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HomeMy WebLinkAboutSDP202000028 Calculations 2021-11-09DESIGN CALCULATIONS FOR PROFFIT ROAD TOWNHOMES NORTH ALBEMARLE COUNTY, VIRGINIA PROJECT NO.: 20ERS138 PLANS & CALCULATIONS DATED 11/06/2020, REV. 0 s C. Thompson No. 042783 ONAL 11/06/2020 40EnRS Uon 116 EDWARDS FERRY ROAD NE, UNIT S, LEESBURG, VA I T: (571) 707-8057 1 F: (678) 550-9862 Project: 20ERS138- Profit [Rev. 1] Albemarle County, VA Wall: 1 Project Information Client ERS Name Profit Number 20ERS138 Site Albemarle County, VA Designer ANK Revision 1 Created 11/312020 Modified 11/4/2020 Standard National Concrete Masonry Association 3rd Edition Seismic As 0.10 Default Deflection of 2.00 inch Selected Facing Unit Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Powered by VeSpa Page 8 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 1 Section #8 at Station 8.25 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch w w\ w A w, w , w� w� w_ Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (I) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 7.00 Back Slope 0.00° LL Surcharge 100 DL Surcharge 250 Design Height 7.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 19.50 ft Embedment 1.00 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: Sands Tuft 2,700.00 Ib/ft RFcr 1.51 RFd 1.10 LTDS 1,464.441b/ft RFd 1.11 Cris 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 Ib/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/ft IP-2 2,500.00 Ib/ft ocs max 1,712.00 Ib/ft au 1,145.00 Wit Au 53.00 Ib/ft Vu(max) 2,800.00 Ib/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Hertz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 9.27 Bearing Pressure 1044.96 Ib/ft' Overturning 10.46 Max Eccentricity 0.04 ft Base Sliding 4.02 Crest Toppling 3.20 Internal Sliding 5.79 External Seismic FS Bearing Capacity 10.32 Powered by Vespa Bearing Pressure Page 2 938.85 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 1 External Seismic FS Overturning 11.03 Max Eccentricity 0.01 ft Base Sliding 4.18 Crest Toppling 4.32 Internal Sliding 6.05 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 523.00 ERS-2 7.00 41.00 2.68 15.97 4 521.67 ERS-2 7.00 16.50 5.76 10.41 3 520.33 ERS-2 7.00 10.21 8.20 7.30 2 519.00 ERS-2 7.00 7.38 10.56 5.62 1 517.67 ERS-2 7.00 5.79 12.89 4.57 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 523.00 ERS-2 7.00 52.01 1.75 15.70 4 521.67 ERS-2 7.00 18.88 4.50 12.29 3 520.33 ERS-2 7.00 11.14 6.86 9.22 2 519.00 ERS-2 7.00 7.85 9.18 7.38 1 517.67 ERS-2 7.00 6.05 11.48 6.15 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 523.00 ERS-2 7.00 13.14 4 521.67 ERS-2 7.00 8.84 3 520.33 ERS-2 7.00 6.39 2 519.00 ERS-2 7.00 5.07 1 517.67 ERS-2 7.00 4.25 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 523.00 ERS-2 7.00 8.55 4 521.67 ERS-2 7.00 6.91 3 520.33 ERS-2 7.00 5.35 2 519.00 ERS-2 7.00 4.41 1 517.67 ERS-2 7.00 3.78 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 2.26 Pass 2 9 2 2.61 Pass 2 7 4 3.06 Pass 1 10 3 3.35 Pass 3 5 6 3.90 Pass 1 10 5 4.09 Pass 1 8 7 5.44 Pass 3 2 8 5.98 Pass 6 4 9 9.80 Pass 10 1 10 18.67 Pass 10 Lowest Seismic 1 10 1 2.24 Pass 3 10 2 2.65 Pass 4 8 4 3.19 Pass 1 10 3 3.45 Pass 1 10 5 4.24 Pass 7 6 6 4.30 Pass 1 8 7 5.91 Pass 10 3 8 7.61 Pass 1 4 9 13.05 Pass Powered by Vespa Page 3 Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA 10 10 29.70 Pass Wall: 1 Powered by Vespa Page 4 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Wall: 1 Section 8 Details Section 8 Static ICS Cross-section d 4 d d�� b k b d d b d k k b b k Section 8 Seismic ICS Cross-section d 4 d d�� b k k d d d d k k b b b ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) — a < 0 Powered by Vespa Page 9 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis P.DNe/ri Wed Nov 0410.24192020 Proffit V \ k Road Townb mw NOM- Albemarle Cowry, VA\Ca.La io.VWSAMAII_Pw 18 Heq[A MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Wall 1 I Panel 8 1 Height 7 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... ty, VA\Calculations\ReSSA\Wall l_Pane18_Height7.MSE Original date and time of creating this file: Sat Oct 31 16:26:01 2020 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. www.GeoProgramsxom License number ReSSA-301855 ReSSA -- Reinforced Slope Stability Analysis Pmws naterrime: Wed Nov 0410:24:202020 Proffit V:\__RRoad Townho=sNonh-A@em kComty,VA\Cakulffiiom\ReSSA\Well1_Pane18_nei&7MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Unit weight, y Soil Layer #: [lb/ft'] � I....... Block Face .......................................... 130.0 Q 2......... Reinforced. Soil ....................... 125.0 Q 3......... Retained.So il.......................... 125.0 Q 4......... Foundation Soil ...................... 125.0 REINFORCEMENT Internal angle of friction, Cohesion, c [deg.] [lb/ft'] 0.0 500.0 30.0 0.0 30.0 0.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.11 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable Proffit,..a...7,......®,�.....®,�.m.,�,�.....7,..®..�,�.....�,�.a.,�,..a...7,..a...®,�.....®,�.m.,�,�......�v.®..®,�.....�,�.m.,�,�.a...7,......®,�..... Page 2 of 11 Copyright 0 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Proffit Pr .s NWTWed Nov OM1 10.24202020 V:\.. k Road Towolnmea N.rt - Albemarle Cowry, VAT.Lali..V eSSAMAII_Pa 18_Heigbt'/.MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at Xls = 1.24 and ends at Xle = 20.75 [ft]. Load Q2 = 250.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at X2s = 20.75 and ends at X2e = 100.00 [ft]. Surcharge load, Q3....................................None STRIP LOAD ............................None................................... SCALE: 10 [ft] ProffitPage 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. www.GeoProgramsxom License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s NWTWed Nov N 10.24:202020 Proffit V\ kRoad Townb mwNOM- Albemarle Cowry, VATaJ.La1ion VW$A\Welll_Pw 18 H,i WMSE TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -0.03 518.00 2 0.00 517.00 3 0.25 524.00 4 1.25 524.00 0 Top of Layer 2 5 -0.03 518.00 6 0.00 517.00 7 1.00 517.00 8 1.25 524.00 0 Top of Layer 3 9 -0.03 517.97 10 0.00 516.97 11 7.00 516.97 12 7.24 523.97 Top of Layer 4 13 -0.03 517.94 14 0.00 516.93 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s NWTWed Nov N 10.24:202020 Proffit V \ k Road Townb mw NOM- Albemarle Cowry, VA\Ca.La io.VWSAMAII_Pw 18 H,i W MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -0.03 518.00 518.00 517.97 517.94 2 0.00 517.00 517.00 516.97 516.93 3 0.25 524.00 517.00 516.97 516.93 4 1.00 524.00 517.00 516.97 516.93 5 1.25 524.00 524.00 516.97 516.93 6 7.00 524.00 524.00 516.97 516.93 7 7.24 524.00 524.00 523.97 516.93 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. Www.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s NWTWed Nov N 10.24:202020 Proffit V\ kRoad Townbmw NOM- Albemarle Cowry,VA\Ca.Laio.VWSA\Welll_Pw18 Ha,W MSE 7 Tavailable WE DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) A Ll = Front-end'pullout length Ll L3 L2 L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Height Relative L Name to Toe [ft] [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 --- 0.67 7.00 0.30 3.77 2.93 1347.28 1464.44 2 --- 2.00 7.00 0.36 4.76 1.88 1317.99 1464.44 3 --- 3.33 7.00 0.46 6.27 0.27 1274.06 1464.44 4 --- 4.67 7.00 0.12 6.88 0.00 1230.13 1279.27 (') 5 --- 6.00 7.00 0.00 7.00 0.00 815.69 815.69 (') (�) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long -tern strength of the reinforcement that is related to its specified ultimate strength. ProffitPage 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Dale rime: Wed Nov OM1 10.24202020 V:\.. k Road Towolnmea N.rt - Albemarle Cowry, VA\Ca1.La1i..V $A\Walll_Pa 18_Height'/.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 1.24 524.01 0.15 521.82 -1.54 524.03 2.79 12.71 2 2.23 524.00 0.16 521.83 -0.64 524.67 2.95 4.74 3 3.23 524.00 -0.02 517.93 -4.26 524.10 7.49 3.74 4 4.22 524.00 -0.00 517.95 -2.65 524.30 6.88 3.02 5 5.21 524.00 0.00 517.95 -3.46 526.20 8.95 2.63 6 6.20 524.00 0.02 517.96 -1.64 525.85 8.06 2.36 7 7.19 524.00 0.02 517.97 -1.19 526.68 8.80 2.13 8 8.18 524.00 0.03 517.97 -0.81 527.63 9.70 1.97 9 9.18 524.00 -0.07 517.95 -1.47 530.18 12.31 1.89 10 10.17 524.00 -7.28 518.03 -0.72 527.32 11.38 1.86 11.16 524.00 -0.13 516.97 -5.80 538.64 22.40 ' OK 12 12.15 524.00 -0.13 516.96 -I2.02 551.92 36.93 1.87 13 13.14 524.00 -0.13 516.96 -15.43 561.80 47.38 1.90 14 14.13 524.00 -8.34 518.03 -0.29 533.02 17.01 1.94 15 15.13 524.00 -0.13 516.96 -21.64 583.61 70.03 1.98 16 16.12 524.00 -0.13 516.96 -28.45 604.56 92.07 2.03 17 17.11 524.00 -0.13 516.96 -29.53 613.57 100.99 2.08 18 18.10 524.00 -0.13 516.96 -54.69 685.33 176.99 2.13 19 19.09 524.00 -0.13 516.95 -1476.18 4572.76 4316.05 2.18 20 20.08 524.00 -0.13 516.96 -920.99 3191.74 2828.86 2.23 21 21.08 524.00 -0.13 516.96 -526.58 2137.64 1704.05 2.28 22 22.07 524.00 -0.13 516.97 -66.05 763.50 255.20 2.32 23 23.06 524.00 -0.13 516.96 -214.57 1265.30 778.45 2.37 24 24.05 524.00 -0.13 516.96 -867.64 3542.81 3147.75 2.42 25 25.04 524.00 -0.13 516.97 -312.31 1682.56 1206.68 2.50 26 26.03 524.00 -0.13 516.97 -4001.92 15452.37 15462.23 2.56 27 27.03 524.00 -0.13 516.97 -371.02 2005.07 1533.63 2.65 28 28.02 524.00 -0.13 516.97 -7104.79 29012.76 29368.12 2.71 29 29.01 524.00 -0.13 516.97 -339.38 1987.00 1508.67 2.81 30 30.00 524.00 -0.13 516.97 -1481.28 6933.13 6584.90 2.87 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Dale rime: Wed Nov OM1 10.24202020 V:\.. k Road Towolnmea N.rt - Albemarle Cowry, VA\Ca1.La1i..V $A\Walll_Pa 18 Height'/.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -30.37 518.14 19.09 524.00 -11.10 567.23 52.73 3.11 2 -29.28 518.12 19.09 524.00 -10.55 565.97 51.38 3.03 3 -28.34 518.17 18.10 524.00 -10.02 560.19 45.83 2.96 4 -27.25 518.15 18.10 524.00 -9.47 559.05 44.60 2.89 5 -26.19 518.15 17.11 524.00 -9.19 555.45 41.00 2.82 6 -25.10 518.12 17.11 524.00 -8.63 554.37 39.81 2.74 7 -24.01 518.10 17.11 524.00 -8.08 553.29 38.63 2.67 8 -22.93 518.07 17.11 524.00 -7.52 552.22 37.46 2.60 9 -21.93 518.10 16.12 524.00 -7.09 548.01 33.39 2.53 10 -20.85 518.08 16.12 524.00 -6.53 547.03 32.30 2.46 11 -19.76 518.05 16.12 524.00 -5.97 546.06 31.22 2.40 12 -18.75 518.07 15.13 524.00 -5.58 542.53 27.79 2.33 13 -17.66 518.04 15.13 524.00 -5.02 541.64 26.77 2.27 14 -16.61 518.03 15.13 524.00 -4.45 540.75 25.77 2.21 15 -15.57 518.03 14.13 524.00 -4.09 537.79 22.86 2.15 16 -14.74 518.15 14.13 524.00 -3.52 536.98 21.92 2.10 17 -13.68 518.15 13.14 524.00 -3.18 534.43 19.37 2.05 18 -12.59 518.11 13.14 524.00 -2.61 533.68 18.49 2.00 19 -11.48 518.07 12.15 524.00 -2.38 531.85 16.52 1.96 20 -10.39 518.03 12.15 524.00 -1.80 531.15 15.68 1.92 21 -9.49 518.12 11.16 524.00 -1.56 529.49 13.85 1.89 22 -8.36 518.06 11.16 524.00 -1.06 529.11 13.25 1.87 23 -7.28 518.03 10.17 524.00 -0.72 527.32 11.38 1.86 24 -6.33 518.08 10.17 524.00 -0.19 526.92 10.76 1.87 25 -5.22 518.03 10.17 524.00 0.35 526.50 10.13 1.91 26 -4.19 518.03 10.17 524.00 0.82 526.24 9.62 1.98 27 -3.20 518.05 10.17 524.00 1.30 525.94 9.08 2.10 28 -2.19 518.09 10.17 524.00 2.39 524.37 7.78 2.40 29 -1.06 518.03 15.13 524.00 5.92 524.04 9.21 5.54 11.16 524.00 -5.80 538.64 22.40 �_ OK 31 0.00 517.00 0.00 517.00 0.00 517.00 0.00 N/A #10 - Overhanging Cliff 32 -0.07 517.96 11.16 524.00 -1.35 533.79 15.89 1.85 33 -0.02 518.91 10.17 524.00 4.58 540.79 22.35 2.64 34 0.03 519.90 10.17 524.00 0.57 533.17 13.27 2.74 35 0.08 520.87 8.18 524.00 0.14 532.77 11.90 2.96 36 0.13 521.83 5.21 524.00 -1.28 532.14 10.41 3.36 37 0.19 522.80 5.21 524.00 1.50 528.42 5.77 7.27 Note: In the'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr .s Dale rime: Wed Nov OM1 10.24202020 V:\.. k Road Towolnmea N.rt - Albemarle Cowry, VA\Ce.La p.VWSAMAII_Pa 18_Height'/.MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) (Xb, Yb) (Xc, Yc) Fs STATUS [ft] [ft] [ft] [ft] At toe elevation ...................................................................................................................................................................................................................... 11.� Minimum on Edge Reinf. Layer#I 0.67 0.02 517.67 5.91 517.67 13.46 524.00 1.97 OK Reinf. Layer#2 2.00 0.07 519.00 5.91 519.00 12.09 524.00 2.18 OK Reinf. Layer #3 3.33 0.12 520.33 5.91 520.33 10.44 524.00 2.51 OK Reinf. Layer #4 4.67 0.17 521.67 6.01 521.67 8.99 524.00 3.24 OK Reinf. Layer #5 6.00 0.21 523.00 1.88 523.00 2.53 524.00 4.10 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimun on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s NWTWed Nov N 10.24:202020 Proffit V\ kRoad Townbmw NOM- Albemarle Cowry,VA\Ca.Laio.VWSA\Welll_Pw18_H,iW MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.85 Critical Circle: Xc =-5.80[ft], Yc = 538.64[ft], R = 22.40[ft]. (Number of slices used = 54 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.95 Critical Two -Part Wedge: (Xa = 0.00, Ya = 517.00) [ft] (Xb = 0.20, Yb = 517.00) [ft] (Xc = 11.40, Yc = 524.00) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 31.99 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 10 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. www.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Ptv.rn D.IdTune: Wed Nov 0410.24:202020 Proffit V:\.. k Road Towolnmes North- Albemarle Cowry, VAT k.1n ion VW$A\Walll P.18 Heighl'/.MSE LL �Velnb1a1 Length d Slope REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES ength uses in Calculations Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y ) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 1 ERS-2 0.67 7.00 1.00 0.02 1696.86 7.02 1696.86 0.00 0.00 2 1 ERS-2 2.00 7.00 1.00 0.07 1698.19 7.07 1698.19 0.00 0.00 3 1 ERS-2 3.33 7.00 1.00 0.12 1699.52 7.12 1699.52 0.00 0.00 4 1 ERS-2 4.67 7.00 1.00 0.17 1700.86 7.17 1700.86 0.00 0.00 5 1 ERS-2 6.00 7.00 1.00 0.21 1702.19 7.21 1702.19 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft"] / length of slope [ft] I ERS-2 1.00 35.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Wall: 1 Section #12 at Station 39.00 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition I Design Static and Seismic I W Unit of Measure U.S./Imperial W Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch _ Soil Parameters In Situ Friction Density y Cohesion Cf - - - Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] - Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (I) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 5.67 Back Slope 18.46' LL Surcharge 100 DL Surcharge 0 Design Height 5.67 ft Crest Offset 12.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 0.79 ft Wall Batter 2.00° Toe Slope 0.00, Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: Sands Tuft 2,700.00 Ib/ft RFcr 1.51 RFd 1.10 LTDS 1,464.441b/ft RFd 1.11 Cris 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 Ib/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/ft IP-2 2,500.00 Ib/ft ocs max 1,712.00 Ib/ft au 1,145.00 Wit Au 53.00 Ib/ft Vu(max) 2,800.00 Ib/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 9.67 Bearing Pressure 1013.30 Ib/ft' Overturning 6.74 Max Eccentricity 0.00 ft Base Sliding 2.64 Crest Toppling 2.42 Internal Sliding 3.97 External Seismic FS Bearing Capacity 10.75 Powered by Vespa Bearing Pressure Page 5 911.94 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 1 External Seismic FS Overturning 7.72 Max Eccentricity 0.00 ft Base Sliding 2.87 Crest Toppling 3.82 Internal Sliding 4.42 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 4 521.00 ERS-2 7.00 7.51 7.60 16.65 3 520.33 ERS-2 7.00 6.34 8.60 12.37 2 519.00 ERS-2 7.00 4.87 8.50 6.43 1 517.67 ERS-2 7.00 3.97 6.40 2.98 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 4 521.00 ERS-2 7.00 10.06 4.12 13.63 3 520.33 ERS-2 7.00 7.95 5.85 12.70 2 519.00 ERS-2 7.00 5.65 6.41 7.32 1 517.67 ERS-2 7.00 4.42 5.22 3.67 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 4 521.00 ERS-2 7.00 13.69 3 520.33 ERS-2 7.00 10.33 2 519.00 ERS-2 7.00 5.54 1 517.67 ERS-2 7.00 2.65 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 4 521.00 ERS-2 7.00 7.42 3 520.33 ERS-2 7.00 7.03 2 519.00 ERS-2 7.00 4.18 1 517.67 ERS-2 7.00 2.16 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1.54 Pass 1 10 3 2.13 Pass 1 10 5 2.32 Pass 1 10 2 2.40 Pass 1 10 4 2.58 Pass 1 10 8 2.91 Pass 1 10 6 2.95 Pass 1 10 7 3.09 Pass 10 Lowest Seismic 1 10 1 1.53 Pass 1 10 3 2.22 Pass 2 10 2 2.41 Pass 1 10 5 2.48 Pass 1 10 4 2.77 Pass 1 10 6 3.32 Pass 1 10 8 3.47 Pass 1 10 7 3.60 Pass Powered by Vespa Page 6 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 12 Details Wall: 1 Section 12 Static ICS Cross-section Section 12 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 10 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis P.Dwe/ru Wed Nov 0410.26 U 2020 Proffit 1CL_oad Townhom NoM-Albemmle Comty,VA\Calcd iomV2eSSA\Walll_Pmp112_Helht5-67MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Wall 1 I Panel 12 1 Height 5.67 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill PkwV Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... VA\Calculations\ReSSA\Walll_Panell2_Height5.67.MSE Original date and time of creating this file: Sat Oct 31 16:31:17 2020 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA -- Reinforced Slope Stability Analysis Pmws naterrime: Wed Nov 0410:26:dd 2020 Profit V:\__oad Toamho Nofth-A@e [eCowry,VA\Calculations\ReSSA\Walll_Po 112_Hei&567MSE INPUT DATA (EXCLUDING SOIL DATA Soil Layer # � I....... Block Face ................................. Q 2......... Reinforced. Soil ........................... Q 3......... Retained.So il............................. Q 4......... Foundation Soil .......................... REINFORCEMENT LAYOUT) Internal angle of Unit weight, y friction, Cohesion, c [lb/ft'] [deg.] [lb/ft'] 130.0 0.0 500.0 125.0 30.0 0.0 125.0 30.0 0.0 125.