.424 1.301 0.0548 SG350 2 3.33 6.00 1 2.11 4.51 4.510 5.874 1.522 -0.0065 SG350 3 5.33 6.00 1 3.36 7.18 7.177 5.158 1.801 -0.0740 SG350 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 Sajec Residence Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302509 Page 7 of 7 Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 1.81.81.81.8 Material Name Color Unit Weight (lbs/Ō3) Cohesion (psf) Phi (deg) ExisƟng Fill 120 0 32 M.Dense Sand and Silt 130 100 36 Reinforced Fill 130 0 34 16 0 15 0 14 0 13 0 100 110 120 130 140 150 160 170 Analysis Description Proposed Conditions_Static CompanyScale1:90Drawn By File Name Proposed Conditions.slimDate1/21/2019, 5:59:28 PM Project Sajec Residence SLIDEINTERPRET 6.039 1.31.31.31.3 Material Name Color Unit Weight (lbs/Ō3) Cohesion (psf) Phi (deg) ExisƟng Fill 120 0 32 M.Dense Sand and Silt 130 100 36 Reinforced Fill 130 0 34 0.2 17 0 16 0 15 0 14 0 13 0 100 110 120 130 140 150 160 170 Analysis Description Proposed Conditions_Seismic CompanyScale1:96Drawn By File Name Proposed Conditions.slimDate1/21/2019, 5:59:28 PM Project Sajec Residence SLIDEINTERPRET 6.039 APPENDIX A REFERENCE DATA NOTE: This section includes backup information for geogrid strengths, interaction coefficients connection strengths and other referenced data. APPENDIX - D August 2012 GEOSYNTHETIC RETAINING WALL Classes 1 and 2 Non-aggressive Environments Note 1: May be used for Class 1 and 2 walls and slopes in non-aggressive environments. Acceptability of the product for a specific contract bid item requires that the approved long-term geosynthetic strength as listed in Table 1 below meet or exceed the required long- term strength specified in the contract. The ultimate tensile strength listed in Table 1 is to be used for lot specific acceptance once the product arrives at the project site. (See Acceptance Code 7021) Table 1. Long-term and ultimate strengths of geosynthetic products qualified for use in Classes 1 and 2 walls and reinforced slopes, non-aggressive environments. 1Tult is determined using ASTM D6637 for geogrids and ASTM D4595 for geotextiles. The value provided in the table represents the manufacturer’s Minimum Average Roll Value (MARV) or minimum value for the product. WSDOT acceptance test results for the product as delivered to the project must be greater than or equal to this value. 2Tal is determined at a design life of 75 years and is based on the MARV or minimum value for T ult provided in this table. 3J2% is the creep stiffness determined at a strain level of 2% after 1,000 hours of loading, based on the MARV or minimum value for Tult provided in this table. RF ID = installation damage reduction factor, RFCR = creep reduction factor, RFD = durability reduction factor. MD = Machine Direction (longitudinal direction), XMD = Cross Machine Direction (transverse direction) D-2 Product Ref. No. Year last Updated 1Tult (lb/ft) Long-Term Strength Reduction Factors 2Long-Term Tensile Strength, Tal (lb/ft) 3Low Strain Creep Stiffness, J2% (lbs/ft) RFID RFCR RFD SF35, MD - Synteen 2010 3055 1.18 1.58 1.3 1260 11900 SF55, MD - Synteen 2010 4199 1.18 1.58 1.3 1732 15600 SF80, MD - Synteen 2010 7398 1.18 1.58 1.3 3052 29800 SF90, MD - Synteen 2010 8500 1.18 1.58 1.3 3507 30900 SF110, MD - Synteen 2010 10207 1.18 1.58 1.3 4211 37600 SF350, MD - Synteen 2010 27400 1.18 1.58 1.3 11305 124000 SG150, MD - Stratagrid 2010 1875 1.1 1.5 1.3 874 8530 SG200, MD - Stratagrid 2010 3600 1.1 1.5 1.3 1678 26500 SG350, MD - Stratagrid 2010 5000 1.1 1.5 1.3 2331 42400 SG500, MD - Stratagrid 2010 6400 1.1 1.5 1.3 2984 20500 SG550, MD - Stratagrid 2010 8150 1.1 1.5 1.3 3800 31100 SG600, MD - Stratagrid 2010 9100 1.1 1.5 1.3 4242 35600 SG700, MD - Stratagrid 2010 11800 1.1 1.5 1.3 5501 37600 Tensar UX1400MSE MD 2010 4800 1.12 2.59 1.1 1504 26100 Tensar UX1500MSE MD 2010 7810 1.1 2.59 1.1 2492 41000 Tensar UX1600MSE MD 2010 9870 1.1 2.59 1.1 3149 53800 Tensar UX1700MSE, MD 2010 11990 1.1 2.63 1.1 3768 69100 Tensar UX1400HS MD 2010 4800 1.12 2.59 1.1 1504 26100 Tensar UX1500HS MD 2010 7810 1.1 2.59 1.1 2492 41000 Tensar UX1600HS MD 2010 9870 1.1 2.59 1.1 3149 53800 Tensar UX1700HS, MD 2010 11990 1.1 2.63 1.1 3768 69100 Project # 210029 Series # BCGT3002 Basalite GEOWALL Pro block / Stratagrid 350 Bathurst, Clarabut Geotechnical Testing, Inc.14 February 2011 9 of 10Telephone: (613) 384 6363 Email: petebcgt@kos.net 0 500 1000 1500 2000 2500 0 500 1000 1500 2000 2500 3000 3500 GEOWALL Pro / Stratagrid 350 peak capacity @ 3/4 inchFY N, normal