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.11 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable Proffit,..a...7,......®,�.....®,�.m.,�,�.....7,..®..�,�.....�,�.a.,�,..a...7,..a...®,�.....®,�.m.,�,�......�v.®..®,�.....�,�.m.,�,�.a...7,......®,�..... Page 2 of 11 Copyright 0 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Proffit Pr.s NWTWed Nov 0410.26 U 2020 V\.. oad TowMom Nort-A@emmle Comty,VA\CalcffiiomUeSSA\Walll_P 112_HeihtS67MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft'i inclined from verical at 0.00 degrees, starts at Xls = 1.20 and ends at Xle = 100.00 [ft]. Surcharge load, Q2....................................None Surcharge load, Q3....................................None STRIP LOAD ............................None................................... SCALE: 10 [ft] ProffitPage 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s Date(rhne: Wed Nov 0410.26 U 2020 Proffit 1CL_oad Townhom NON-Albemmle Comty,VA\Calcd iomV2eSSA\Walll_Pmp112_Helht5-67MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -0.03 517.12 2 0.00 516.33 3 0.20 522.00 4 1.20 522.00 5 13.11 526.00 0 Top of Layer 2 6 -0.03 517.12 7 0.00 516.33 8 1.00 516.33 9 1.20 522.00 10 13.11 526.00 0 Top of Layer 3 11 -0.03 517.09 12 0.00 516.30 13 7.00 516.30 14 7.26 523.75 15 13.11 525.97 Top of Layer 4 16 -0.03 517.06 17 0.00 516.26 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s Date(rhne: Wed Nov 0410.26 U 2020 Profit 1CL_oad Townhom NoM-Albemmle Comty,VA\Calcd iomV2eSSA\Walll_Pmp112_Helht5-67MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -0.03 517.12 517.12 517.09 517.06 2 0.00 516.33 516.33 516.30 516.26 3 0.20 522.00 516.33 516.30 516.26 4 1.00 522.00 516.33 516.30 516.26 5 1.20 522.00 522.00 516.30 516.26 6 7.00 523.95 523.95 516.30 516.26 7 7.26 524.04 524.04 523.75 516.26 8 13.11 526.00 526.00 525.97 516.26 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s Date(rhne: Wed Nov 0410.26 U 2020 Proffit 1CL_oad Townhom NoM-Albemule Comty,VA\Calcd iomV2eSSA\Walll_Pmp112_Helht5-67MSE 7 Tavailable WE A DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Designated Height Relative L Ll L2 L3 Tfe Tavailable Layer # Name to Toe [ft] [ft] [ft] [ft] [ft] [lb/ft] [lb/ft] 1 ERS-2 1.33 7.00 0.43 4.27 2.31 1288.71 1464.44 2 ERS-2 2.67 7.00 0.49 6.00 0.50 1259.42 1464.44 3 ERS-2 4.00 7.00 0.33 6.67 0.00 1215.48 1354.11 (�) 4 ERS-2 4.67 7.00 0.00 7.00 0.00 1181.59 1181.59 (') (�) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long-term strength of the reinforcement that is related to its specified ultimate strength. ProffitPage 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Presets Dale(rime: Wed Nov M 10.26 U 2020 V\.. oad TowMom Nort-A@emmle Comty,VA\Calc ffiiomUeSSA\Walll_P 112_Hei M567MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering Entry Entry Point Exit Point Point # (X,Y) (X,Y) [ft] [ft] all specified exit points) Critical Circle (Xc,Yc,R) [ft] Fs STATUS 1 1.20 522.00 -0.01 516.30 -13.96 522.25 15.16 15.86 2 2.20 522.34 -0.02 516.31 -7.19 522.36 9.39 6.25 3 3.19 522.67 -0.04 516.30 -4.82 522.73 8.01 4.10 4 4.18 523.01 -0.03 516.32 -3.26 523.02 7.45 3.13 5 5.18 523.34 -0.01 516.33 -2.31 523.45 7.49 2.60 6 6.17 523.68 -0.10 516.31 -1.30 523.68 7.46 2.23 7 7.16 524.01 -0.10 516.32 -0.54 524.01 7.70 1.92 8 8.15 524.34 -5.24 517.16 -0.47 524.36 8.63 1.67 9 9.15 524.67 -0.10 516.34 0.46 525.02 8.70 1.56 10 10.14 525.00 -0.10 516.33 0.34 526.19 9.87 1.48 11 11.13 525.34 -0.10 516.33 -0.64 528.50 12.19 1.45 12 12.13 525.67 -0.10 516.32 -1.24 530.48 14.20 1.41 13 1112 526.00 -0.10 516.32 -2.38 533.30 17.14 1.39 - 14.11 526.00 -0.10 516.31mr -3.59 536.71 20.69 1.38 OK 15 15.11 526.00 -0.10 516.31 -5.29 541.23 25A6 1.39 16 16.10 526.00 -0.10 516.31 -5.24 543.29 27.46 1.41 17 17.09 526.00 -0.10 516.31 -5.11 545.30 29.41 1.44 18 18.08 526.00 -0.10 516.31 -4.89 547.23 31.28 1.47 19 19.08 526.00 -0.10 516.32 -3.83 547.54 31.45 1.51 20 20.07 526.00 -0.10 516.32 -2.74 547.69 31.48 1.54 21 21.06 526.00 -0.10 516.32 -3.00 550.64 34.44 1.58 22 22.06 526.00 -0.10 516.32 -4.15 555.77 39.66 1.63 23 23.05 526.00 -0.10 516.32 -4.53 559.43 43.34 1.67 24 24.04 526.00 -0.10 516.32 -6.14 566.31 50.36 1.72 25 25.04 526.00 -0.10 516.32 -6.70 570.93 55.01 1.77 26 26.03 526.00 -0.10 516.32 -9.01 580.45 64.75 1.82 27 27.02 526.00 -0.10 516.32 -9.86 586.46 70.82 1.87 28 28.01 526.00 -0.10 516.30 -6305.04 18827.48 19366.25 1.92 29 29.01 526.00 -0.10 516.30 -619.86 2424.05 2005.90 1.97 30 30.00 526.00 -0.10 516.30 -304.93 1513.70 1042.95 2.02 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Presets Dale(rime: Wed Nov 0410.26 U 2020 V\.. oad TowMom Nort-A@emmle Comty,VA\Calc ffiiomUeSSA\Walll_P 112_Hei M567MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -30.10 517.15 23.05 526.00 -12.38 574.75 60.27 2.32 2 -29.06 517.15 22.06 526.00 -11.85 569.80 55.39 2.27 3 -28.02 517.15 22.06 526.00 -11.26 568.42 53.94 2.21 4 -26.98 517.15 21.06 526.00 -10.77 563.96 49.54 2.16 5 -26.33 517.28 21.06 526.00 -10.18 562.67 48.17 2.11 6 -24.91 517.15 20.07 526.00 -9.71 558.65 44.19 2.06 7 -24.19 517.27 20.07 526.00 -9.12 557.43 42.89 2.01 8 -23.09 517.24 20.07 526.00 -8.53 556.21 41.60 1.96 9 -22.05 517.25 19.08 526.00 -8.09 552.64 38.05 1.91 10 -20.94 517.22 19.08 526.00 -7.49 551.50 36.83 1.86 11 -19.89 517.22 18.08 526.00 -7.07 548.27 33.60 1.82 12 -18.79 517.19 18.08 526.00 -6.47 547.19 32.44 1.77 13 -17.81 517.22 17.09 526.00 -5.86 543.46 28.84 1.73 14 -16.63 517.15 17.09 526.00 -5.46 543.26 28.39 1.69 15 -15.59 517.15 17.09 526.00 -4.85 542.25 27.30 1.65 16 -14.55 517.15 16.10 526.00 -4.27 539.03 24.18 1.61 17 -13.67 517.22 16.10 526.00 -3.83 538.72 23.64 1.57 18 -12.49 517.15 16.10 526.00 -3.39 538.37 23.09 1.54 19 -11.48 517.17 15.11 526.00 -2.81 535.50 20.28 1.51 20 -10.58 517.23 15.11 526.00 -2.34 535.09 19.68 1.48 21 -9.48 517.20 15.11 526.00 -1.70 534.21 18.70 1.46 22 -8.37 517.17 14.11 526.00 -1.28 532.13 16.56 1.44 23 -7.45 517.22 14.11 526.00 -0.77 531.66 15.92 1.44 24 -6.28 517.15 14.11 526.00 -0.25 531.17 15.26 1.44 25 -5.25 517.15 14.11 526.00 0.29 530.64 14.58 1.45 26 -4.22 517.15 14.11 526.00 0.69 530.39 14.12 1.47 27 -3.21 517.16 13.12 526.00 1.37 528.20 11.95 1.52 28 -2.13 517.15 13.12 526.00 2.68 526.43 10.45 1.80 29 -1.10 517.18 19.08 526.00 6.93 526.29 12.15 3.18 Wr -0.10 516.31 _ �526.00 -3.59 536.71 20.69 ' OK 31 0.00 516.33 0.00 516.33 0.00 516.33 0.00 N/A #10 - Overhanging Cliff 32 -0.04 517.46 15.11 526.00 2.21 531.17 13.89 1.86 33 0.02 518.57 14.11 526.00 1.35 533.12 14.61 1.86 34 0.08 519.69 14.11 526.00 2.12 533.91 14.37 1.95 35 0.14 520.80 14.11 526.00 3.20 533.97 13.51 2.27 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Date rime: Wed Nov 0410.26 U 2020 V\.. oad TowMom Nort-A@emmle Comty,VA\Calc ffiiomUeSSA\Walll_P 112_Hei ht567MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) (Xb, Yb) (Xc, Yc) Fs STATUS [ft] [ft] [ft] [ft] At toe elevation ...................................................................................................................................................................................................................... 0.00 OK Reinf. Layer#I 1.33 0.05 517.66 6.31 517.66 16.24 526.00 1.54 OK Reinf. Layer #2 2.67 0.09 519.00 6.31 519.00 15.27 526.00 1.61 OK Reinf. Layer #3 4.00 0.14 520.33 6.41 520.33 14.21 526.00 1.73 OK Reinf. Layer #4 4.67 0.16 521.00 7.39 521.00 14.27 526.00 1.78 Minimum on Edge Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s Date(rhne: Wed Nov N 10.26 U 2020 Profit 1CL_oad Townhom NoM-Albemmle Comty,VA\Calcd iomV2eSSA\Walll_Pmp112_Helht5-67MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.38 Critical Circle: Xc =-3.59[ft], Yc = 536.71 [ft], R = 20.69[ft]. (Number of slices used = 56 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.49 Critical Two -Part Wedge: (Xa = 0.00, Ya = 516.33) [ft] (Xb = 3.03, Yb = 516.33) [ft] (Xc = 17.36, Yc = 526.00) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 29.17 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 0 2 4 6 8 10 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Ptv.rn D.IdThne: Wed Nov 0410.26 U 2020 Profit V\.. oad Townhom Nort-A@emmle Comty,VA\Calc ffiiomUeSSA\Walll_Pare112_Hei,,W67MSE LL L. Length d slope REINFORCEMENT LAYOUT: TABULATED DATA & VemnedeI QUANTITIES ength uses in Calculations Height Embedded Covergae Layer Reinf Geosynthetic Relative Length Ratio, ( X, Y ) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 1 ERS-2 1.33 7.00 1.00 0.05 1695.33 7.05 1695.33 0.00 0.00 2 1 ERS-2 2.67 7.00 1.00 0.09 1696.67 7.09 1696.67 0.00 0.00 3 1 ERS-2 4.00 7.00 1.00 0.14 1698.00 7.14 1698.00 0.00 0.00 4 1 ERS-2 4.67 7.00 1.00 0.16 1698.67 7.16 1698.67 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcerant [ft2] / length of slope [ft] 1 ERS-2 1.00 28.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138- Profit [Rev. 1] Albemarle County, VA Wall Project Information Client ERS Name Profit Number 20ERS138 Site Albemarle County, VA Designer ANK Revision 1 Created 11/312020 Modified 11/4/2020 Standard National Concrete Masonry Association 3rd Edition Seismic As 0.10 Default Deflection of 2.00 inch Selected Facing Unit Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Powered by Vespa Page 15 Printed 11 /412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 Section #10 at Station 33.75 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch i' 0` iRa i� Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (f) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 8.33 Back Slope 0.00° LL Surcharge 100 DL Surcharge 1,171 Design Height 8.33 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 3.25 ft Embedment 1.33 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-5-ERS-5 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tult 5,400.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 2,600.84 Wit RFid 1.25 Cds 0.80 Ci 0.80 Connection/Shear Properties ocsl 1,438.00 lb/ft IP-1 2,068.00 lb/ft acs2 2,281.00 Ib/ft IP-2 3,400.00 lb/ft acs max 2,582.00 Wit au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft ERS-2 -ERS-2 Supplier: User defined, Fill Type: 3/4"- gravels or aggregate Tuft 2,700.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFid 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00Ib/ft acs2 1,712.00 lb/ft IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 Powered by Vespa Page 2 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 External Static FS Bearing Capacity 15.36 Bearing Pressure 2187.93 Ib/ft' Overturning 48.76 Max Eccentricity 0.00 ft Base Sliding 7.78 Crest Toppling 3.20 Internal Sliding 7.21 External Seismic FS Bearing Capacity 16.09 Bearing Pressure 2088.15 Ib/ft' Overturning 48.94 Max Eccentricity 0.00 ft Base Sliding 7.80 Crest Toppling 4.34 Internal Sliding 7.24 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 6 507.00 ERS-2 10.00 38.04 55.51 13.64 5 505.67 ERS-2 10.00 16.59 49.26 8.89 4 504.33 ERS-5 24.00 12.89 108.82 9.40 3 503.00 ERS-5 24.00 10.04 50.88 3.82 2 501.67 ERS-5 24.00 8.34 53.26 3.51 1 500.33 ERS-5 24.00 7.21 55.62 3.25 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 6 507.00 ERS-2 10.00 41.20 33.39 12.39 5 505.67 ERS-2 10.00 19.15 36.61 9.97 4 504.33 ERS-5 24.00 13.04 92.56 12.07 3 503.00 ERS-5 24.00 10.12 47.49 5.38 2 501.67 ERS-5 24.00 8.39 49.98 4.97 1 500.33 ERS-5 24.00 7.24 52.43 4.62 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 6 507.00 ERS-2 10.00 13.14 5 505.67 ERS-2 10.00 8.84 4 504.33 ERS-5 24.00 5.84 3 503.00 ERS-5 24.00 2.47 2 501.67 ERS-5 24.00 2.36 1 500.33 ERS-5 24.00 2.26 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 6 507.00 ERS-2 10.00 7.90 5 505.67 ERS-2 10.00 6.57 4 504.33 ERS-5 24.00 4.97 3 503.00 ERS-5 24.00 2.31 2 501.67 ERS-5 24.00 2.21 1 500.33 ERS-5 24.00 2.13 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point 10 10 2 1 10 1 10 10 4 7 10 6 10 10 3 1 10 8 10 10 5 1 10 7 Result 2.61 2.67 2.69 2.79 2.84 2.91 2.98 3.17 Status Pass Pass Pass Pass Pass Pass Pass Pass Powered by Vespa Page 3 Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Wall: 2 Radius Point 1 10 Lowest Seismic 1 10 10 10 7 10 1 1 1 1 Point Exit Point Result Status 10 9 3.70 Pass 10 10 4.30 Pass 10 1 2.25 Pass 10 2 2.26 Pass 10 4 2.38 Pass 10 3 2.45 Pass 10 6 2.56 Pass 10 5 2.63 Pass 10 8 2.80 Pass 10 7 2.88 Pass 10 9 3.58 Pass 10 10 4.15 Pass Powered by Vespa Page 4 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 10 Details Wall: 2 Section 10 Static ICS Cross-section Section 10 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) — a < 0 Powered by Vespa Page 16 Printed 11/412020 k, Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section M9 at Station 16.50 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch Soil Parameters In Situ -/ Friction Density y Cohesion Cf Y Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (I) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 7.00 Back Slope 10.31 o LL Surcharge 100 DL Surcharge 500 Design Height 7.00 ft Crest Offset 27.00 ft LL Offset 0.00 ft DL Offset 27.00 ft Embedment 0.58 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Hertz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 7.50 Bearing Pressure 1170.63 Ib/ft' Overturning 6.19 Max Eccentricity 0.11 ft Base Sliding 2.77 Crest Toppling 2.80 Internal Sliding 3.88 External Seismic FS Bearing Capacity 8.40 Powered by Vespa Bearing Pressure Page 2 1046.36 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Seismic FS Overturning 6.74 Max Eccentricity 0.05 ft Base Sliding 2.91 Crest Toppling 4.09 Internal Sliding 4.10 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 513.00 ERS-2 6.50 13.73 2.45 11.90 4 511.67 ERS-2 6.50 8.30 4.84 7.75 3 510.33 ERS-2 6.50 5.98 6.88 5.44 2 509.00 ERS-2 6.50 4.70 8.92 4.19 1 507.67 ERS-2 6.50 3.88 10.97 3.41 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 513.00 ERS-2 6.50 18.94 1.47 10.81 4 511.67 ERS-2 6.50 9.87 3.60 8.71 3 510.33 ERS-2 6.50 6.69 5.54 6.61 2 509.00 ERS-2 6.50 5.07 7.52 5.33 1 507.67 ERS-2 6.50 4.10 9.52 4.47 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 513.00 ERS-2 6.50 11.46 4 511.67 ERS-2 6.50 7.71 3 510.33 ERS-2 6.50 5.58 2 509.00 ERS-2 6.50 4.43 1 507.67 ERS-2 6.50 3.71 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 513.00 ERS-2 6.50 6.90 4 511.67 ERS-2 6.50 5.73 3 510.33 ERS-2 6.50 4.49 2 509.00 ERS-2 6.50 3.73 1 507.67 ERS-2 6.50 3.22 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point 10 1 1 10 Lowest Seismic 1 2 10 10 10 10 10 10 10 10 10 10 8 9 10 Result 1.76 1.96 2.14 2.33 2.46 2.57 2.94 3.07 3.63 4.31 Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass 10 1 1.74 Pass 10 2 1.97 Pass 10 4 2.19 Pass 10 3 2.34 Pass 10 6 2.59 Pass 10 5 2.65 Pass 10 7 3.10 Pass 10 8 3.40 Pass 10 9 4.05 Pass Powered by Vespa Page 3 Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA 10 10 5.14 Pass Wall: 3 Powered by Vespa Page 4 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 9 Details Wall: 3 Section 9 Static ICS Cross-section Section 9 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 22 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis Present E)WdTune: Toe Nov 0322:04:492020 Proffit V:\... 0 Road Toumlwmes North- Albemarle County, VA\CalculaHnreUteSSA\Tier2-3_W2P10_WR9.MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Tier 2-3 1 W2-P10 1 W3-P9 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... only, VA\Calculations\ReSSA\Tier2-3_W2P10_W3P9.MSE Original date and time of creating this file: Sat Oct 31 15:27:51 2020 PROGRAM MODE: Analysis of a General Slope using GEOSPNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA -- Reinforced Slope Stability Analysis Pmws naterrune: Toe Nov 0322:04:492020 Profit V:\... 0 Road Toumhomes North- Albemarle County, VAWalculatiom teSWTw2-3_W P10_WV9MSE INPUT DATA (EXCLUDING SOIL DATA Soil Layer # � I....... Block Face ................................. Q 2......... Reinforced. Soil ........................... Q 3......... Retained.So il............................. Q 4......... Foundation Soil ........................ REINFORCEMENT LAYOUT) Internal angle of Unit weight, y friction, Cohesion, c [lb/ft'] [deg.] [lb/ft'] 130.0 0.0 500.0 125.0 30.0 0.0 125.0 30.0 0.0 125.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 3 ERS-5 5400.00 1.25 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 3 ERS-5 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable Proffit,..a...7,......®,�.....®,�.m.,,_,�.....7,..®..�,�.....�,�.a.,,_,..a...7,..a...®,�.....®,�.m.,,_,�......�v.®..®,�.....�,�.m.,,_,�.a...7,......®,�..... Page 2 of 11 Copyright 0 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Proffit Present DatNrime: Tue Nov 03 22:04:492020 V:\... 0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_WV9 MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at Xls = 1.29 and ends at Xle = 4.54 [ft]. Load Q2 = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at X2s = 5.75 and ends at X2e = 32.75 [ft]. Load Q3 = 500.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at X3s = 32.75 and ends at X3e = 100.00 [ft]. STRIP LOAD ............................None................................... 13 SCALE: 0 2 4 6 8 10 [ft] ProffitPage 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Present DWdTune: Toe Nov 0322:04:492020 Proffit V:\_._0 Road Toumlwmes North- A bemark County, VA\C,1cu1atpreUteSSA\Tuo2-3_W2P10_W3P9 MSE TABULATED DETAILS OF GEMERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -27.00 488.00 2 -0.03 501.01 3 0.00 499.67 4 0.29 508.00 5 1.29 508.00 6 4.54 508.00 7 4.75 514.00 8 5.75 514.00 9 32.75 519.00 0 Top of Layer 2 10 -27.00 488.00 11 -0.03 501.01 12 0.00 499.67 13 1.00 499.67 14 1.29 508.00 15 4.54 508.00 16 5.54 508.00 17 5.75 514.00 18 32.75 519.00 0 Top of Layer 3 19 -27.00 488.00 20 -0.03 500.97 21 0.00 499.64 22 24.00 499.64 23 25.00 517.00 24 32.75 519.00 0 Top of Layer 4 25 -27.00 488.00 26 -0.03 500.94 27 0.00 499.60 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Present DatNrhne: Toe Nov 0322:04:492020 Proffit V:\_._0 Road Toumlwmes North- Albemarle County, VA\CalculaHnreUteSSA\Tuo2-3_W2P10_W3P9,MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -27.00 488.00 488.00 488.00 488.00 2 -0.03 501.01 501.01 500.97 500.94 3 0.00 499.67 499.67 499.64 499.60 4 0.29 508.00 499.67 499.64 499.60 5 1.00 508.00 499.67 499.64 499.60 6 1.29 508.00 508.00 499.64 499.60 7 4.54 508.00 508.00 499.64 499.60 8 4.75 514.00 508.00 499.64 499.60 9 5.54 514.00 508.00 499.64 499.60 10 5.75 514.00 514.00 499.64 499.60 11 24.00 517.38 517.38 499.64 499.60 12 25.00 517.56 517.56 517.00 499.60 13 32.75 519.00 519.00 519.00 499.60 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Present DatNrime: Toe Nov 0322:04:492020 Proffit V:\_._0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_W3P9 MSE Tavailable WE n DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative to Toe [ft] L [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-5 0.67 24.00 0.00 2.53 21.47 2600.84 2600.84 2 ERS-5 2.00 24.00 0.00 2.76 21.24 2600.84 2600.84 3 ERS-5 3.33 24.00 0.00 3.02 20.98 2600.84 2600.84 4 ERS-5 4.67 24.00 0.00 3.31 20.69 2600.84 2600.84 5 ERS-2 6.00 11.00 0.03 2.23 8.74 1237.90 1250.41 6 ERS-2 7.33 11.00 0.13 2.62 8.24 1200.39 1250.41 7 ERS-2 9.00 6.50 0.30 3.41 2.79 1125.36 1250.41 8 ERS-2 10.33 6.50 0.30 4.46 1.74 1125.36 1250.41 9 ERS-2 11.67 6.50 0.30 5.94 0.27 1125.36 1250.41 10 ERS-2 13.00 6.50 0.00 6.50 0.00 1065.33 1065.33 (') (t) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long -tern strength of the reinforcement that is related to its specified ultimate strength. Proffit Page 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Present DWdTune: Toe Nov 0322:04:492020 Profit V:\_._0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_W3P9 MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 5.75 514.00 -37.09 488.17 -23.49 514.06 29.24 3.02 2 6.99 514.23 -32.36 488.00 -21.63 514.54 28.62 2.51 3 8.22 514.46 -31.23 488.14 -20.57 514.88 28.79 2.25 4 9.45 514.69 -29.56 488.06 -19.16 514.71 28.61 2.03 5 10.68 514.91 -28.41 488.18 -18.10 515.05 28.78 1.86 6 11.92 515.14 -28.41 488.18 -17.78 515.92 29.71 1.71 7 13.15 515.37 -28.41 488.14 -19.01 519.13 32.38 1.61 8 14.38 515.60 -28.41 488.10 -20.53 522.88 35.66 1.54 9 15.62 515.83 -28.41 488.08 -21.85 526.47 38.95 1.49 10 16.85 516.06 -28.41 488.05 -23.46 530.63 42.86 1.45 11 18.08 516.28 -28.41 488.04 -23.99 533.16 45.33 1.43 12 19.31 516.51 -28.41 488.04 -24.59 535.87 47.99 1.42 13 20.55 516.74 -30.00 488.06 -25.02 538.16 50.36 1.41 14 21.78 516.97 -29.99 488.04 -25.70 541.15 53.28 1.40 15 23.01 517.20 -29.98 488.04 -25.58 542.79 54.92 1.40 16 24.25 517.43 -29.97 488.03 -26.37 546.09 58.17 1.40 17 25.48 517.65 -29.96 488.03 -26.28 547.83 59.91 1.40 18 26.71 517.88 -31.46 488.04 -26.54 550.08 62.23 1.40 19 27.95 518.11 -31.22 488.02 -27.43 553.79 65.88 1.40 20 29.18 518.34 -31.25 488.02 -27.34 555.61 67.70 1.41 21 30.41 518.57 -31.27 488.02 -27.24 557.44 69.53 1.42 22 31.64 518.80 -32.81 488.03 -28.48 561.85 73.95 1.42 23 32.88 519.00 -29.88 488.17 -13.00 533.10 47.99 1.41 24 34.11 519.00 -31.29 488.14 -14.16 536.57 51.37 1.38 25 35.34 519.00 -29.86 488.14 -13.90 538.73 53.05 1.35 26 36.58 519.00 -29.85 488.12 -14.78 542.59 56.52 1.33 27 37.81 519.00 -32.60 488.06 -17.23 548.66 62.52 1.32 28 39.04 519.00 -31.21 488.07 -17.33 551.78 65.21 1.31 29 40.27 519.00 -31.19 488.06 -17.82 555.19 68.45 1.30 �.51 519.00 �51 488.03 OK 31 42.74 519.00 -32.48 488.02 -19.20 562.59 75.74 1.30 32 43.97 519.00 -31.13 488.04 -19.77 567.05 79.83 1.31 33 45.21 519.00 -34.58 488.11 -21.80 573.57 86.42 1.32 34 46.44 519.00 -32.40 488.00 -22.76 579.25 91.76 1.33 35 47.67 519.00 -35.78 488.05 -24.92 586.74 99.29 1.34 36 48.90 519.00 -35.74 488.04 -26.12 592.91 105.31 1.35 37 50.14 519.00 -35.46 488.01 -27.48 599.69 111.97 1.37 38 51.37 519.00 -35.58 488.02 -29.05 607.18 119.34 1.39 39 52.60 519.00 -35.61 488.01 -30.84 615.49 127.57 1.41 40 53.84 519.00 -27.32 488.02 -32.69 623.88 135.96 1.43 41 55.07 519.00 -27.14 488.03 -32.82 627.70 139.79 1.45 42 56.30 519.00 -26.96 488.05 -35.88 639.55 151.76 1.47 43 57.53 519.00 -27.68 488.02 -39.49 653.19 165.59 1.49 44 58.77 519.00 -27.51 488.03 -39.83 658.02 170.43 1.52 45 60.00 519.00 -27.32 488.05 -44.26 674.53 187.24 1.54 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. Proffit Page 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Present DWdTune: Toe Nov 0322:04:492020 Proffit V:\_._0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_W3P9 MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -50.11 488.03 43.97 519.00 -26.65 575.15 90.22 1.36 2 -49.09 488.14 43.97 519.00 -26.58 576.02 90.72 1.35 3 -48.02 488.25 43.97 519.00 -25.59 574.11 88.75 1.35 4 -45.95 488.09 43.97 519.00 -24.59 572.21 86.79 1.34 5 -44.93 488.21 42.74 519.00 -23.98 568.76 83.23 1.33 6 -42.85 488.05 42.74 519.00 -22.97 566.91 81.32 1.33 7 -41.70 488.12 42.74 519.00 -22.84 567.44 81.53 1.32 8 -40.51 488.19 42.74 519.00 -21.81 565.53 79.57 1.31 9 -38.41 488.04 42.74 519.00 -21.66 565.97 79.71 1.31 10 -37.18 488.09 42.74 519.00 -20.61 564.01 77.71 1.31 11 -35.96 488.16 41.51 519.00 -19.05 558.38 72.23 1.31 12 -34.67 488.18 41.51 519.00 -18.82 558.57 72.15 1.30 r 32.51 488.03 � 519.00 OK 14 -31.17 488.06 41.51 519.00 -17.51 556.79 70.08 1.30 15 -29.81 488.07 41.51 519.00 -17.27 556.85 69.91 1.30 16 -28.41 488.08 41.51 519.00 -17.04 556.86 69.72 1.31 17 -27.06 488.35 41.51 519.00 -15.85 555.30 67.88 1.31 18 -25.58 489.06 41.51 519.00 -14.60 554.60 66.45 1.32 19 -24.10 489.77 41.51 519.00 -13.36 553.90 65.02 1.34 20 -22.28 490.42 41.51 519.00 -11.30 551.39 61.95 1.35 21 -20.81 491.13 41.51 519.00 -10.07 550.73 60.56 1.37 22 -19.69 491.92 41.51 519.00 -8.11 548.43 57.69 1.39 23 -18.21 492.62 41.51 519.00 -6.90 547.81 56.33 1.41 24 -16.39 493.27 41.51 519.00 -5.02 545.69 53.64 1.43 25 -15.21 494.05 41.51 519.00 -3.21 543.72 51.09 1.46 26 -13.73 494.76 41.51 519.00 -2.03 543.16 49.79 1.49 27 -11.90 495.38 41.51 519.00 -0.30 541.34 47.40 1.53 28 -10.51 496.11 42.74 519.00 1.22 542.22 47.58 1.58 29 -9.04 496.83 42.74 519.00 2.89 540.50 45.28 1.63 30 -7.42 497.47 21.78 516.97 -9.81 532.68 35.28 1.69 31 -5.99 498.18 23.01 517.20 -9.82 535.64 37.66 1.74 32 -4.58 498.88 23.01 517.20 -8.12 534.15 35.45 1.79 33 -3.09 499.61 24.25 517.43 -1.96 527.76 28.17 1.93 34 -1.72 500.44 39.04 519.00 11.15 526.20 28.80 2.24 35 -0.15 499.61 25.48 517.65 -28.80 567.51 73.70 1.72 36 -2.87 499.67 24.25 517.43 -1.38 526.98 27.35 1.96 37 0.00 499.67 0.00 499.67 0.00 499.67 0.00 N/A #10 - Overhanging Cliff 38 -0.02 502.06 25.48 517.65 -6.97 542.07 40.61 1.68 39 0.04 503.28 24.25 517.43 -0.37 531.78 28.50 1.65 40 0.11 504.49 21.78 516.97 0.17 529.45 24.96 1.55 41 0.17 505.69 19.31 516.51 -0.62 529.44 23.76 1.57 42 0.23 506.90 19.31 516.51 2.59 525.97 19.21 1.81 43 1.29 508.00 16.85 516.06 4.81 520.26 12.76 1.63 44 4.47 508.63 16.85 516.06 -15.57 556.10 51.52 1.63 45 4.44 507.98 16.85 516.06 -3.26 533.40 26.56 1.67 46 0.14 508.05 18.08 516.28 4.74 521.69 14.40 1.73 47 4.50 509.21 16.85 516.06 2.31 527.74 18.65 1.79 48 4.56 510.45 15.62 515.83 3.81 526.04 15.61 2.00 49 4.63 511.68 18.08 516.28 4.67 533.50 21.82 2.35 50 4.69 512.90 36.58 519.00 10.57 568.59 56.00 2.95 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. Proffit Page 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Present DatNrhne: Tue Nov 03 22:04:492020 V:\... 0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_W3P9 MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xc, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 0.00 0.00 499.67 1.18 499.67 33.35 519.00 1.75 OK Reinf. Layer#1 0.67 0.02 500.34 3.39 500.34 29.06 518.32 1.76 OK Reinf. Layer #2 2.00 0.07 501.67 5.38 501.67 29.18 518.34 1.75 OK Reinf. Layer #3 3.33 0.12 503.00 6.37 503.00 34.09 519.00 1.75 OK Reinf Layer 44 4.67 0.16 504.34 T47 504.34 27.86 518.09 1.73 OK Reinf. Layer #5 �21 505.67 10.94 505.67 26.52 517.85 1.59 OK Reinf Layer 46 7.33 0.26 507.00 11.04 507.00 25.07 517.58 1.64 OK Reinf Layer #7 9.00 4.56 508.67 9.43 508.67 20.00 516.64 1.62 OK Reinf. Layer #8 10.33 4.61 510.00 11.02 510.00 20.22 516.68 1.76 OK Reinf. Layer #9 11.67 4.66 511.34 11.12 511.34 18.59 516.38 1.95 OK Reinf. Layer#10 13.00 4.70 512.67 11.12 512.67 16.72 516.03 2.28 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Present E)WdTune: Toe Nov 0322:04:492020 Proffit V:\_._0 Road Toumlwmes North- Albemarle County, VA\Ca1cu1atpreUteSSA\Tuo2-3_W2P10_WV9 MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.30 Critical Circle: Xc =-18.60[ft], Yc = 558.73[ft], R = 72.05[ft]. (Number of slices used = 63 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.59 Critical Two -Part Wedge: (Xa = 0.21, Ya = 505.67) [ft] (Xb = 10.94, Yb = 505.67) [ft] (Xc = 26.52, Yc = 517.85) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 25.50 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 02468 10[ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Presera DotdTune: Tw Nov 0322:04:492020 V:\... 0 Road Toumlwmes North - Albemarle County, VA\Colcu1uiouUu SSA\Tier2-3 W2P10_W3P9MSE L�r �v:151a1 length of Slope REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES ength Used in Calculotions Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 3 ERS-5 0.67 24.00 1.00 0.02 1640.01 24.02 1640.01 0.00 0.00 2 3 ERS-5 2.00 24.00 1.00 0.07 1641.34 24.07 1641.34 0.00 0.00 3 3 ERS-5 3.33 24.00 1.00 0.12 1642.67 24.12 1642.67 0.00 0.00 4 3 ERS-5 4.67 24.00 1.00 0.16 1644.01 24.16 1644.01 0.00 0.00 5 1 ERS-2 6.00 11.00 1.00 0.21 1645.34 11.21 1645.34 0.00 0.00 6 1 ERS-2 7.33 11.00 1.00 0.26 1646.67 11.26 1646.67 0.00 0.00 7 1 ERS-2 9.00 6.50 1.00 4.56 1648.34 11.06 1648.34 0.00 0.00 8 1 ERS-2 10.33 6.50 1.00 4.61 1649.67 11.11 1649.67 0.00 0.00 9 1 ERS-2 11.67 6.50 1.00 4.66 1651.01 11.16 1651.01 0.00 0.00 10 1 ERS-2 13.00 6.50 1.00 4.70 1652.34 11.20 1652.34 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 ERS-2 1.00 48.00 3 ERS-5 1.00 96.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 Section #17 at Station 132.00 Report Date November 05, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch MEN wq A` A` A r� Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (f) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 7.67 Back Slope 0.00° LL Surcharge 100 DL Surcharge 1,156 Design Height 7.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 3.25 ft Embedment 1.90 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 7.37 Bearing Pressure 1899.64 Ib/ft' Overturning 10.01 Max Eccentricity 0.00 ft Base Sliding 3.13 Crest Toppling 3.20 Internal Sliding 3.30 External Seismic FS Bearing Capacity 7.78 Powered by Vespa Bearing Pressure Page 2 1800.68 Ib/ft' Printed 11/52020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 External Seismic FS Overturning 10.11 Max Eccentricity 0.00 ft Base Sliding 3.16 Crest Toppling 4.34 Internal Sliding 3.32 Internal Static Layer Elevation [ft] Rein. Length [ft] Internal Sliding FS Pullout FS Tensile Overstress FS 6 505.67 ERS-2 10.00 15.28 60.53 13.64 5 504.33 ERS-2 10.00 7.42 52.93 8.89 4 503.00 ERS-2 10.00 5.22 33.56 4.36 3 501.67 ERS-2 10.00 4.16 17.84 1.85 2 500.33 ERS-2 10.00 3.53 27.03 2.29 1 499.67 ERS-2 10.00 3.30 27.97 2.16 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 6 505.67 ERS-2 10.00 15.63 37.98 12.92 5 504.33 ERS-2 10.00 7.56 40.42 10.25 4 503.00 ERS-2 10.00 5.30 29.13 5.72 3 501.67 ERS-2 10.00 4.21 16.76 2.63 2 500.33 ERS-2 10.00 3.56 25.51 3.26 1 499.67 ERS-2 10.00 3.32 26.48 3.08 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 6 505.67 ERS-2 10.00 13.14 5 504.33 ERS-2 10.00 8.84 4 503.00 ERS-2 10.00 4.48 3 501.67 ERS-2 10.00 1.96 2 500.33 ERS-2 10.00 2.49 1 499.67 ERS-2 10.00 2.38 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 6 505.67 ERS-2 10.00 8.24 5 504.33 ERS-2 10.00 6.75 4 503.00 ERS-2 10.00 3.89 3 501.67 ERS-2 10.00 1.84 2 500.33 ERS-2 10.00 2.35 1 499.67 ERS-2 10.00 2.25 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 6 1 1.74 Pass 1 6 3 1.87 Pass 1 6 2 1.90 Pass 1 4 5 2.09 Pass 1 6 4 2.10 Pass 1 5 6 2.43 Pass 1 1 7 2.47 Pass 1 2 8 3.01 Pass 1 1 9 3.32 Pass 1 1 10 5.36 Pass 10 Lowest Seismic 1 6 1 1.57 Pass 1 6 3 1.76 Pass 3 6 2 1.76 Pass 3 4 4 1.95 Pass 1 4 5 1.96 Pass Powered by Vespa Page 3 Printed 11/512020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 8 2.25 Pass 7 2.29 Pass 8 2.79 Pass 9 3.25 Pass 10 4.91 Pass Powered by Vespa Page 4 Printed 11/512020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 17 Details Wall: 2 Section 17 Static ICS Cross-section Section 17 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 9 Printed 11/5/2020 k, Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Wall: 3 Section #12 at Station 156.00 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch w` w`+ A�r� Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (f) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 7.67 Back Slope 0.00° LL Surcharge 100 DL Surcharge 0 Design Height 7.67 ft Crest Offset 0.00 ft LL Offset 1.00 ft DL Offset 0.00 ft Embedment 0.97 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 7.63 Bearing Pressure 1155.51 Ib/ft' Overturning 7.89 Max Eccentricity 0.10 ft Base Sliding 3.51 Crest Toppling 4.22 Internal Sliding 5.02 External Seismic FS Bearing Capacity 8.30 Powered by Vespa Bearing Pressure Page 5 1062.29 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Seismic FS Overturning 8.14 Max Eccentricity 0.08 ft Base Sliding 3.58 Crest Toppling 2.19 Internal Sliding 5.15 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.67 ERS-2 6.50 23.11 2.48 9.87 4 510.33 ERS-2 6.50 12.22 5.09 7.33 3 509.00 ERS-2 6.50 8.26 7.35 5.42 2 507.67 ERS-2 6.50 6.24 9.61 4.31 1 506.33 ERS-2 6.50 5.02 11.87 3.57 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.67 ERS-2 6.50 26.59 1.35 8.13 4 510.33 ERS-2 6.50 13.30 4.04 8.78 3 509.00 ERS-2 6.50 8.73 6.16 6.87 2 507.67 ERS-2 6.50 6.47 8.34 5.64 1 506.33 ERS-2 6.50 5.15 10.54 4.78 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.67 ERS-2 6.50 9.66 4 510.33 ERS-2 6.50 7.40 3 509.00 ERS-2 6.50 5.65 2 507.67 ERS-2 6.50 4.62 1 506.33 ERS-2 6.50 3.94 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.67 ERS-2 6.50 5.27 4 510.33 ERS-2 6.50 5.87 3 509.00 ERS-2 6.50 4.74 2 507.67 ERS-2 6.50 4.01 1 506.33 ERS-2 6.50 3.50 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 2.04 Pass 2 7 2 2.36 Pass 4 7 4 2.73 Pass 1 10 3 2.93 Pass 4 5 6 3.35 Pass 1 9 5 3.47 Pass 1 7 7 4.47 Pass 8 3 8 4.65 Pass 6 5 9 7.01 Pass 10 1 10 9.58 Pass 10 Lowest Seismic 1 10 1 1.99 Pass 3 8 2 2.40 Pass 4 7 4 2.84 Pass 8 6 3 2.95 Pass 1 9 5 3.57 Pass 9 6 6 3.62 Pass 1 7 7 4.82 Pass 8 3 8 5.59 Pass 6 5 9 8.46 Pass Powered by Vespa Page 6 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS136 - Proffit [Rev. 1] Albemarle County, VA 10 14.69 Pass Wall: 3 Powered by Vespa Page 7 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 12 Details Wall: 3 Section 12 Static ICS Cross-section k 444kyJ k k k 4 4 4 J k k k Section 12 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 23 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis Present Dwe/ri Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P17_W3P12 MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Tier 2-3 1 W2-P17 I W3-P12 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... nty, VA\Calculations\ReSSA\Tier2-3_W2P17_W3P12.MSE Original date and time of creating this file: Fri Oct 30 15:31:25 2020 PROGRAM MODE: Analysis of a General Slope using GEOSPNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoProgramsxom License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tier2-3_W2P17_W3P12 MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Unit weight, y Soil Layer #: [lb/ft 3] � I....... Block Face .......................................... 