load (lb/ft) co n n e c t i o n c a p a c i t y ( l b / f t ) Figure 3: Summary of connection capacities for GEOWALL Pro block and Stratagrid 350 geogrid combination 3/4 inch displacement T’u = 864 + N tan 12_ peak capacity Tu = 1077 + N tan 23_ Project # 210029 Series # BCGT3003 Basalite GEOWALL Pro block / Stratagrid 500 Bathurst, Clarabut Geotechnical Testing, Inc.14 February 2011 9 of 10Telephone: (613) 384 6363 Email: petebcgt@kos.net 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 3500 GEOWALL Pro / Stratagrid 500 peak capacity @ 3/4 inchFY N, normal load (lb/ft) co n n e c t i o n c a p a c i t y ( l b / f t ) Figure 3: Summary of connection capacities for GEOWALL Pro block and Stratagrid 500 geogrid combination 3/4 inch displacement T’u = 1003 + N tan 14_ peak capacity Tu = 1060 + N tan 30_ StrataGrid Construction and Overview of Manufacturing Strata Systems, Inc. Page 17 Version January 2011 Additional pullout testing was carried out at the Asian Institute of Technology (AIT). StrataGrid 300 was placed between layers of Bangkok clay. The clay was comprised of 35% silt particles (0.06 – 0.002mm) and 48.8% clay particles (<0.002mm). The average values of plastic limit and liquid limit for the soil were 27% and 62% respectively. The shear strength of the clay was measured from large direct shear tests, and the clay exhibited a friction angle and cohesion of 22.8 degrees and 1.55 tsm, respectively. The residual shear strength of the clay over the range of applied normal stress is estimated at a soil friction angle of 30 degrees. A pullout testing program was initiated with Geosyntec Consultants to investigate pullout behavior of StrataGrid 300 and 500 in different granular environments. Testing at SGI Testing Services, LLC investigated SG500 and SG700 in silty sand soils as single embedment length and embedment length directly overlapping a second layer of geogrid. Pullout testing has been independently performed at the University of South Wales and Louisiana State University investigating SG700 in a uniformly-graded sand and SG500 in silty clay, respectively. Results The coefficient of soil/geogrid interaction Ci is calculated as follows: Where Ci = coefficient of interaction P = pullout force (kN or lb) L = length of the tested specimen (m or ft) W = width of the tested specimen (m or ft) φ = soil friction angle σn = total normal stress (kPa or psi) Typical values for the coefficient of interaction for pullout, Ci, based on various soil types are listed below. Strata Systems notes that in no case shall Ci, be greater than 1.0. Soil Description USCS Ci Gravel, Sand Gravel Mix GW & SW 0.9 - 1.0 Sand, Silty Sand SP, GP & SM 0.8 - 0.9 Silt, Sandy Silt SC 0.7 - 0.8 Clay, Silty Clay CL & ML 0.6 – 0.7 C i P 2 L .W.σ n tan φ( ) .. StrataGrid Construction and Overview of Manufacturing Strata Systems, Inc. Page 14 Version January 2011 Tests were terminated when the horizontal displacement in the shear box reached 3 inches (76 mm). This displacement was found to be sufficient in all tests to mobilize both peak and residual strength behavior of the unreinforced and reinforced soil. Results The shear strength ratio of the soil to the soil/geogrid combination is commonly referred to as the coefficient of direct sliding, Cds. Table No. 1 shows direct shear test data on various StrataGrid Products. Typical values for the coefficient of direct sliding based on various soil types are listed below. Strata Systems notes that in no case shall the coefficient of direct sliding be greater than 1.0. Typical Values for Cds for Various Soil Types Soil Description USCS Cds Gravel, Sand Gravel Mix GW & SW 0.9 - 1.0 Gravel and Sand, Silty Sand GP, SP & SM 0.8 - 0.9 Silt, Sandy Silt SC 0.7 - 0.8 Clay, Silty Clay CL & ML 0.6 – 0.7 Complete shear test reports including direct shear test equipment, photographs, test results, and data plots are available from Strata Systems, Inc. by calling (800) 680-7750 or (770) 888-6688. Strata Systems recommends site/project specific direct shear testing (as well as any performance testing) when time permits. Table No. 1 Summary of Direct Shear Tests with StrataGrid DATE PRODUCT TEST LOCATION SOIL DESCRIPTION SOIL FRICTION INTERFACE FRICTION CDS 1991 SG300 (5033) Carlton University (Canada) Sand Crushed Stone 46° 49° 45° 49° 1.0 1.0 1997 SG300 STS Consultants (Illinois) Glacial Till (sand, with silt and clay) 30° 25.1° 0.8 2008 SG200 SG500 SG700 TRI (Austin, TX) Sub-angular Uniform Sand 37.5° 31.5° 34.6° 36.1° 0.8 0.9 0.95