130.0 7-12....... Reinforced Sod ................................. 125.0 =3......, Retained Soil(GP)............................. 105.0 =4......, Foundation Soil ................................. 125.0 REINFORCEMENT Internal angle of friction, Cohesion, c [deg.] [lb/ft ] 0.0 500.0 30.0 0.0 38.0 0.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tull Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable ProffitPage 2 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P17_W3P12 MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at Xls = 1.27 and ends at Xle = 4.52 [ft]. Load Q2 = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at X2s = 5.90 and ends at X2e = 100.00 [ft]. Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: 10 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m1atmmTxSSA\Tie,2-3_W2P17_W3P12 MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -0.03 500.90 2 0.00 499.00 3 0.27 506.67 4 1.27 506.67 5 4.52 506.67 6 4.76 513.33 7 5.76 513.33 0 Top of Layer 2 8 -0.03 500.90 9 0.00 499.00 10 1.00 499.00 11 1.27 506.67 12 4.52 506.67 13 5.52 506.67 14 5.76 513.33 0 Top of Layer 3 15 -0.03 500.87 16 0.00 498.97 17 11.00 498.97 18 11.70 513.33 0 Top of Layer 4 19 -0.03 500.83 20 0.00 498.93 21 11.00 498.93 22 11.02 498.25 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P17_W3P12 MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -0.03 500.90 500.90 500.87 500.83 2 0.00 499.00 499.00 498.97 498.93 3 0.27 506.67 499.00 498.97 498.93 4 1.00 506.67 499.00 498.97 498.93 5 1.27 506.67 506.67 498.97 498.93 6 4.52 506.67 506.67 498.97 498.93 7 4.76 513.33 506.67 498.97 498.93 8 5.52 513.33 506.67 498.97 498.93 9 5.76 513.33 513.33 498.97 498.93 10 11.00 513.33 513.33 498.97 498.93 11 11.02 513.33 513.33 499.38 498.25 12 11.70 513.33 513.33 513.33 498.25 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 0512'36:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTxSSA\Tie,2-3_W21`17_W3P12 MSE Tavailable WE n DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative L to Toe [ft] [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-2 1.33 10.00 0.00 1.57 8.43 1250.41 1250.41 2 ERS-2 2.67 10.00 0.00 1.77 8.23 1250.41 1250.41 3 ERS-2 4.00 10.00 0.00 1.97 8.03 1250.41 1250.41 4 ERS-2 5.33 10.00 0.03 2.26 7.70 1237.90 1250.41 5 ERS-2 6.67 10.00 0.13 2.66 7.21 1200.39 1250.41 6 ERS-2 8.67 6.50 0.30 3.61 2.60 1125.36 1250.41 7 ERS-2 10.00 6.50 0.30 4.69 1.51 1125.36 1250.41 8 ERS-2 11.33 6.50 0.30 6.04 0.17 1125.36 1250.41 9 ERS-2 12.67 6.50 0.00 6.50 0.00 1008.17 1008.17(') (�) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long -tern strength of the reinforcement that is related to its specified ultimate strength. Proffit Page 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date(Ti Thu Nov 0512'36:372020 V\._.fit Rood Townhomes North- Albemarle Comty, VA\Cam1atmmTxSSA\Tie,2-3_W21`17_W3P12MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 5.90 513.33 -0.03 498.97 -15.14 513.62 21.04 4.90 2 6.91 513.33 -0.01 498.99 -11.72 513.48 18.63 3.17 3 7.91 513.33 -0.14 498.91 -9.46 513.57 17.37 2.58 4 8.91 513.33 -0.14 498.93 -7.41 513.54 16.32 2.20 5 9.91 513.33 -0.14 498.95 -5.54 513.42 15.45 1.92 6 10.91 513.33 -0.14 498.96 4.15 513.48 15.07 1.69 7 11.92 513.33 -0.14 498.97 -2.81 513.46 14.73 1.49 8 12.92 513.33 -0.14 498.97 -3.42 515.07 16.43 1.42 9 13.92 513.33 -0.14 498.96 -5.04 517.83 19.49 1.38 10 14.92 513.33 -0.14 498.96 -7.33 521.57 23.74 1.36 �5.93 513.33 -0.14 498.95 -10.72 526.93 29.92 M OK 12 16.93 513.33 -0.14 498.96 -6.73 524.11 26.00 1.36 13 17.93 513.33 -0.14 498.96 -9.10 528.77 31.13 1.37 14 18.93 513.33 -0.14 498.96 -11.20 533.47 36.24 1.39 15 19.93 513.33 -0.14 498.96 -12.47 537.37 40.35 1.41 16 20.94 513.33 -0.14 498.95 -22.15 553.82 59.12 1.44 17 21.94 513.33 -0.14 498.96 -13.77 544.04 47.10 1.46 18 22.94 513.33 -0.14 498.96 -15.29 549.00 52.28 1.49 19 23.94 513.33 -0.14 498.96 -16.98 554.54 58.07 1.53 20 24.95 513.33 -0.14 498.96 -18.87 560.73 64.55 1.56 21 25.95 513.33 -0.14 498.96 -24.20 573.47 78.30 1.59 22 26.95 513.33 -0.14 498.96 -27.15 582.57 87.88 1.63 23 27.95 513.33 -0.14 498.95 -36.10 603.84 110.88 1.66 24 28.95 513.33 -0.14 498.95 -41.21 618.68 126.57 1.70 25 29.96 513.33 -0.14 498.95 -58.56 659.89 171.22 1.74 26 30.96 513.33 -0.14 498.95 -69.16 689.02 202.22 1.77 27 31.96 513.33 -0.14 498.95 -114.22 796.55 318.72 1.81 28 32.96 513.33 -0.14 498.95 -147.87 884.21 412.62 1.85 29 33.96 513.33 -0.14 498.95 -201.86 1024.86 563.27 1.88 30 34.97 513.33 -0.14 498.95 -1425.17 4026.41 3804.43 1.92 31 35.97 513.33 -0.14 498.95 -550.45 1932.96 1535.98 1.97 32 36.97 513.33 -0.14 498.95 -2186.41 6194.80 6101.03 2.01 33 37.97 513.33 -0.14 498.95 -589.27 2118.02 1722.92 2.07 34 38.98 513.33 -0.14 498.95 -2179.68 6487.61 6372.94 2.11 35 39.98 513.33 -0.14 498.95 -550.09 2096.56 1689.62 2.18 36 40.98 513.33 -0.14 498.95 -1478.97 4794.25 4542.74 2.22 37 41.98 513.33 -0.14 498.96 -463.94 1926.85 1501.33 2.29 38 42.98 513.33 -0.14 498.96 -917.64 3323.21 2969.55 2.33 39 43.99 513.33 -0.14 498.96 -9189.57 28781.58 29738.07 2.37 40 44.99 513.33 -0.14 498.96 -592.17 2435.90 2025.40 2.43 41 45.99 513.33 -0.14 498.96 -1318.24 4810.77 4508.78 2.47 42 46.99 513.33 -0.14 498.96 -404.81 1910.74 1468.64 2.52 43 48.00 513.33 -0.14 498.96 -633.85 2709.51 2299.59 2.55 44 49.00 513.33 -0.14 498.96 -1333.87 5150.76 4839.22 2.59 45 50.00 513.33 -0.14 498.96 -388.66 1949.50 1501.67 2.64 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date(Ti Thu Nov 0512'36:372020 V\._.fit Rood Townhomes North- Albemarle Comty, VA\Cam1atmmTxSSA\Tie,2-3_W21`17_W3P12MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -50.47 501.08 29.96 513.33 -20.86 576.82 81.32 3.11 2 -49.05 501.11 28.95 513.33 -20.08 571.30 75.93 3.05 3 -47.61 501.14 27.95 513.33 -19.34 566.19 70.93 2.98 4 -45.76 500.97 28.95 513.33 -18.88 570.47 74.52 2.91 5 -44.21 500.94 28.95 513.33 -18.07 568.76 72.69 2.84 6 -42.78 500.96 27.95 513.33 -17.30 563.64 67.66 2.77 7 -41.26 500.94 27.95 513.33 -16.48 562.02 65.92 2.70 8 -39.79 500.94 26.95 513.33 -15.75 557.35 61.32 2.63 9 -38.32 500.94 26.95 513.33 -14.93 555.81 59.65 2.57 10 -36.84 500.94 25.95 513.33 -14.22 551.55 55.44 2.50 11 -35.37 500.94 24.95 513.33 -13.53 547.58 51.51 2.44 12 -34.36 501.16 24.95 513.33 -12.70 546.19 49.97 2.37 13 -32.44 500.94 22.94 513.33 -13.36 545.63 48.60 2.31 14 -31.41 501.13 22.94 513.33 -12.52 544.15 46.99 2.25 15 -29.91 501.13 21.94 513.33 -11.80 540.45 43.29 2.19 16 -28.34 501.08 21.94 513.33 -10.96 539.04 41.75 2.13 17 -26.66 500.98 21.94 513.33 -10.39 538.77 41.14 2.08 18 -25.27 501.03 20.94 513.33 -9.40 534.35 36.91 2.02 19 -23.85 501.06 19.93 513.33 -8.47 530.45 33.17 1.97 20 -22.19 500.96 19.93 513.33 -7.85 530.04 32.42 1.91 21 -20.75 500.99 18.93 513.33 -6.94 526.56 29.06 1.86 22 -19.50 501.10 18.93 513.33 -6.29 526.08 28.26 1.81 23 -17.95 501.07 17.93 513.33 -5.60 523.55 25.66 1.77 24 -16.39 501.01 17.93 513.33 -4.71 522.46 24.41 1.73 25 -14.97 501.06 16.93 513.33 -3.67 519.27 21.43 1.69 26 -13.40 501.00 16.93 513.33 -2.77 518.32 20.32 1.66 27 -11.84 500.95 15.93 513.33 -2.08 516.39 18.27 1.64 28 -10.56 501.08 14.92 513.33 -1.38 514.62 16.36 1.62 29 -8.94 500.97 14.92 513.33 -0.59 514.07 15.53 1.62 30 -7.48 500.98 14.92 513.33 0.22 513.50 14.70 1.63 31 -6.15 501.06 16.93 513.33 1.73 514.08 15.22 1.76 32 -4.54 500.98 18.93 513.33 3.82 513.58 15.11 2.06 33 -3.15 501.07 23.94 513.33 7.44 513.73 16.50 3.22 34 0.00 499.00 0.00 499.00 0.00 499.00 0.00 N/A #10 -Overhanging Cliff WL -0.14 498.95 15.93 513.33 -10.72 526.93 29.92 ' OK 36 0.00 499.00 0.00 499.00 0.00 499.00 0.00 N/A #10 - Overhanging Cliff 37 -0.07 500.27 15.93 513.33 -5.16 522.83 23.12 1.59 38 0.00 501.59 15.93 513.33 -1.55 520.37 18.84 1.72 39 0.07 502.90 14.92 513.33 -0.75 519.85 16.98 1.84 40 0.14 504.21 14.92 513.33 1.87 517.94 13.84 1.96 41 0.21 505.50 13.92 513.33 2.20 517.94 12.60 2.00 42 1.27 506.67 13.92 513.33 4.12 516.60 10.33 1.73 43 2.81 506.68 13.92 513.33 4.46 516.54 9.99 1.77 44 4.51 506.67 13.92 513.33 -1.46 525.08 19.35 1.75 45 4.53 507.00 13.92 513.33 -0.52 524.62 18.33 1.91 46 4.48 508.12 12.92 513.33 3.63 518.94 10.85 2.04 47 4.54 509.25 12.92 513.33 3.76 521.49 12.27 2.19 48 4.60 510.37 10.91 513.33 2.37 523.32 13.15 2.51 49 4.66 511.51 10.91 513.33 5.96 518.68 7.29 5.08 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date(Ti Thu Nov 0512'36:372020 V\._. fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTxSSA\Tie,2-3_W21`17_W3P12MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xe, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 0.00 18.5 Minimum on Edge Reinf. Layer#1 1.33 0.05 500.33 4.36 500.33 18.79 513.33 1.55 OK Reinf. Layer #2 2.67 0.09 501.67 4.36 501.67 17.31 513.33 1.63 OK Reinf. Layer #3 4.00 0.14 503.00 5.45 503.00 17.76 513.33 1.72 OK Reinf. Layer #4 5.33 0.19 504.33 4.46 504.33 17.31 513.33 1.79 OK Reinf. Layer #5 6.67 0.23 505.67 5.54 505.67 15.35 513.33 1.86 OK Reinf. Layer #6 8.67 4.56 507.67 5.54 507.67 13.62 513.33 2.04 OK Reinf. Layer #7 10.00 4.60 509.00 9.37 509.00 14.72 513.33 2.33 OK Reinf. Layer #8 11.33 4.65 510.33 9.47 510.33 13.31 513.33 2.71 OK Reinf. Layer #9 12.67 4.70 511.67 6.28 511.67 7.67 513.33 3.17 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P17_W3P12 MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.36 Critical Circle: Xc =-10.72[ft], Yc = 526.93[ft], R = 29.92[ft]. (Number of slices used = 58 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.48 Critical Two -Part Wedge: (Xa = 0.00, Ya = 499.00) [ft] (Xb = 0.20, Yb = 499.00) [ft] (Xc = 18.54, Yc = 513.33) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 37.77 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 10 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Ti Thu Nov 051236:372020 Proffit Vi a Rood Townhomes North -Albemarle Comty, VA\Cam6tiomTx$SMTer2-3_W2PI? W3P12MSE REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES L�r �v:1511 ength Used in Calculations Illll////I// L ngth dslope Height Embedded Covergae Layer Reinf Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 1 ERS-2 1.33 10.00 1.00 0.05 1638.47 10.05 1638.47 0.00 0.00 2 1 ERS-2 2.67 10.00 1.00 0.09 1639.81 10.09 1639.81 0.00 0.00 3 1 ERS-2 4.00 10.00 1.00 0.14 1641.14 10.14 1641.14 0.00 0.00 4 1 ERS-2 5.33 10.00 1.00 0.19 1642.47 10.19 1642.47 0.00 0.00 5 1 ERS-2 6.67 10.00 1.00 0.23 1643.81 10.23 1643.81 0.00 0.00 6 1 ERS-2 8.67 6.50 1.00 4.56 1645.81 11.06 1645.81 0.00 0.00 7 1 ERS-2 10.00 6.50 1.00 4.60 1647.14 11.10 1647.14 0.00 0.00 8 1 ERS-2 11.33 6.50 1.00 4.65 1648.47 11.15 1648.47 0.00 0.00 9 1 ERS-2 12.67 6.50 1.00 4.70 1649.81 11.20 1649.81 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft ] / length of slope [ft] I ERS-2 1.00 76.00 Prof0t a.m..�a.m..�a.s..�,�.e..�,a.e..�,�.a..�,�.....®,�....,�,�....,�a....,�a....,�a.....�a.....�a.m..�a.m..�,�.e..�,a.e..�,a.a..�,�.... Page 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 Section #26 at Station 143.25 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch :1 !;r i\,, Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (f) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 13.00 Back Slope 0.00° LL Surcharge 100 DL Surcharge 1,165 Design Height 13.00 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 3.25 ft Embedment 2.04 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-5-ERS-5 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tult 5,400.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 2,600.84 Wit RFid 1.25 Cds 0.80 Ci 0.80 Connection/Shear Properties ocsl 1,438.00 lb/ft IP-1 2,068.00 lb/ft acs2 2,281.00 Ib/ft IP-2 3,400.00 lb/ft acs max 2,582.00 Wit au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft ERS-2 -ERS-2 Supplier: User defined, Fill Type: 3/4"- gravels or aggregate Tuft 2,700.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFid 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00Ib/ft acs2 1,712.00 lb/ft IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 Powered by Vespa Page 8 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 External Static FS Bearing Capacity 9.92 Bearing Pressure 2821.51 Ib/ft' Overturning 16.63 Max Eccentricity 0.00 ft Base Sliding 4.67 Crest Toppling 1.73 Internal Sliding 4.22 External Seismic FS Bearing Capacity 10.29 Bearing Pressure 2720.39 Ib/ft' Overturning 16.22 Max Eccentricity 0.00 ft Base Sliding 4.56 Crest Toppling 2.20 Internal Sliding 4.13 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 9 504.33 ERS-2 12.00 19.58 29.67 8.09 8 503.00 ERS-2 12.00 11.35 35.05 6.86 7 501.67 ERS-2 12.00 8.15 13.05 1.93 6 500.33 ERS-5 20.00 7.59 34.79 3.67 5 499.00 ERS-5 20.00 6.46 37.09 3.38 4 497.67 ERS-5 20.00 5.68 39.38 3.14 3 496.33 ERS-5 20.00 5.09 41.67 2.93 2 495.00 ERS-5 20.00 4.62 43.95 2.74 1 493.67 ERS-5 20.00 4.22 46.23 2.58 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 9 504.33 ERS-2 12.00 20.65 15.22 6.27 8 503.00 ERS-2 12.00 12.43 24.01 7.09 7 501.67 ERS-2 12.00 9.20 11.56 2.58 6 500.33 ERS-5 20.00 7.45 31.11 4.95 5 499.00 ERS-5 20.00 6.34 33.44 4.61 4 497.67 ERS-5 20.00 5.56 35.76 4.30 3 496.33 ERS-5 20.00 4.99 38.08 4.04 2 495.00 ERS-5 20.00 4.52 40.38 3.80 1 493.67 ERS-5 20.00 4.13 42.69 3.60 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 9 504.33 ERS-2 12.00 7.92 8 503.00 ERS-2 12.00 6.92 7 501.67 ERS-2 12.00 2.01 6 500.33 ERS-5 20.00 2.42 5 499.00 ERS-5 20.00 2.32 4 497.67 ERS-5 20.00 2.23 3 496.33 ERS-5 20.00 2.15 2 495.00 ERS-5 20.00 2.08 1 493.67 ERS-5 20.00 2.02 Connection Facing Seismic Layer Elevation [ft] Rein. Length [ft] Strength FS 9 504.33 ERS-2 12.00 4.06 8 503.00 ERS-2 12.00 4.74 7 501.67 ERS-2 12.00 1.78 6 500.33 ERS-5 20.00 2.16 5 499.00 ERS-5 20.00 2.09 4 497.67 ERS-5 20.00 2.02 3 496.33 ERS-5 20.00 1.96 2 495.00 ERS-5 20.00 1.91 1 493.67 ERS-5 20.00 1.87 Powered by Vespa Page 9 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Wall: 2 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 10 1 2 2.18 Pass 1 10 1 2.22 Pass 10 1 4 2.22 Pass 10 1 6 2.27 Pass 10 1 8 2.29 Pass 10 1 3 2.30 Pass 8 1 10 2.31 Pass 10 1 5 2.36 Pass 10 1 7 2.42 Pass 10 1 9 2.47 Pass 10 Lowest Seismic 10 1 2 1.85 Pass 10 1 4 1.91 Pass 10 1 3 1.94 Pass 1 10 1 1.95 Pass 10 1 6 1.98 Pass 10 1 5 2.02 Pass 10 1 8 2.04 Pass 10 1 7 2.10 Pass 8 1 10 2.12 Pass 10 1 9 2.19 Pass Powered by Vespa Page 10 Printed 11 /412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 26 Details Wall: 2 Section 26 Static ICS Cross-section Section 26 Seismic ICS Cross-section 444 ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 18 Printed 11/412020 k, Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section #15 at Station 164.25 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition I 4 - Design Static and Seismic • r Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree _ Seismic As 0.10 Default Deflection of 2.00 inch Soil Parameters In Situ --- Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (f) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 7.00 Back Slope 14.04o LL Surcharge 100 DL Surcharge 0 Design Height 7.00 ft Crest Offset 8.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.00 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 8.27 Bearing Pressure 1168.91 Ib/ft' Overturning 6.89 Max Eccentricity 0.05 ft Base Sliding 3.02 Crest Toppling 2.64 Internal Sliding 4.40 External Seismic FS Bearing Capacity 9.19 Powered by Vespa Bearing Pressure Page 8 1051.87 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Seismic FS Overturning 7.48 Max Eccentricity 0.00 ft Base Sliding 3.16 Crest Toppling 3.98 Internal Sliding 4.67 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.00 ERS-2 7.00 11.49 6.46 17.11 4 510.33 ERS-2 7.00 9.27 7.68 12.71 3 509.00 ERS-2 7.00 6.72 8.03 6.60 2 507.67 ERS-2 7.00 5.30 9.98 4.89 1 506.33 ERS-2 7.00 4.40 7.57 2.46 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.00 ERS-2 7.00 15.25 3.82 15.26 4 510.33 ERS-2 7.00 11.36 5.54 13.84 3 509.00 ERS-2 7.00 7.61 6.34 7.87 2 507.67 ERS-2 7.00 5.77 8.33 6.16 1 506.33 ERS-2 7.00 4.67 6.59 3.23 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.00 ERS-2 7.00 16.48 4 510.33 ERS-2 7.00 12.44 3 509.00 ERS-2 7.00 6.67 2 507.67 ERS-2 7.00 5.09 1 506.33 ERS-2 7.00 2.64 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.00 ERS-2 7.00 9.73 4 510.33 ERS-2 7.00 8.97 3 509.00 ERS-2 7.00 5.26 2 507.67 ERS-2 7.00 4.25 1 506.33 ERS-2 7.00 2.30 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 9 1 1.50 Pass 2 10 3 2.06 Pass 6 10 2 2.27 Pass 2 9 5 2.31 Pass 1 10 4 2.54 Pass 2 7 7 2.67 Pass 1 10 6 2.85 Pass 1 10 8 3.38 Pass 1 9 9 3.79 Pass 1 4 10 4.07 Pass 10 Lowest Seismic 1 9 1 1.45 Pass 2 10 3 2.06 Pass 5 10 2 2.16 Pass 2 9 5 2.34 Pass 10 10 4 2.50 Pass 2 7 7 2.81 Pass 1 10 6 2.92 Pass 1 10 8 3.49 Pass 1 10 9 3.94 Pass Powered by Vespa Page 9 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Pro1Bt [Rev. 1] Albemarle County, VA 10 4.81 Pass Wall: 3 Powered by Vespa Page 10 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 15 Details Wall: 3 Section 15 Static ICS Cross-section Lddyyl4414 Section 15 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 C Powered by Vespa Page 24 Printed 11/412020 `ram Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis Pres DNe/ri Wed N.vNH.M12020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2d_W2P26_WRI5 MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Tier 2-3 1 W2-P26 I W3-P15 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... nty, VA\Calculations\ReSSA\Tier2-3_W2P26_W3P15.MSE Original date and time of creating this file: Wed Oct 28 14:38:31 2020 PROGRAM MODE: Analysis of a General Slope using GEOSPNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA -- Reinforced Slope Stability Analysis Present naterrime: Wed Nov 04 10:22: 112020 Profit V:\... fit Road TownMmes North- Albemarle County, VAWaku1atwns\ReSSA\Tier2-3_WM6_WRI5 MSE INPUT DATA (EXCLUDING SOIL DATA Soil Layer # � I....... Block Face ................................... Q 2......... Reinforced. Soil ............................ Q 3......... Retained.Soil ............................... Q 4......... Foundation Soil .......................... REINFORCEMENT LAYOUT) Internal angle of Unit weight, y friction, Cohesion, c [lb/ft'] [deg.] [lb/ft 2] 130.0 0.0 500.0 125.0 30.0 0.0 125.0 30.0 0.0 125.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 3 ERS-5 5400.00 1.25 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 3 ERS-5 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable Proffit,..a...7,......®,�.....®,�.m.,�,�.....7,..®..�,�.....�,�.a.,�,..a...7,..a...®,�.....®,�.m.,�,�......�v.®..®,�.....�,�.m.,�,�.a...7,......®,�..... Page 2 of 11 Copyright 0 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s Dote rime: Wed Nov 0410.22:112020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2d_W21`26_WRI5 MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at Xls = 1.45 and ends at Xle = 4.70 [ft]. Load Q2 = 100.00 [lb/ft'] inclined from verical at 0.00 degrees, starts at X2s = 5.88 and ends at X2e = 150.00 [ft]. Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: 10 15 20 25 30 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s Date rime: Wed Nov 0410.22:112020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m1atmmTxSSA\Tie,2d_W2P26_WRI5 MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -23.30 486.00 2 -15.35 488.00 3 -0.03 495.03 4 0.00 493.00 5 0.45 506.00 6 1.45 506.00 7 4.70 506.00 8 4.88 512.00 9 5.88 512.00 10 6.88 512.00 11 14.88 514.00 0 Top of Layer 2 12 -23.30 486.00 13 -15.35 488.00 14 -0.03 495.03 15 0.00 493.00 16 1.00 493.00 17 1.45 506.00 18 4.70 506.00 19 5.70 506.00 20 5.88 512.00 21 6.88 512.00 22 14.88 514.00 0 Top of Layer 3 23 -23.30 486.00 24 -15.35 488.00 25 -0.03 495.00 26 0.00 492.97 27 20.00 492.97 28 20.88 514.00 Top of Layer 4 29 -23.30 486.00 30 -15.35 488.00 31 -0.03 494.97 32 0.00 492.93 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s Dote rime: Wed Nov 0410.22:112020 Profit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2d_W21`26_WRI5 MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -23.30 486.00 486.00 486.00 486.00 2 -15.35 488.00 488.00 488.00 488.00 3 -0.03 495.03 495.03 495.00 494.97 4 0.00 493.00 493.00 492.97 492.93 5 0.45 506.00 493.00 492.97 492.93 6 1.00 506.00 493.00 492.97 492.93 7 1.45 506.00 506.00 492.97 492.93 8 4.70 506.00 506.00 492.97 492.93 9 4.88 512.00 506.00 492.97 492.93 10 5.70 512.00 506.00 492.97 492.93 11 5.88 512.00 512.00 492.97 492.93 12 6.88 512.00 512.00 492.97 492.93 13 14.88 514.00 514.00 492.97 492.93 14 20.00 514.00 514.00 492.97 492.93 15 20.88 514.00 514.00 514.00 492.93 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s Date rime: Wed Nov 0410.22:112020 Profit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTxSSA\Tie,2d_W2P26_WRI5 MSE Tavailable WE n DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative to Toe [ft] L [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-5 0.67 20.00 0.00 2.10 17.90 2600.84 2600.84 2 ERS-5 2.00 20.00 0.00 2.23 17.77 2600.84 2600.84 3 ERS-5 3.33 20.00 0.13 2.40 17.47 2548.83 2600.84 4 ERS-5 4.67 20.00 0.26 2.59 17.15 2496.81 2600.84 5 ERS-5 6.00 20.00 0.46 2.82 16.72 2418.78 2600.84 6 ERS-5 7.33 20.00 0.62 3.12 16.26 2340.76 2600.84 7 ERS-2 8.67 12.00 0.36 1.80 9.83 1100.36 1250.41 8 ERS-2 10.00 12.00 0.46 2.03 9.51 1062.84 1250.41 9 ERS-2 11.33 12.00 0.56 2.33 9.11 1025.33 1250.41 10 ERS-2 13.33 7.00 0.00 3.15 3.85 1250.41 1250.41 11 ERS-2 14.67 7.00 0.00 4.04 2.96 1250.41 1250.41 12 ERS-2 16.00 7.00 0.00 5.77 1.23 1250.41 1250.41 13 ERS-2 17.33 7.00 0.00 7.00 0.00 1249.47 1249.47 (') (�) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long -tern strength of the reinforcement that is related to its specified ultimate strength. Proffit Page 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Date rime: Wed NOVMI0:22:r12020 V\... fit Rood Townhomes North- Albemarle Comty, VA\CamlatmmTV SSA\Tie,2-3_W2P26_WRISMSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 5.88 512.00 -50.24 486.20 -28.13 512.06 34.02 5.21 2 7.11 512.06 -40.15 486.31 -23.76 512.46 30.87 3.67 3 8.34 512.37 -27.71 486.04 -19.46 512.59 27.80 2.90 4 9.57 512.67 4.71 506.34 2.45 513.11 7.13 2.42 5 10.80 512.98 4.63 506.33 1.97 514.99 9.06 2.11 6 12.03 513.29 4.63 506.33 1.52 517.06 11.17 1.91 7 13.26 513.60 4.63 506.31 1.23 519.10 13.23 1.74 8 14.49 513.90 4.63 506.32 0.57 521.82 16.02 1.63 9 15.72 514.00 4.63 506.31 0.12 524.67 18.91 1.57 10 16.95 514.00 0.24 501.99 -2.75 523.78 22.00 1.54 11 18.18 514.00 -22.80 486.28 -17.34 522.36 36.49 1.52 12 19.41 514.00 -24.56 486.07 -18.05 524.41 38.89 1.50 13 20.64 514.00 -24.56 486.06 -18.42 526.67 41.07 1.49 14 21.87 514.00 -24.56 486.06 -18.22 528.08 42.50 1.48 15 23.10 514.00 -24.56 486.05 -18.66 530.61 44.94 1.48 16 24.33 514.00 -22.89 486.47 -7.81 514.88 32.16 1.48 17 25.56 514.00 -24.56 486.23 -8.24 515.89 33.86 1.43 18 26.79 514.00 -24.56 486.21 -8.55 517.96 35.56 1.40 19 28.02 514.00 -24.56 486.22 -7.78 518.11 36.04 1.37 20 29.25 514.00 -24.56 486.20 -8.12 520.35 37.91 1.34 21 30.48 514.00 -26.47 486.28 -9.26 523.29 40.81 1.33 22 31.71 514.00 -26.46 486.25 -9.71 525.98 43.12 1.32 23 32.94 514.00 -26.45 486.22 -10.24 528.93 45.69 1.31 �34.17 514.00 J[.44 486.19 -10.86 532.18 48.56 ' OK 25 35.40 514.00 -26.43 486.19 -10.48 533.36 49.79 1.31 26 36.63 514.00 -28.25 486.22 -11.27 536.22 52.80 1.31 27 37.86 514.00 -28.23 486.19 -12.05 540.18 56.36 1.32 28 39.09 514.00 -28.21 486.17 -12.31 543.01 59.02 1.33 29 40.32 514.00 -29.95 486.16 -13.83 548.09 63.99 1.34 30 41.55 514.00 -29.92 486.14 -14.20 551.43 67.16 1.35 31 42.78 514.00 -28.15 486.11 -14.21 554.81 70.10 1.37 32 44.01 514.00 -33.23 486.10 -16.75 561.34 77.02 1.38 33 45.24 514.00 -33.18 486.08 -17.29 565.56 81.05 1.40 34 46.47 514.00 -33.13 486.07 -17.93 570.12 85.42 1.42 35 47.70 514.00 -33.08 486.05 -18.65 575.07 90.18 1.44 36 48.93 514.00 -33.03 486.04 -19.49 580.44 95.37 1.46 37 50.16 514.00 -32.98 486.03 -20.44 586.31 101.06 1.49 38 51.39 514.00 -34.49 486.00 -21.49 591.83 106.62 1.51 39 52.62 514.00 -31.28 486.02 -21.40 596.17 110.59 1.54 40 53.85 514.00 -36.64 486.05 -23.73 604.70 119.35 1.56 41 55.08 514.00 -35.05 486.05 -23.73 608.86 123.33 1.59 42 56.31 514.00 -36.92 486.06 -24.88 615.43 129.93 1.62 43 57.54 514.00 -33.44 486.04 -25.60 622.53 136.72 1.65 44 58.77 514.00 -38.92 486.07 -27.74 631.78 146.13 1.67 45 60.00 514.00 -37.13 486.05 -28.24 637.92 152.13 1.70 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date rime: Wed NOVMI0:22:r12020 V\... fit Rood Townhomes North- Albemarle Comty, VA\CamlatmmTV SSA\Tie,2-3_W2P26_WRISMSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -50.26 486.09 41.55 514.00 -22.80 560.73 79.53 1.46 2 -48.98 486.28 40.32 514.00 -21.55 555.61 74.57 1.45 3 -46.64 486.03 40.32 514.00 -21.12 555.87 74.35 1.43 4 -45.19 486.13 40.32 514.00 -20.04 554.10 72.47 1.41 5 -43.81 486.28 39.09 514.00 -18.80 549.31 67.81 1.39 6 -41.52 486.06 37.86 514.00 -18.17 546.45 64.75 1.38 7 -39.98 486.12 37.86 514.00 -17.08 544.81 62.99 1.37 8 -38.48 486.21 36.63 514.00 -16.43 542.02 60.00 1.35 9 -36.86 486.25 36.63 514.00 -15.32 540.41 58.28 1.34 10 -35.21 486.27 36.63 514.00 -14.75 540.20 57.68 1.33 11 -32.80 486.02 35.40 514.00 -14.05 537.41 54.71 1.32 12 -31.09 486.02 35.40 514.00 -12.91 535.81 53.00 1.32 13 -29.38 486.02 34.17 514.00 -12.17 533.10 50.12 1.31 14 -28.29 486.25 34.17 514.00 -11.52 532.67 49.36 1.31 �6.44 486.19 'M.17 514.00 -10.86 532.18 48.56 I= OK 16 -24.56 486.13 34.17 514.00 -10.18 531.65 47.74 1.31 17 -22.56 486.27 34.17 514.00 -9.47 531.37 46.97 1.32 18 -20.73 486.67 34.17 514.00 -8.18 530.27 45.37 1.33 19 -19.52 487.26 32.94 514.00 -6.75 527.05 41.78 1.34 20 -17.58 487.63 32.94 514.00 -5.47 526.02 40.25 1.36 21 -15.60 487.98 32.94 514.00 -4.19 524.99 38.73 1.38 22 -14.00 488.78 32.94 514.00 -2.89 524.39 37.30 1.42 23 -12.19 489.54 32.94 514.00 -2.90 526.27 37.89 1.47 24 -10.65 490.38 32.94 514.00 -1.10 524.79 35.71 1.53 25 -8.77 491.13 32.94 514.00 0.24 524.16 34.24 1.60 26 -6.97 491.88 20.64 514.00 -7.93 521.36 29.50 1.69 27 -5.56 492.72 32.94 514.00 -0.67 529.34 36.95 1.79 28 -3.83 493.54 31.71 514.00 2.44 523.75 30.85 1.92 29 -2.10 494.56 40.32 514.00 14.52 514.31 25.81 3.58 30 -0.23 492.87 24.33 514.00 -42.90 567.30 85.80 1.54 31 -4.83 493.05 32.94 514.00 -0.04 528.94 36.21 1.83 32 -2.55 494.14 30.48 514.00 7.95 514.07 22.53 2.29 33 0.00 493.00 0.00 493.00 0.00 493.00 0.00 N/A #10 - Overhanging Cliff 34 -0.07 495.95 24.33 514.00 -13.04 539.00 44.97 1.63 35 -0.02 496.95 23.10 514.00 -12.37 537.90 42.77 1.61 36 0.03 497.97 21.87 514.00 -8.38 532.32 35.37 1.57 37 0.09 498.98 23.10 514.00 -5.01 531.93 33.34 1.74 38 0.14 499.96 19.41 514.00 -14.36 540.12 42.69 1.68 39 0.19 500.98 19.41 514.00 -8.83 534.99 35.19 1.53 40 0.24 501.99 19.41 514.00 -3.53 529.31 27.58 1.53 41 0.29 503.00 19.41 514.00 -0.47 526.44 23.46 1.69 42 0.35 504.00 18.18 514.00 2.23 521.56 17.66 1.70 43 1.45 506.00 16.95 514.00 5.38 517.41 12.07 1.74 44 4.63 506.32 18.18 514.00 -1.75 533.38 27.81 1.56 45 4.61 505.98 16.95 514.00 0.48 525.84 20.29 1.76 46 4.79 510.01 16.95 514.00 7.59 522.00 12.31 2.74 47 4.73 508.67 15.72 514.00 5.81 520.44 11.82 2.30 48 4.67 507.32 16.95 514.00 0.36 529.88 22.97 2.05 49 0.38 506.03 18.18 514.00 5.49 518.48 13.46 1.83 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Date rime: Wed NOVNI0:22:r12020 V\... fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTV SSA\Tie,2-3_W2P26_WRISMSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xc, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 0.00 0.00 493.00 0.20 493.00 26.13 514.00 1.61 Minimum on Edge Reinf. Layer#1 0.67 0.02 493.67 2.39 493.67 27.49 514.00 1.62 OK Reinf. Layer #2 2.00 0.07 495.00 3.38 495.00 26.85 514.00 1.64 OK Reinf. Layer #3 3.33 0.12 496.33 4.38 496.33 26.99 514.00 1.67 OK Reinf. Layer #4 4.67 0.16 497.67 4.48 497.67 25.38 514.00 1.68 OK Reinf. Layer #5 6.00 0.21 499.00 5.47 499.00 25.38 514.00 1.68 OK Reinf Layer #6 7.33 0.25 500.33 4.58 500.33 20.87 514.00 1.62 OK Reinf. Laver#7 cnr cv 21.12 514.nn r co OK Reinf. Layer #8 10.00 0.35 503.00 4.86 503.00 21.17 514.00 1.55 OK Reinf. Layer #9 11.33 0.39 504.33 7.24 504.33 20.55 514.00 1.62 OK Reinf. Layer#10 13.33 4.71 506.33 11.55 506.33 20.37 514.00 1.67 OK Reinf. Layer#11 14.67 4.75 507.67 11.65 507.67 18.93 514.00 1.77 OK Reinf. Layer#12 16.00 4.79 509.00 11.65 509.00 17.60 514.00 1.91 OK Reinf. Layer #13 17.33 4.83 510.33 11.75 510.33 16.44 514.00 2.12 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s Dote rime: Wed Nov 0410.22:112020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2d_W2P26_WRI5 MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.31 Critical Circle: Xc =-10.86[ft], Yc = 532.18[ft], R = 48.56[ft]. (Number of slices used = 62 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.52 Critical Two -Part Wedge: (Xa = 0.30, Ya = 501.67) [ft] (Xb = 4.76, Yb = 501.67) [ft] (Xc = 21.12, Yc = 514.00) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 34.31 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 10 15 20 25 30 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Presed Dote rime: Wed NOVMI022r12020 Vd a Rood Townhomes North -Albemarle Comty,VA\Cam6tiomTx$SMTier2d_W2P26_WRISMSE L�r �v:1511 length d slope REINFORCEMENT LAYOUT: TABULATED DATA & Illll////I// QUANTITIES ength Used in Calculations Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 3 ERS-5 0.67 20.00 1.00 0.02 1618.12 20.02 1618.12 0.00 0.00 2 3 ERS-5 2.00 20.00 1.00 0.07 1619.45 20.07 1619.45 0.00 0.00 3 3 ERS-5 3.33 20.00 1.00 0.12 1620.78 20.12 1620.78 0.00 0.00 4 3 ERS-5 4.67 20.00 1.00 0.16 1622.12 20.16 1622.12 0.00 0.00 5 3 ERS-5 6.00 20.00 1.00 0.21 1623.45 20.21 1623.45 0.00 0.00 6 3 ERS-5 7.33 20.00 1.00 0.25 1624.78 20.25 1624.78 0.00 0.00 7 1 ERS-2 8.67 12.00 1.00 0.30 1626.12 12.30 1626.12 0.00 0.00 8 1 ERS-2 10.00 12.00 1.00 0.35 1627.45 12.35 1627.45 0.00 0.00 9 1 ERS-2 11.33 12.00 1.00 0.39 1628.78 12.39 1628.78 0.00 0.00 10 1 ERS-2 13.33 7.00 1.00 4.71 1630.78 11.71 1630.78 0.00 0.00 11 1 ERS-2 14.67 7.00 1.00 4.75 1632.12 11.75 1632.12 0.00 0.00 12 1 ERS-2 16.00 7.00 1.00 4.79 1633.45 11.79 1633.45 0.00 0.00 13 1 ERS-2 17.33 7.00 1.00 4.83 1634.78 11.83 1634.78 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 ERS-2 1.00 64.00 3 ERS-5 1.00 120.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 Section #31 at Station 158.25 Report Date November 05, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30° 125.00 n/a Retained (r) SM 30° 125.00 n/a Foundation (f) SM 30° 125.00 0.00 Base (b) GW 39° 140.02 n/a Drainage (d) GP 38° 110.00 n/a Section Details Section Height 9.67 Back Slope 0.00° LL Surcharge 100 DL Surcharge 1,165 Design Height 9.67 ft Crest Offset 0.00 ft LL Offset 0.00 ft DL Offset 3.25 ft Embedment 1.20 ft Wall Batter 2.00° Toe Slope 0.00° Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-5-ERS-5 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tult 5,400.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 2,600.84 Wit RFid 1.25 Cds 0.80 Ci 0.80 Connection/Shear Properties ocsl 1,438.00 lb/ft IP-1 2,068.00 lb/ft acs2 2,281.00 Ib/ft IP-2 3,400.00 lb/ft acs max 2,582.00 Wit au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft ERS-2 -ERS-2 Supplier: User defined, Fill Type: 3/4"- gravels or aggregate Tuft 2,700.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFid 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 lb/ft acs2 1,712.00 lb/ft IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 Powered by Vespa Page 2 Printed 11/512020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 2 External Static FS Bearing Capacity 10.25 Bearing Pressure 2323.13 Ib/ft' Overturning 19.58 Max Eccentricity 0.00 ft Base Sliding 4.85 Crest Toppling 1.73 Internal Sliding 4.20 External Seismic FS Bearing Capacity 10.71 Bearing Pressure 2222.89 Ib/ft' Overturning 19.48 Max Eccentricity 0.00 ft Base Sliding 4.82 Crest Toppling 2.20 Internal Sliding 4.57 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 7 504.33 ERS-2 12.00 16.74 47.70 8.09 6 503.00 ERS-2 12.00 9.86 50.70 6.66 5 501.67 ERS-2 12.00 7.18 18.39 1.93 4 500.33 ERS-2 12.00 5.74 20.62 1.76 3 499.00 ERS-2 12.00 4.83 22.86 1.63 2 497.67 ERS-2 12.00 4.20 33.78 2.03 1 497.00 ERS-5 17.00 4.59 50.95 4.00 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 7 504.33 ERS-2 12.00 17.72 28.66 7.34 6 503.00 ERS-2 12.00 10.71 38.63 7.66 5 501.67 ERS-2 12.00 7.95 16.86 2.67 4 500.33 ERS-2 12.00 6.45 19.05 2.46 3 499.00 ERS-2 12.00 5.50 21.24 2.28 2 497.67 ERS-2 12.00 4.83 31.52 2.86 1 497.00 ERS-5 17.00 4.57 47.72 5.66 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 7 504.33 ERS-2 12.00 7.92 6 503.00 ERS-2 12.00 6.73 5 501.67 ERS-2 12.00 2.01 4 500.33 ERS-2 12.00 1.89 3 499.00 ERS-2 12.00 1.80 2 497.67 ERS-2 12.00 2.30 1 497.00 ERS-5 17.00 2.89 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 7 504.33 ERS-2 12.00 4.76 6 503.00 ERS-2 12.00 5.13 5 501.67 ERS-2 12.00 1.84 4 500.33 ERS-2 12.00 1.75 3 499.00 ERS-2 12.00 1.67 2 497.67 ERS-2 12.00 2.15 1 497.00 ERS-5 17.00 2.71 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 6 1 3 1.82 Pass 9 1 2 1.83 Pass 1.87 Pass 1.98 Pass Powered by Vespa Page 3 Printed 11/512020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Wall: 2 Radius Point Entry Point Exit Point Result Status 1 2 5 1.99 Pass 9 1 6 2.21 Pass 4 1 7 2.22 Pass 1 1 8 2.53 Pass 6 1 9 2.76 Pass 1 1 10 3.18 Pass 10 Lowest Seismic 9 1 2 1.66 Pass 1 1 1 1.69 Pass 5 1 3 1.69 Pass 3 1 4 1.83 Pass 1 3 5 1.88 Pass 9 1 6 2.04 Pass 4 1 7 2.09 Pass 1 3 8 2.37 Pass 2 1 9 2.59 Pass 1 1 10 2.97 Pass Powered by Vespa Page 4 Printed 11/512020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 31 Details Wall: 2 Section 31 Static ICS Cross-section 444 Section 31 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 6 Printed 11/5/2020 k, Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section #15 at Station 164.25 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition I 4 - Design Static and Seismic • r Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree _ Seismic As 0.10 Default Deflection of 2.00 inch Soil Parameters In Situ --- Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (f) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 7.00 Back Slope 14.04o LL Surcharge 100 DL Surcharge 0 Design Height 7.00 ft Crest Offset 8.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.00 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Ci 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 8.27 Bearing Pressure 1168.91 Ib/ft' Overturning 6.89 Max Eccentricity 0.05 ft Base Sliding 3.02 Crest Toppling 2.64 Internal Sliding 4.40 External Seismic FS Bearing Capacity 9.19 Powered by Vespa Bearing Pressure Page 8 1051.87 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Seismic FS Overturning 7.48 Max Eccentricity 0.00 ft Base Sliding 3.16 Crest Toppling 3.98 Internal Sliding 4.67 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.00 ERS-2 7.00 11.49 6.46 17.11 4 510.33 ERS-2 7.00 9.27 7.68 12.71 3 509.00 ERS-2 7.00 6.72 8.03 6.60 2 507.67 ERS-2 7.00 5.30 9.98 4.89 1 506.33 ERS-2 7.00 4.40 7.57 2.46 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.00 ERS-2 7.00 15.25 3.82 15.26 4 510.33 ERS-2 7.00 11.36 5.54 13.84 3 509.00 ERS-2 7.00 7.61 6.34 7.87 2 507.67 ERS-2 7.00 5.77 8.33 6.16 1 506.33 ERS-2 7.00 4.67 6.59 3.23 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.00 ERS-2 7.00 16.48 4 510.33 ERS-2 7.00 12.44 3 509.00 ERS-2 7.00 6.67 2 507.67 ERS-2 7.00 5.09 1 506.33 ERS-2 7.00 2.64 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.00 ERS-2 7.00 9.73 4 510.33 ERS-2 7.00 8.97 3 509.00 ERS-2 7.00 5.26 2 507.67 ERS-2 7.00 4.25 1 506.33 ERS-2 7.00 2.30 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 9 1 1.50 Pass 2 10 3 2.06 Pass 6 10 2 2.27 Pass 2 9 5 2.31 Pass 1 10 4 2.54 Pass 2 7 7 2.67 Pass 1 10 6 2.85 Pass 1 10 8 3.38 Pass 1 9 9 3.79 Pass 1 4 10 4.07 Pass 10 Lowest Seismic 1 9 1 1.45 Pass 2 10 3 2.06 Pass 5 10 2 2.16 Pass 2 9 5 2.34 Pass 10 10 4 2.50 Pass 2 7 7 2.81 Pass 1 10 6 2.92 Pass 1 10 8 3.49 Pass 1 10 9 3.94 Pass Powered by Vespa Page 9 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Pro1Bt [Rev. 1] Albemarle County, VA 10 4.81 Pass Wall: 3 Powered by Vespa Page 10 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 15 Details Wall: 3 Section 15 Static ICS Cross-section Lddyyl4414 Section 15 Seismic ICS Cross-section ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 C Powered by Vespa Page 24 Printed 11/412020 `ram Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis Present Dwe/ri T Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P31_WRI5 MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Tier 2-3 1 W2-P31 I W3-PI5 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... nty, VA\Calculations\ReSSA\Tier2-3_W2P31_W3P15.MSE Original date and time of creating this file: Wed Oct 28 14:38:31 2020 PROGRAM MODE: Analysis of a General Slope using GEOSPNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tier2-3_W2P31_WRI5 MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Unit weight, y Soil Layer #: [lb/ft 3] � I....... Block Face .......................................... 130.0 7-12....... Reinforced Soil (GP) .......................... 125.0 =3......, Retained Soil(GP)............................. 105.0 =4....... Foundation Soil (SM)......................... 125.0 REINFORCEMENT Internal angle of friction, Cohesion, c [deg.] [lb/ft ] 0.0 500.0 30.0 0.0 38.0 0.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tull Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 3 ERS-5 5400.00 1.25 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 3 ERS-5 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable ProffitPage 2 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m1atmmTxSSA\Tie,2-3_W2P31_WRI5 MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Surcharge load, Ql ....................................None Load Q2 = 100.00 [lb/ft 1 inclined from verical at 0.00 degrees, starts at X2s = 5.88 and ends at X2e = 150.00 [ft]. Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: 10 15 20 25 30 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m1atmmTxSSA\Tie,2-3_W2P31_WRI5 MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -25.55 486.00 2 -0.03 497.54 3 0.00 496.33 4 0.45 506.00 5 1.45 506.00 6 4.70 506.00 7 4.88 512.00 8 5.88 512.00 9 6.88 512.00 10 22.88 514.00 0 Top of Layer 2 11 -25.55 486.00 12 -0.03 497.54 13 0.00 496.33 14 1.00 496.33 15 1.45 506.00 16 4.70 506.00 17 5.70 506.00 18 5.88 512.00 19 6.88 512.00 20 22.88 514.00 0 Top of Layer 3 21 -25.55 486.00 22 -0.03 497.54 23 0.00 496.33 24 12.00 496.33 25 12.02 498.25 26 12.70 512.50 27 22.88 514.00 0 Top of Layer 4 28 -25.55 486.00 29 -0.03 497.54 30 0.00 496.33 31 12.00 496.33 32 12.02 498.25 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P31_WRI5 MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -25.55 486.00 486.00 486.00 486.00 2 -0.03 497.54 497.54 497.54 497.54 3 0.00 496.33 496.33 496.33 496.33 4 0.45 506.00 496.33 496.33 496.33 5 1.00 506.00 496.33 496.33 496.33 6 1.45 506.00 506.00 496.33 496.33 7 4.70 506.00 506.00 496.33 496.33 8 4.88 512.00 506.00 496.33 496.33 9 5.70 512.00 506.00 496.33 496.33 10 5.88 512.00 512.00 496.33 496.33 11 6.88 512.00 512.00 496.33 496.33 12 12.00 512.64 512.64 496.33 496.33 13 12.02 512.64 512.64 498.25 498.25 14 12.70 512.73 512.73 512.50 498.25 15 22.88 514.00 514.00 514.00 498.25 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTxSSA\Tie,2-3_W21`31_WRI5 MSE Tavailable WE n DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative to Toe [ft] L [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-5 0.00 17.00 4.23 2.95 9.81 260.08 2600.84 2 ERS-5 0.67 17.00 0.00 3.08 13.92 2600.84 2600.84 3 ERS-2 1.33 12.00 0.00 1.38 10.62 1250.41 1250.41 4 ERS-2 2.67 12.00 0.07 1.48 10.46 1225.40 1250.41 5 ERS-2 4.00 12.00 0.13 1.64 10.23 1200.39 1250.41 6 ERS-2 5.33 12.00 0.23 1.87 9.90 1162.88 1250.41 7 ERS-2 6.67 12.00 0.30 2.13 9.57 1125.36 1250.41 8 ERS-2 8.00 12.00 0.30 2.49 9.21 1125.36 1250.41 9 ERS-2 10.00 7.00 0.00 3.38 3.62 1250.41 1250.41 10 ERS-2 11.33 7.00 0.00 4.36 2.64 1250.41 1250.41 11 ERS-2 12.67 7.00 0.00 6.10 0.90 1250.41 1250.41 12 ERS-2 14.00 7.00 0.00 7.00 0.00 1155.79 1155.79(') (�) This Tavailable is dictated by the pullout resistance capacity, which is smaller than the long -tern strength of the reinforcement that is related to its specified ultimate strength. Proffit Page 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Profit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m1atmmTxSSA\Tie,2-3_W21`31_WRI5 MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 5.88 512.00 -33.17 486.17 -22.23 512.06 28.11 3.15 2 7.11 512.03 -31.16 486.05 -20.97 512.22 28.08 2.52 3 8.34 512.18 -29.64 486.12 -19.71 512.37 28.06 2.26 4 9.57 512.34 -27.59 486.00 -18.46 512.51 28.03 2.07 5 10.80 512.49 -26.02 486.05 -17.21 512.64 28.01 1.89 6 12.03 512.64 -0.11 497.98 -4.49 513.97 16.58 1.74 7 13.26 512.80 -0.11 497.97 -6.52 517.19 20.26 1.61 8 14.49 512.95 -22.84 487.57 -13.35 513.75 27.85 1.53 9 15.72 513.11 -22.55 487.47 -12.69 514.13 28.43 1.46 10 16.95 513.26 -24.23 486.67 -15.19 517.85 32.47 1.42 11 18.18 513.41 -26.02 486.04 -17.60 521.81 36.75 1.38 12 19.41 513.57 -26.02 486.04 -17.33 522.95 37.92 1.36 13 20.64 513.72 -26.02 486.03 -18.11 525.87 40.61 1.35 14 21.87 513.87 -27.99 486.10 -18.12 527.01 42.09 1.33 15 23.10 514.00 -26.02 486.02 -18.82 530.49 45.04 1.33 16 24.33 514.00 -26.02 486.02 -19.93 534.35 48.71 1.33 17 25.56 514.00 -26.02 486.01 -21.25 538.75 52.95 1.34 18 26.79 514.00 -27.95 486.13 -13.80 526.03 42.34 1.34 19 28.02 514.00 -27.94 486.11 -14.42 529.07 45.04 1.33 20 29.25 514.00 -27.93 486.09 -15.72 533.60 49.06 1.33 �8 514.00 -29.79 486.12 -16.65 m536.80 52.35 OK 22 31.71 514.00 -29.77 486.11 -16.95 539.55 54.96 1.33 23 32.94 514.00 -29.75 486.09 -I8.02 544.I0 59.18 1.34 24 34.17 514.00 -29.73 486.07 -19.29 549.25 64.04 1.35 25 35.40 514.00 -31.51 486.08 -20.35 553.46 68.30 1.37 26 36.63 514.00 -33.24 486.07 -22.34 560.15 74.88 1.39 27 37.86 514.00 -31.46 486.05 -22.79 564.47 78.90 1.41 28 39.09 514.00 -31.43 486.04 -23.73 569.52 83.83 1.43 29 40.32 514.00 -31.40 486.03 -24.81 575.05 89.27 1.46 30 41.55 514.00 -32.81 486.00 -26.12 580.98 95.21 1.49 31 42.78 514.00 -32.94 486.01 -27.44 587.54 101.68 1.52 32 44.01 514.00 -34.68 486.01 -27.23 589.70 103.95 1.55 33 45.24 514.00 -34.73 486.02 -27.05 592.33 106.59 1.58 34 46.47 514.00 -34.78 486.02 -26.86 594.99 109.26 1.61 35 47.70 514.00 -36.51 486.03 -26.52 596.70 111.12 1.64 36 48.93 514.00 -36.56 486.03 -26.29 599.30 113.73 1.67 37 50.16 514.00 -38.43 486.04 -27.46 605.64 120.10 1.70 38 51.39 514.00 -38.49 486.05 -27.23 608.33 122.80 1.73 39 52.62 514.00 -40.20 486.06 -26.69 609.33 124.01 1.76 40 53.85 514.00 40.27 486.07 -26.42 611.93 126.62 1.79 41 55.08 514.00 40.34 486.07 -26.14 614.55 129.26 1.82 42 56.31 514.00 40.41 486.08 -25.87 617.19 131.92 1.85 43 57.54 514.00 41.92 486.07 -25.22 617.63 132.62 1.88 44 58.77 514.00 -41.84 486.06 -24.90 620.18 135.19 1.91 45 60.00 514.00 -41.76 486.05 -24.59 622.74 137.77 1.95 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. Proffit Page 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date(rime'T Nov 051519:352020 V\._. fit Rood Townhomes North- Albemarle Comty, VA\CamlatmmTV SSA\Tie,2-3_W21`31_WRI5MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -50.33 486.11 34.17 514.00 -26.90 557.08 74.74 1.47 2 -48.49 486.07 34.17 514.00 -25.79 555.19 72.75 1.45 3 -47.13 486.18 34.17 514.00 -25.37 555.29 72.46 1.43 4 -44.87 486.01 32.94 514.00 -24.66 551.98 68.99 1.42 5 -43.31 486.06 32.94 514.00 -23.52 550.07 67.00 1.40 6 -41.81 486.14 31.71 514.00 -22.15 545.19 62.24 1.38 7 -40.20 486.17 31.71 514.00 -21.62 544.99 61.68 1.37 8 -38.55 486.18 31.71 514.00 -21.09 544.73 61.09 1.36 9 -36.86 486.19 31.71 514.00 -19.91 542.84 59.13 1.35 10 -35.18 486.22 30.48 514.00 -18.50 538.28 54.67 1.34 11 -33.42 486.19 30.48 514.00 -17.89 537.84 53.93 1.33 12 -31.62 486.16 30.48 514.00 -17.28 537.35 53.16 1.33 r 29.79 48�&48 514.00 -16.65 536.80 52.35 ' OK 14 -27.92 486.08 30.48 514.00 -I6.00 536.18 51.50 1.33 15 -26.02 486.04 29.25 514.00 -15.03 532.92 48.15 1.33 16 -24.58 486.71 23.10 514.00 -17.36 529.41 43.30 1.33 17 -22.82 487.49 23.10 514.00 -15.90 528.53 41.62 1.34 18 -21.07 488.26 23.10 514.00 -14.44 527.65 39.95 1.36 19 -19.44 489.08 21.87 513.87 -11.72 523.04 34.83 1.37 20 -17.68 489.85 21.87 513.87 -10.32 522.31 33.28 1.39 21 -15.91 490.62 21.87 513.87 -8.92 521.58 31.74 1.41 22 -14.15 491.39 21.87 513.87 -7.51 520.86 30.20 1.45 23 -12.12 492.11 21.87 513.87 -5.73 519.55 28.18 1.48 24 -10.44 492.89 20.64 513.72 -6.06 519.95 27.42 1.53 25 -8.97 493.62 20.64 513.72 -12.51 530.71 37.25 1.58 26 -7.21 494.39 21.87 513.87 -13.31 534.94 41.01 1.59 27 -5.48 495.18 20.64 513.72 -9.21 528.11 33.14 1.60 28 -3.62 495.99 19.41 513.57 -3.87 520.20 24.21 1.65 29 -1.91 496.84 21.87 513.88 3.85 513.92 18.03 2.32 30 -0.23 496.24 20.64 513.72 -16.26 536.58 43.41 1.59 31 -2.82 496.34 19.41 513.57 -1.24 517.26 20.98 1.72 32 -1.22 497.63 44.01 514.00 18.29 514.39 25.72 6.63 33 -0.11 497.99 19.41 513.57 -6.33 525.82 28.51 1.50 34 -0.05 498.81 18.18 513.41 -18.33 540.32 45.36 1.64 35 0.01 499.69 18.18 513.41 -12.94 535.71 38.28 1.63 36 0.07 500.56 16.95 513.26 -7.03 527.56 27.92 1.61 37 0.13 501.42 16.95 513.26 -4.52 525.90 24.91 1.78 38 0.19 502.29 15.72 513.11 -1.76 521.64 19.45 1.74 39 0.25 503.15 15.72 513.11 0.32 520.04 16.90 1.68 40 0.31 504.00 15.72 513.11 1.92 518.88 14.96 1.88 41 1.45 506.00 14.49 512.95 5.36 514.38 9.25 1.83 42 4.63 506.32 14.49 512.95 0.32 523.37 17.59 1.73 43 4.61 505.98 15.72 513.11 1.33 523.33 17.65 2.00 44 4.79 510.00 14.49 512.95 6.63 521.41 11.55 3.71 45 4.73 508.67 14.49 512.95 6.04 518.95 10.36 2.79 46 4.67 507.32 14.49 512.95 1.88 523.58 16.50 2.37 47 0.34 506.06 14.49 512.95 4.98 514.51 9.64 1.96 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date(rime'T Nov 051519:352020 V\._. fit Rood Townhomes North- Albemarle Comty, VA\Ca1m6tmmTV SSA\Tie,2-3_W21`31_WRI5MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xc, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 0.00 0.00 496.33 0.20 496.33 17.85 513.37 1.66 Minimum on Edge Reinf. Layer#1 0.00 0.00 496.33 4.27 496.33 23.90 514.00 1.64 OK Reinf Layer#2 0.67 0.03 497.00 1.39 497.00 19.12 513.53 1.67 OK Reinf. Layer #3 l 0.06 497.E W 1.10 497.66 20.17 513.66 1.53 OK Reinf Layer #4 2.67 0.12 499.00 4.00 499.00 19.03 513.52 1.59 OK Reinf. Layer#5 4.00 0.19 500.33 4.00 500.33 I8.00 513.39 1.62 OK Reinf. Layer #6 5.33 0.25 501.66 4.80 501.66 18.91 513.50 1.64 OK Reinf. Layer #7 6.67 0.31 503.00 4.80 503.00 20.70 513.73 1.70 OK Reinf. Layer #8 8.00 0.37 504.33 4.90 504.33 17.23 513.29 1.77 OK Reinf. Layer #9 10.00 4.71 506.33 9.46 506.33 18.21 513.42 2.02 OK Reinf. Layer#10 11.33 4.75 507.66 9.56 507.66 17.00 513.26 2.17 OK Reinf. Layer#11 12.67 4.79 509.00 10.37 509.00 15.18 513.04 2.41 OK Reinf. Layer#12 14.00 4.83 510.33 11.28 510.33 14.66 512.97 2.89 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr .s DatNTT Nov 05 1519:35 2020 Proffit V \. _. fit Rood Townhomes North- Albemarle Comty, VA\Ca m6tmmTxSSA\Tie,2-3_W2P31_WRI5 MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.33 Critical Circle: Xc =-16.65[ft], Yc = 536.80[ft], R = 52.35[ft]. (Number of slices used = 61 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.53 Critical Two -Part Wedge: (Xa = 0.06, Ya = 497.66) [ft] (Xb = 1.10, Yb = 497.66) [ft] (Xc = 20.17, Yc = 513.66) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 40.00 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 10 15 20 25 30 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Presed NWTT Nov 051519:352020 Vd_.fit Rood Townhomes North -Albemarle Comty,VA\Cam6tiomTx$SMTer2-3_W2P31_WRI5MSE L�r �vem1 L ngth dslope REINFORCEMENT LAYOUT: TABULATED DATA & Illll////I// QUANTITIES 11 ength Used in Calculations Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 3 ERS-5 0.00 17.00 1.00 0.00 1628.38 17.00 1628.38 0.00 0.00 2 3 ERS-5 0.67 17.00 1.00 0.03 1629.05 17.03 1629.05 0.00 0.00 3 1 ERS-2 1.33 12.00 1.00 0.06 1629.71 12.06 1629.71 0.00 0.00 4 1 ERS-2 2.67 12.00 1.00 0.12 1631.05 12.12 1631.05 0.00 0.00 5 1 ERS-2 4.00 12.00 1.00 0.19 1632.38 12.19 1632.38 0.00 0.00 6 1 ERS-2 5.33 12.00 1.00 0.25 1633.71 12.25 1633.71 0.00 0.00 7 1 ERS-2 6.67 12.00 1.00 0.31 1635.05 12.31 1635.05 0.00 0.00 8 1 ERS-2 8.00 12.00 1.00 0.37 1636.38 12.37 1636.38 0.00 0.00 9 1 ERS-2 10.00 7.00 1.00 4.71 1638.38 11.71 1638.38 0.00 0.00 10 1 ERS-2 11.33 7.00 1.00 4.75 1639.71 11.75 1639.71 0.00 0.00 11 1 ERS-2 12.67 7.00 1.00 4.79 1641.05 11.79 1641.05 0.00 0.00 12 1 ERS-2 14.00 7.00 1.00 4.83 1642.38 11.83 1642.38 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 ERS-2 1.00 100.00 3 ERS-5 1.00 34.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section #32 at Station 247.50 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition 1 Design Static and Seismic v Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree - - Seismic As 0.10 Default Deflection of 2.00 inch - - Soil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (I) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 9.67 Back Slope 11.31 o LL Surcharge 100 DL Surcharge 0 Design Height 9.67 ft Crest Offset 20.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.19 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-3-ERS.3 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tult 3,600.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,733.90 lb/ft RFid 1.25 Cds 0.80 Ci 0.80 Connection/Shear Properties ocsl 1,397.00 Wit IP-1 2,500.00 lb/ft acs2 1,967. 00 lb/ft IP-2 3,000.00 lb/ft acs max 1,967.00 Wit au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft ERS-2 -ERS-2 Supplier: User defined, Fill Type: 3/4"- gravels or aggregate Tuft 2,700.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFid 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 lb/ft acs2 1,712.00 lb/ft IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 Powered by Vespa Page 11 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Static FS Bearing Capacity 8.98 Bearing Pressure 1554.11 Ib/ft' Overturning 7.47 Max Eccentricity 0.02 ft Base Sliding 3.05 Crest Toppling 2.76 Internal Sliding 3.40 External Seismic FS Bearing Capacity 9.65 Bearing Pressure 1445.73 Ib/ft' Overturning 7.64 Max Eccentricity 0.00 ft Base Sliding 3.06 Crest Toppling 4.06 Internal Sliding 3.43 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 7 507.67 ERS-2 10.00 10.33 7.24 11.71 6 506.33 ERS-2 10.00 7.59 9.62 7.63 5 505.00 ERS-2 10.00 6.04 11.40 5.35 4 503.67 ERS-2 10.00 5.04 13.28 4.12 3 502.33 ERS-2 10.00 4.33 15.21 3.35 2 501.00 ERS-2 10.00 3.81 17.17 2.82 1 499.67 ERS-3 10.00 3.40 19.15 3.38 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 7 507.67 ERS-2 10.00 12.99 3.56 8.70 6 506.33 ERS-2 10.00 8.54 6.26 7.49 5 505.00 ERS-2 10.00 6.47 8.27 5.87 4 503.67 ERS-2 10.00 5.25 10.29 4.82 3 502.33 ERS-2 10.00 4.44 12.30 4.09 2 501.00 ERS-2 10.00 3.86 14.32 3.56 1 499.67 ERS-3 10.00 3.43 16.34 4.36 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 7 507.67 ERS-2 10.00 11.28 6 506.33 ERS-2 10.00 7.59 5 505.00 ERS-2 10.00 5.49 4 503.67 ERS-2 10.00 4.36 3 502.33 ERS-2 10.00 3.65 2 501.00 ERS-2 10.00 3.16 1 499.67 ERS-3 10.00 3.21 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 7 507.67 ERS-2 10.00 5.55 6 506.33 ERS-2 10.00 4.93 5 505.00 ERS-2 10.00 3.99 4 503.67 ERS-2 10.00 3.38 3 502.33 ERS-2 10.00 2.95 2 501.00 ERS-2 10.00 2.64 1 499.67 ERS-3 10.00 2.74 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point Result Status 1 10 1 1.91 Pass 2 10 2 2.01 Pass 10 10 2.15 Pass 2.21 Pass Powered by Vespa Page 12 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Wall: 3 Radius Point Entry Point Exit Point Result Status 1 10 6 2.36 Pass 1 10 5 2.38 Pass 1 10 8 2.54 Pass 2 10 7 2.65 Pass 1 10 10 2.78 Pass 3 10 9 3.08 Pass 10 Lowest Seismic 1 10 1 1.75 Pass 2 10 2 1.89 Pass 3 10 4 2.03 Pass 5 10 3 2.07 Pass 1 10 5 2.23 Pass 4 10 6 2.26 Pass 2 10 7 2.51 Pass 1 10 8 2.54 Pass 1 10 10 2.81 Pass 3 10 9 2.93 Pass Powered by Vespa Page 13 Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 32 Details Wall: 3 Section 32 Static ICS Cross-section �444 444yyyrb Section 32 Seismic ICS Cross-section 44yy� 444y�yrb ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) — a < 0 Powered by Vespa Page 25 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis P.Dwe/ru Wed Nov 0410.27'502020 Proffit 1CL_oad TowMom NoM- Albemmle Comty, VA\Calc ffiiomUeSSA\WaI13_Pmp132_He1ghl9-67MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Wall 3 1 Panel 32 1 Height 9.67 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill PkwV Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... VA\Calculations\ReSSA\Wal13_Pane132_Height9.67.MSE Original date and time of creating this file: Sat Oct 31 15:59:12 2020 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA -- Reinforced Slope Stability Analysis Pmw¢ naterrune: Wed Nov 0410:27:502020 Profit V:\__oad Toamho Nofth- M@nuole County, VAWWCU1a6une\ReSSA\Wa0 Pano132_HeigW 67 MSE INPUT DATA (EXCLUDING SOIL DATA Soil Layer # � I....... Block face .................................. Q 2......... Reinforced. Soil ............................ Q 3......... Retained.Soil .............................. Q 4......... Foundation Soil .......................... REINFORCEMENT LAYOUT) Internal angle of Unit weight, y friction, Cohesion, c [lb/ft'] [deg.] [lb/ft'] 130.0 0.0 500.0 125.0 30.0 0.0 125.0 30.0 0.0 125.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tult Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable Proffit,..a...7,......®,�.....®,�.m.,�,�.....7,..®..�,�.....�,�.a.,�,..a...7,..a...®,�.....®,�.m.,�,�......�v.®..®,�.....�,�.m.,�,�.a...7,......®,�..... Page 2 of 11 Copyright 0 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Daien'u Wed Nov 0410.27:502020 Proffit 1CL_oad TowMom NoM- Albemmle Comty, VA\Calcd ioma eSSA\Wa13_ 132_HeibO 67MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft1 inclined from verical at 0.00 degrees, starts at Xls = 1.34 and ends at Xle = 100.00 [ft]. Surcharge load, Q2....................................None Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: Toe point 10 15 20 25 30 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Tu Wed Nov 0410.27:502020 Proffit 1CL_oad TowMom NON- Albemmle Comty, VA\Caicd ioma eSSA\Wa13_ 132_HeibO 67MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -47.00 490.00 2 -36.00 492.00 3 -22.00 494.00 4 -0.03 500.19 5 0.00 499.00 6 0.34 508.67 7 1.34 508.67 8 21.25 512.67 0 Top of Layer 2 9 -47.00 490.00 10 -36.00 492.00 11 -22.00 494.00 12 -0.03 500.19 13 0.00 499.00 14 1.00 499.00 15 1.34 508.67 16 21.25 512.67 0 Top of Layer 3 17 -47.00 490.00 18 -36.00 492.00 19 -22.00 494.00 20 -0.03 500.15 21 0.00 498.97 22 10.00 498.97 23 10.36 510.35 24 21.25 512.67 0 Top of Layer 4 25 -47.00 490.00 26 -36.00 492.00 27 -22.00 494.00 28 -0.03 500.12 29 0.00 498.93 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Tu Wed Nov 0410.27:502020 Profit 1CL_oad TowMom NoM- Albemmle Comty, VA\Calcd ioma eSSA\Wa13_ 132_HeibO 67MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -47.00 490.00 490.00 490.00 490.00 2 -36.00 492.00 492.00 492.00 492.00 3 -22.00 494.00 494.00 494.00 494.00 4 -0.03 500.19 500.19 500.15 500.12 5 0.00 499.00 499.00 498.97 498.93 6 0.34 508.67 499.00 498.97 498.93 7 1.00 508.67 499.00 498.97 498.93 8 1.34 508.67 508.67 498.97 498.93 9 10.00 510.41 510.41 498.97 498.93 10 10.36 510.48 510.48 510.35 498.93 11 21.25 512.67 512.67 512.67 498.93 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Tu Wed Nov 0410.27:502020 Proffit 1CL_oad TowMom NoM- Abemmle Comty, VA\Calc ffiiomUeSSA\Wa113_Pmp132_HeibO 67MSE 7 TavailablE WE A DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative L to Toe [ft] [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-2 0.67 10.00 0.00 1.94 8.06 1250.41 1250.41 2 ERS-2 2.00 10.00 0.00 2.23 7.77 1250.41 1250.41 3 ERS-2 3.33 10.00 0.00 2.59 7.41 1250.41 1250.41 4 ERS-2 4.67 10.00 0.00 3.15 6.85 1250.41 1250.41 5 ERS-2 6.00 10.00 0.00 4.04 5.96 1250.41 1250.41 6 ERS-2 7.33 10.00 0.03 5.74 4.23 1237.90 1250.41 7 ERS-2 8.67 10.00 0.13 9.48 0.39 1200.39 1250.41 ProffitPage 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Tu Wed Nov 0410.27:502020 Proffit 1CL_oad TowMom NoM- Albemmle Comty, VA\Calcd ioma eSSA\Wa13_ 132_HeiM967MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 1.40 508.68 0.15 503.69 -9.17 508.68 10.57 12.14 2 2.39 508.88 -34.89 492.44 -19.95 509.06 22.35 4.21 3 3.38 509.08 -25.67 493.50 -15.41 509.24 18.79 3.46 4 4.38 509.28 -23.28 493.97 -13.74 509.38 18.12 3.02 5 5.37 509.48 -19.50 494.93 -11.37 509.56 16.74 2.70 6 6.36 509.68 -15.63 495.98 -8.93 509.72 15.28 2.43 7 7.35 509.89 -14.34 496.34 -7.73 509.89 15.08 2.23 8 8.34 510.08 -12.99 496.66 -6.70 510.33 15.04 2.06 9 9.33 510.28 -12.89 496.62 -6.07 510.43 15.40 1.90 10 10.32 510.49 -13.07 496.72 -5.43 510.49 15.75 1.75 11 11.31 510.68 -11.79 497.08 -4.24 510.68 15.55 1.62 12 12.30 510.87 -11.70 497.03 -4.26 511.86 16.60 1.53 13 13.29 511.07 -13.00 496.67 -5.02 513.31 18.45 1.47 14 14.28 511.27 -13.12 496.71 -5.33 515.12 19.99 1.42 15 15.27 511.47 -14.18 496.25 -6.67 517.82 22.84 1.39 16 16.27 511.67 -14.19 496.26 -5.64 517.17 22.59 1.36 17 17.26 511.87 -15.59 495.93 -7.03 520.12 25.65 1.35 18 18.25 512.07 -15.50 495.90 -7.04 521.55 27.01 1.34 19 19.24 512.27 -15.54 495.91 -6.76 522.40 27.91 1.33 20 20.23 512.46 -16.75 495.53 -7.74 524.70 30.53 1.32 2 512.66 -17.06 495.62 -7.82 526.37 32.11 OK 22 22.21 512.67 -18.09 495.18 -9.26 530.00 35.92 1.32 23 23.20 512.67 -19.52 494.84 -10.86 534.18 40.28 1.33 24 24.19 512.67 -18.04 495.16 -10.08 535.64 41.25 1.34 25 25.18 512.67 -20.67 494.44 -12.99 541.92 48.09 1.35 26 26.17 512.67 -23.62 493.92 -15.49 547.84 54.52 1.37 27 27.16 512.67 -24.40 493.67 -17.05 553.19 59.97 1.39 28 28.16 512.67 -24.39 493.67 -17.68 557.25 63.94 1.41 29 29.15 512.67 -24.37 493.66 -18.41 561.72 68.31 1.43 30 30.14 512.67 -24.95 493.71 -19.25 566.66 73.17 1.46 31 31.13 512.67 -24.94 493.70 -20.25 572.15 78.60 1.48 32 32.12 512.67 -24.93 493.68 -21.40 578.30 84.68 1.51 33 33.11 512.67 -27.25 493.31 -23.69 585.97 92.73 1.54 34 34.10 512.67 -27.15 493.30 -25.17 593.58 100.30 1.57 35 35.09 512.67 -25.64 493.48 -25.64 599.18 105.70 1.60 36 36.08 512.67 -28.21 493.11 -28.21 608.56 115.44 1.63 37 37.07 512.67 -28.21 493.11 -28.21 611.84 118.73 1.66 38 38.06 512.67 -28.51 493.11 -30.47 622.85 129.75 1.69 39 39.05 512.67 -29.49 492.93 -29.49 621.80 128.87 1.73 40 40.05 512.67 -30.77 492.75 -30.77 628.56 135.82 1.76 41 41.04 512.67 -30.77 492.75 -30.77 632.11 139.36 1.79 42 42.03 512.67 -32.48 492.57 -29.65 630.23 137.69 1.82 43 43.02 512.67 -33.79 492.39 -30.81 636.71 144.35 1.85 44 44.01 512.67 -33.81 492.39 -30.75 640.11 147.75 1.89 45 45.00 512.67 -34.65 492.20 -29.54 637.51 145.40 1.92 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. Proffit Page 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Presets Dale(rime: Wed Nov M 10.27:502020 V\.. oad TowMom Nort - A@emmle Comt, VA\Calc ffiiome eSSA\Wa113 Pme132_Hei M967 MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -50.66 490.11 29.15 512.67 -34.75 586.26 97.46 1.63 2 -48.76 490.01 28.16 512.67 -33.08 578.66 90.03 1.62 3 -47.65 490.03 28.16 512.67 -33.20 579.89 91.01 1.61 4 -46.43 490.20 28.16 512.67 -32.23 578.08 89.02 1.60 5 -45.38 490.47 28.16 512.67 -31.23 576.50 87.18 1.58 6 -44.33 490.75 27.16 512.67 -29.56 570.16 80.77 1.56 7 -42.46 490.88 27.16 512.67 -28.59 568.68 79.02 1.55 8 -41.33 491.14 27.16 512.67 -27.61 567.20 77.29 1.53 9 -40.17 491.40 27.16 512.67 -26.62 565.72 75.55 1.51 10 -38.99 491.66 26.17 512.67 -25.12 560.19 69.92 1.49 11 -37.77 491.90 26.17 512.67 -24.15 558.80 68.27 1.48 12 -36.13 492.06 26.17 512.67 -23.19 557.41 66.62 1.46 13 -34.99 492.28 25.18 512.67 -21.82 552.39 61.54 1.44 14 -33.83 492.49 25.18 512.67 -20.88 550.98 59.91 1.43 15 -32.08 492.57 24.19 512.67 -19.61 546.47 55.32 1.41 16 -30.88 492.77 24.19 512.67 -18.67 545.15 53.78 1.40 17 -29.69 492.98 23.20 512.67 -17.48 541.08 49.62 1.39 18 -28.43 493.17 23.20 512.67 -16.56 539.84 48.15 1.37 19 -27.10 493.34 24.19 512.67 -16.42 542.71 50.51 1.36 20 -25.82 493.52 23.20 512.67 -15.21 538.68 46.38 1.35 21 -24.47 493.69 23.20 512.67 -14.26 537.40 44.89 1.35 22 -23.10 493.85 22.21 512.67 -13.12 533.78 41.16 1.34 23 -22.03 494.12 22.21 512.67 -12.17 532.64 39.76 1.33 24 -20.72 494.47 22.21 512.67 -11.20 531.76 38.48 1.33 25 -19.41 494.82 22.21 512.67 -10.23 530.88 37.20 1.32 26 -18.09 495.18 2121 512.67 -9.26 530.00 35.92 1.32 27 -17.06 495.62 21.22 512.66 -7.82 526.37 32.11 1.32 OK 28 -15.74 495.97 21.22 512.66 -6.86 525.58 30.91 1.32 29 -14.42 496.32 21.22 512.66 -5.91 524.79 29.72 1.33 30 -12.94 496.63 20.23 512.46 -4.61 521.84 26.55 1.34 31 -11.62 496.97 20.23 512.46 -3.68 521.13 25.43 1.35 32 -10.30 497.32 20.23 512.46 -2.74 520.43 24.31 1.37 33 -9.01 497.68 20.23 512.46 -1.80 519.74 23.20 1.40 34 -8.00 498.10 19.24 512.27 -2.46 520.72 23.28 1.44 35 -6.67 498.46 19.24 512.27 -1.45 519.87 22.04 1.48 36 -5.43 498.81 20.23 512.46 -0.80 521.04 22.71 1.54 37 -4.06 499.14 19.24 512.27 -1.14 521.19 22.24 1.60 38 -2.76 499.53 18.25 512.07 1.80 515.76 16.86 1.75 39 -1.32 499.86 24.19 512.67 8.15 512.82 16.04 3.05 40 -0.17 498.95 20.23 512.46 -12.40 539.56 42.41 1.49 41 -4.33 499.01 18.25 512.07 -1.95 520.94 22.06 1.58 42 -1.01 500.07 34.10 512.67 14.15 513.03 19.95 5.47 43 -0.07 500.86 20.23 512.46 -8.95 539.94 40.08 1.78 44 -0.02 501.82 19.24 512.27 -3.51 531.23 29.61 1.86 45 0.03 502.76 18.25 512.07 -4.98 535.05 32.68 1.92 46 0.08 503.72 18.25 512.07 -0.27 528.42 24.70 1.97 47 0.13 504.68 22.21 512.67 4.27 527.75 23.43 2.39 48 0.18 505.62 21.22 512.66 3.36 531.06 25.64 2.44 49 0.23 506.56 21.22 512.66 1.48 541.38 34.84 2.57 50 0.28 507.50 21.22 512.66 4.92 533.73 26.63 3.09 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Dale(rime: Wed Nov 0410.27:502020 V\.. oad TowMom Nort - A@emule Comt, VA\Caic ffiiome eSSA\Wa113 Pme132_Hei bO 67 MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xc, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 22.9 Minimum on Edge Reinf. Layer#I 0.67 0.02 499.67 1.39 499.67 23.02 512.67 1.63 OK Reinf. Layer #2 2.00 0.07 501.00 9.30 501.00 24.24 512.67 1.72 OK Reinf. Layer #3 3.33 0.12 502.33 10.29 502.33 23.52 512.67 1.80 Minimum on Edge Reinf. Layer #4 4.67 0.16 503.67 10.39 503.67 22.33 512.67 1.91 Minimum on Edge Reinf. Layer #5 6.00 0.21 505.00 10.39 505.00 21.34 512.67 2.04 Minimum on Edge Reinf. Layer #6 7.33 0.26 506.33 10.49 506.33 20.94 512.61 2.22 Minimum on Edge Reinf. Layer #7 8.67 0.30 507.67 10.49 507.67 18.03 512.02 2.50 Minimum on Edge Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pre.Daie(Tu Wed Nov 0410.27:502020 Profit V\ oad TowMom NoM- Albemmle County, VA\Calcd iom2eSSA\Wa13_ 132_HeibO 67MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.32 Critical Circle: Xc =-7.82[ft], Yc = 526.37[ft], R = 32.11 [ft]. (Number of slices used = 58 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.57 Critical Two -Part Wedge: (Xa = 0.00, Ya = 499.00) [ft] (Xb = 0.20, Yb = 499.00) [ft] (Xc = 22.95, Yc = 512.67) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 30.98 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING Proffit Copyright ® 2001-2016 ADAMA Engineering, Inc. 1 5 ReSSA - Reinforced Slope Stability Analysis Presera DatNrbne: Wed Nov 0410.27:502020 Profit V\.. oad Townhom North- Albemarle County, VA\CakWafiom teSSMWaIU_P 132_Heit;W 67MSE LL L. Length d slope REINFORCEMENT LAYOUT: TABULATED DATA & VembedeI QUANTITIES ength uses in Calculations Height Embedded Covergae Layer Reinf Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 1 ERS-2 0.67 10.00 1.00 0.02 1637.81 10.02 1637.81 0.00 0.00 2 1 ERS-2 2.00 10.00 1.00 0.07 1639.14 10.07 1639.14 0.00 0.00 3 1 ERS-2 3.33 10.00 1.00 0.12 1640.47 10.12 1640.47 0.00 0.00 4 1 ERS-2 4.67 10.00 1.00 0.16 1641.81 10.16 1641.81 0.00 0.00 5 1 ERS-2 6.00 10.00 1.00 0.21 1643.14 10.21 1643.14 0.00 0.00 6 1 ERS-2 7.33 10.00 1.00 0.26 1644.47 10.26 1644.47 0.00 0.00 7 1 ERS-2 8.67 10.00 1.00 0.30 1645.81 10.30 1645.81 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 ERS-2 1.00 70.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section #36 at Station 268.50 Report Date November 04, 2020 Designer ANK Design Standard National Concrete Masonry Association 3rd Edition Design Static and Seismic Unit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc.Name: Vertica® 2 DegreeSeismicAs r4�4 0.10 Default Deflection of 2.00 inchSoil Parameters In Situ Friction Density y Cohesion Cf Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (I) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 12.33 Back Slope 11.31 o LL Surcharge 100 DL Surcharge 0 Design Height 12.33 ft Crest Offset 20.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.67 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-3-ERS.3 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tult 3,600.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,733.90 lb/ft RFid 1.25 Cds 0.80 Ci 0.80 Connection/Shear Properties ocsl 1,397.00 Wit IP-1 2,500.00 lb/ft acs2 1,967. 00 lb/ft IP-2 3,000.00 lb/ft acs max 1,967.00 Wit au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft ERS-2 -ERS-2 Supplier: User defined, Fill Type: 3/4"- gravels or aggregate Tuft 2,700.00 Wit RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFid 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties ocsl 1, 175.00 lb/ft IP-1 2,200.00Ib/ft acs2 1,712.00 lb/ft IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 lb/ft Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Horiz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 Powered by Vespa Page 14 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Static FS Bearing Capacity 7.58 Bearing Pressure 1985.85 Ib/ft' Overturning 6.43 Max Eccentricity 0.12 ft Base Sliding 2.93 Crest Toppling 1.51 Internal Sliding 3.19 External Seismic FS Bearing Capacity 8.01 Bearing Pressure 1881.37 Ib/ft' Overturning 6.29 Max Eccentricity 0.13 ft Base Sliding 2.86 Crest Toppling 2.03 Internal Sliding 3.11 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 8 509.00 ERS-2 11.00 8.94 5.35 7.18 7 507.67 ERS-2 11.00 7.05 9.28 6.50 6 506.33 ERS-2 11.00 5.84 11.21 4.81 5 505.00 ERS-2 11.00 5.00 13.18 3.82 4 503.67 ERS-2 11.00 4.38 15.17 3.17 3 502.33 ERS-2 11.00 3.90 17.17 2.71 2 501.00 ERS-2 11.00 3.53 19.19 2.36 1 499.67 ERS-3 11.00 3.19 13.75 1.88 Internal Tensile Internal Seismic Layer Elevation [ft] Rein. Length [ft] Sliding FS Pullout FS Overstress FS 8 509.00 ERS-2 11.00 9.92 2.57 5.21 7 507.67 ERS-2 11.00 7.36 5.95 6.30 6 506.33 ERS-2 11.00 5.93 7.93 5.14 5 505.00 ERS-2 11.00 5.00 9.92 4.34 4 503.67 ERS-2 11.00 4.33 11.92 3.76 3 502.33 ERS-2 11.00 3.84 13.93 3.31 2 501.00 ERS-2 11.00 3.45 15.95 2.96 1 499.67 ERS-3 11.00 3.11 11.70 2.42 Connection Facing Static Layer Elevation [ft] Rein. Length [ft] Strength FS 8 509.00 ERS-2 11.00 7.03 7 507.67 ERS-2 11.00 6.57 6 506.33 ERS-2 11.00 5.01 5 505.00 ERS-2 11.00 4.10 4 503.67 ERS-2 11.00 3.50 3 502.33 ERS-2 11.00 3.07 2 501.00 ERS-2 11.00 2.75 1 499.67 ERS-3 11.00 1.84 Connection Facing Seismic Layer Elevation [ft] Rein. Length [ft] Strength FS 8 509.00 ERS-2 11.00 3.38 7 507.67 ERS-2 11.00 4.21 6 506.33 ERS-2 11.00 3.54 5 505.00 ERS-2 11.00 3.08 4 503.67 ERS-2 11.00 2.75 3 502.33 ERS-2 11.00 2.49 2 501.00 ERS-2 11.00 2.29 1 499.67 ERS-3 11.00 1.57 Internal Compound Stability 10 Lowest Static Powered by Vespa Page 15 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1] Albemarle County, VA Radius Point Point Exit Point Result Status Wall: 3 3 5 3 5 4 1 4 2 1 10 Lowest Seismic 1 10 10 6 10 5 9 2 5 1 10 3 1.77 Pass 10 2 1.85 Pass 9 5 1.90 Pass 9 4 1.93 Pass 9 7 2.03 Pass 9 6 2.06 Pass 8 9 2.21 Pass 10 8 2.23 Pass 10 11 2.35 Pass 7 1 1.50 Pass 10 3 1.63 Pass 9 2 1.68 Pass 10 4 1.76 Pass 9 5 1.77 Pass 10 7 1.89 Pass 10 6 1.91 Pass 10 8 2.06 Pass 9 9 2.06 Pass 10 11 2.24 Pass Powered by Vespa Page 16 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 36 Details Wall: 3 Section 36 Static ICS Cross-section Section 36 Seismic ICS Cross-section T 4 4 4 4 L d y 4 4 ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 26 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis Pros Dwe/rh Thu Nov 051249: 172020 Proffit V \ _. M Tow ft.e North- Albe..k County, VA\Cakul ti..VZeSSA\We113_P.136_11 i,M12 33.MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Wall 3 1 Panel 36 1 Height 12.33 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... A\Calculations\ReSSA\Wa113_Pane136_Heightl2.33.MSE Original date and time of creating this file: Sat Oct 31 16:12:17 2020 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Th Th. Nov 051249: 172020 Proffit V\_. WTowrft=s North-Mbemmk CountyVA\CakuktiomVZeSSA\Wa113_Pa 136_HeigM1233.MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Unit weight, y Soil Layer #: [lb/ft 3] � I....... Block Face .......................................... 130.0 7-12....... Reinforced Sod ................................. 125.0 =3......, Retained Soil(GP)............................. 105.0 =4......, Foundation Soil ................................. 125.0 REINFORCEMENT Internal angle of friction, Cohesion, c [deg.] [lb/ft ] 0.0 500.0 30.0 0.0 38.0 0.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tull Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 2 ERS-3 3600.00 1.30 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 2 ERS-3 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable ProffitPage 2 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Date(Th Thu Nov 051249: 172020 Proffit V\_. MTowft.a North-Albe..k County,VA\C8kukti..VZeSSA\We113_P.136_HeigM1233.MSE DRAWING OF SPECIFIED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 4 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft1 inclined from verical at 0.00 degrees, starts at Xls = 1.43 and ends at Xle = 100.00 [ft]. Surcharge load, Q2....................................None Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: 10 15 20 25 30 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Th Thu Nov 051249: 172020 Proffit V\_. MTowft.a North-Albe..k County,VA\C8kukti..VZeSSA\Wa3_P.136_HeigM1233.MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -15.76 496.00 2 -11.00 498.00 3 -0.03 500.00 4 0.00 498.33 5 0.43 510.66 6 1.43 510.66 7 21.35 514.66 0 Top of Layer 2 8 -15.76 496.00 9 -11.00 498.00 10 -0.03 500.00 11 0.00 498.33 12 1.00 498.33 13 1.43 510.66 14 21.35 514.66 0 Top of Layer 3 15 -15.75 496.00 16 -11.00 498.00 17 -0.03 499.96 18 0.00 498.30 19 11.00 498.30 20 11.45 512.50 21 21.35 514.66 Top of Layer 4 22 -15.75 496.00 23 -11.00 498.00 24 -0.03 499.93 25 0.00 498.26 26 11.00 498.26 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Th Thu Nov 051249: 172020 Profiit V\_. MTowft.a North-Albe..k County,VA\C8kukti..VZeSSA\Wa3_P.136_Heightl231NISE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 4 layers. Coordinates in [ft.] # X Yl Y2 Y3 Y4 1 -15.76 496.00 496.00 496.00 496.00 2 -15.75 496.00 496.00 496.00 496.00 3 -11.00 498.00 498.00 498.00 498.00 4 -0.03 500.00 500.00 499.96 499.93 5 0.00 498.33 498.33 498.30 498.26 6 0.43 510.66 498.33 498.30 498.26 7 1.00 510.66 498.33 498.30 498.26 8 1.43 510.66 510.66 498.30 498.26 9 11.00 512.58 512.58 498.30 498.26 10 11.45 512.67 512.67 512.50 498.26 11 21.35 514.66 514.66 514.66 498.26 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Date(Th Th. Nov 051249: 172020 Proffit V\_. WTowrft=s North-Mbemmk CountyVA\CekuktiomVZeSSA\Wa113_Pa 136_Hei M1233.MSE 7 TavailablE WE A DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER I Ll I L3 I L2 I A = Front-end of reinforcement (at face of slope) B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) Ll = Front-end'pullout length L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative L to Toe [ft] [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-3 1.33 11.00 0.00 2.13 8.87 1667.21 1667.21 2 ERS-2 2.67 11.00 0.00 1.80 9.20 1250.41 1250.41 3 ERS-2 4.00 11.00 0.00 2.03 8.97 1250.41 1250.41 4 ERS-2 5.33 11.00 0.00 2.33 8.67 1250.41 1250.41 5 ERS-2 6.67 11.00 0.00 2.79 8.21 1250.41 1250.41 6 ERS-2 8.00 11.00 0.00 3.41 7.59 1250.41 1250.41 7 ERS-2 9.33 11.00 0.00 4.49 6.51 1250.41 1250.41 8 ERS-2 10.67 11.00 0.10 6.86 4.04 1212.89 1250.41 ProffitPage 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date rimeTh. Nov 051249: 172020 V\ WTownhomes North-Mbemmk Co=t.VA\CakuktiomVZeSSA\We113 Pm136_Hei M1233.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 1.80 510.74 0.31 507.76 -2.03 510.80 3.84 6.96 2 2.90 510.96 0.32 507.77 -1.37 511.77 4.34 4.24 3 3.99 511.18 0.08 501.21 -11.17 511.38 15.16 3.41 4 5.09 511.40 -0.03 498.30 -14.73 511.59 19.82 2.77 5 6.18 511.62 -0.10 498.24 -11.80 511.91 17.99 2.39 6 7.28 511.83 -0.09 498.27 -10.41 512.66 17.71 2.17 7 8.38 512.05 -0.08 498.28 -10.80 514.34 19.31 2.01 8 9.47 512.27 -0.07 498.28 -12.68 517.13 22.68 1.87 9 10.57 512.49 -0.06 498.30 -10.42 517.13 21.49 1.76 10 11.66 512.71 -0.05 498.30 -11.14 519.28 23.73 1.66 11 12.76 512.93 -0.03 498.32 -8.04 518.23 21.46 1.57 12 13.85 513.15 -0.02 498.32 -9.01 520.64 24.06 1.50 13 14.95 513.37 -0.02 498.32 -12.99 526.18 30.73 1.46 14 16.04 513.59 -0.01 498.32 -14.69 529.83 34.76 1.43 15 IT14 513.81 -0.01 498.33 -18.26 535.77 41.65 1.42 18.23 514.03 _..,_-0.00 498.33 -25.62 546.52 54.57 = OK 17 19.33 514.25 -0.22 498.24 -15.61 536.98 41.68 1.41 18 20.42 514.47 -0.22 498.24 -19.25 543.67 49.26 1.41 19 21.52 514.66 -0.22 498.23 -27.03 556.30 63.96 1.42 20 22.62 514.66 -0.22 498.23 -35.81 571.74 81.68 1.43 21 23.71 514.66 -0.22 498.22 -49.70 595.87 109.48 1.45 22 24.81 514.66 -0.22 498.22 -74.67 638.77 159.05 1.47 23 25.90 514.66 -0.22 498.22 -97.45 681.60 207.57 1.50 24 27.00 514.66 -0.22 498.22 -133.98 750.30 285.38 1.52 25 28.09 514.66 -0.22 498.22 -201.51 877.32 429.23 1.55 26 29.19 514.66 -0.22 498.22 -366.88 1188.34 781.48 1.58 27 30.28 514.66 -0.22 498.22 -1379.40 3092.60 2938.19 1.61 28 31.38 514.66 -0.22 498.22 -932.59 2328.64 2054.21 1.64 29 32.47 514.66 -0.22 498.23 -655.69 1842.68 1495.73 1.67 30 33.57 514.66 -0.22 498.23 -480.38 1528.52 1136.69 1.71 31 34.66 514.66 -0.22 498.23 -2067.52 4932.15 4892.17 1.75 32 35.76 514.66 -0.22 498.23 -842.03 2389.57 2070.22 1.80 33 36.86 514.66 -0.22 498.24 -502.91 1683.11 1287.09 1.85 34 37.95 514.66 -0.22 498.24 -1640.60 4363.33 4198.79 1.88 35 39.05 514.66 -0.22 498.24 -652.83 2114.14 1742.70 1.92 36 40.14 514.66 -0.22 498.24 -3395.37 8902.18 9063.84 1.96 37 41.24 514.66 -0.22 498.25 -754.21 2463.12 2104.58 2.00 38 42.33 514.66 -0.22 498.25 -4931.50 13345.32 13760.98 2.03 39 43.43 514.66 -0.22 498.25 -748.20 2553.98 2187.58 2.08 40 44.52 514.66 -0.22 498.25 -3276.77 9501.19 9580.64 2.11 41 45.62 514.66 -0.22 498.26 -649.53 2384.70 1995.06 2.17 42 46.71 514.66 -0.22 498.26 -1720.03 5493.65 5283.16 2.21 43 47.81 514.66 -0.22 498.26 -521.05 2101.95 1686.14 2.28 44 48.90 514.66 -0.22 498.26 -981.72 3519.76 3176.92 2.32 45 50.00 514.66 -0.22 498.26 -5350.75 16966.25 17315.40 2.36 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date rimeTh. Nov 051249: 172020 V\ WTownhomes North-Mbemmk Co=t,VA\CakuktiomVZeSSA\We113 Pm136_Hei M1233.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -35.06 496.02 25.90 514.66 -16.06 542.89 50.57 1.72 2 -34.55 496.25 24.81 514.66 -15.46 539.60 47.37 1.69 3 -33.16 496.09 24.81 514.66 -14.84 538.65 46.34 1.67 4 -32.48 496.25 23.71 514.66 -14.63 536.71 44.23 1.65 5 -31.08 496.08 23.71 514.66 -13.99 535.78 43.22 1.63 6 -30.25 496.17 23.71 514.66 -13.36 534.86 42.22 1.61 7 -28.94 496.05 22.62 514.66 -13.13 532.97 40.16 1.59 8 -28.07 496.12 22.62 514.66 -12.49 532.06 39.18 1.57 9 -27.19 496.18 22.62 514.66 -12.19 532.09 38.92 1.55 10 -25.83 496.04 21.52 514.66 -11.26 528.51 35.59 1.54 11 -24.91 496.09 21.52 514.66 -10.93 528.46 35.26 1.52 12 -23.97 496.12 21.52 514.66 -10.59 528.38 34.92 1.51 13 -23.01 496.15 21.52 514.66 -9.92 527.49 33.96 1.50 14 -22.08 496.20 20.42 514.47 -9.29 525.03 31.54 1.49 15 -20.61 496.01 20.42 514.47 -8.92 524.87 31.14 1.48 16 -19.58 496.01 20.42 514.47 -8.24 524.01 30.21 1.48 17 -18.57 496.02 19.33 514.25 -7.61 521.73 27.95 1.47 18 -17.93 496.18 19.33 514.25 -7.20 521.50 27.50 1.47 19 -16.83 496.14 19.33 514.25 -6.78 521.23 27.03 1.47 20 -15.53 496.17 19.33 514.25 -6.35 521.11 26.58 1.48 21 -14.47 496.59 19.33 514.25 -5.32 520.25 25.37 1.49 22 -13.77 497.15 19.33 514.25 -4.58 519.94 24.57 1.51 23 -12.67 497.52 17.14 513.81 -5.78 520.34 23.83 1.53 24 -11.49 497.91 17.14 513.81 -4.99 519.94 22.96 1.54 25 -10.47 498.16 19.33 514.25 -5.60 524.77 27.05 1.56 26 -9.52 498.37 18.23 514.03 -4.64 522.13 24.26 1.57 27 -8.26 498.51 18.23 514.03 -3.50 520.76 22.76 1.58 28 -7.32 498.72 18.23 514.03 -2.40 519.49 21.35 1.61 29 -6.44 498.95 17.14 513.81 -1.33 516.98 18.73 1.65 30 -5.26 499.10 14.95 513.37 -0.40 513.67 15.35 1.70 31 -4.39 499.36 17.14 513.82 1.49 513.86 15.65 1.92 32 -3.32 499.56 21.52 514.66 4.41 514.82 17.11 2.34 33 -2.37 499.86 28.09 514.66 9.10 514.99 18.99 3.69 34 0.00 498.33 0.00 498.33 0.00 498.33 0.00 N/A #10 -Overhanging Cliff -0.00 498.33 �23 514.03 -25.62 546.52 54� OK 36 -9.44 498.38 18.23 514.03 -4.58 522.07 24.18 1.57 37 -5.32 499.10 14.95 513.37 -0.45 513.70 15.40 1.71 38 0.00 498.33 0.00 498.33 0.00 498.33 0.00 N/A #10 - Overhanging Cliff 39 -0.10 500.45 19.33 514.25 -13.46 539.83 41.59 1.63 40 -0.06 501.17 18.23 514.03 -18.08 546.24 48.54 1.63 41 -0.02 501.91 18.23 514.03 -12.31 540.23 40.23 1.81 42 0.01 502.65 18.23 514.03 -8.16 536.01 34.34 1.82 43 0.05 503.39 19.33 514.25 -6.44 537.44 34.66 2.06 44 0.09 504.11 17.14 513.81 -8.50 539.04 35.96 2.05 45 0.13 504.85 18.23 514.03 -6.77 540.89 36.70 2.35 46 0.17 505.59 18.23 514.03 -2.91 535.71 30.28 2.36 47 0.20 506.32 18.23 514.03 0.28 531.08 24.75 2.79 48 0.24 507.04 14.95 513.37 -2.49 533.62 26.72 2.78 49 0.28 507.77 12.76 512.93 0.33 525.32 17.54 2.60 50 0.32 508.51 16.04 513.59 3.20 526.45 18.17 3.24 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Date rimeTh. Nov 051249: 172020 V\ WTownhomes North-Mbemmk Co=t,VA\CakuktiomVZeSSA\Wa3 Pm136_Hei M1233.MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) [ft] [ft] (Xb, Yb) [ft] (Xc, Yc) [ft] Fs STATUS At toe elevation ...................................................................................................................................................................................................................... 0.00 22� Minimum on Edge Reinf. Layer#1 1.33 0.05 499.66 1.39 499.66 19.44 514.28 1.65 OK Reinf. Layer #2 2.67 0.09 501.00 1.39 501.00 21.64 514.66 1.73 OK Reinf. Layer #3 4.00 0.14 502.33 1.49 502.33 19.10 514.21 1.89 OK Reinf. Layer #4 5.33 0.19 503.66 1.49 503.66 19.02 514.19 2.09 OK Reinf. Layer #5 6.67 0.23 505.00 9.51 505.00 21.87 514.66 2.27 OK Reinf. Layer #6 8.00 0.28 506.33 9.51 506.33 20.83 514.56 2.42 OK Reinf. Layer #7 9.33 0.33 507.66 10.60 507.66 20.29 514.45 2.62 OK Reinf. Layer #8 10.67 0.37 509.00 9.61 509.00 15.89 513.56 2.85 OK Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Date(Th Thu Nov 051249: 172020 Proffit V\_. MTowft.a North-Albe..k County,VA\C8kukti..VZeSSA\Wa3_P.136_HeigM1233.MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.41 Critical Circle: Xc =-25.62[ft], Yc = 546.52[ft], R = 54.57[ft]. (Number of slices used = 55 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.49 Critical Two -Part Wedge: (Xa = 0.00, Ya = 498.33) [ft] (Xb = 0.20, Yb = 498.33) [ft] (Xc = 22.68, Yc = 514.66) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 30.43 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 10 15 20 25 30 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Presera DatNrinteTh. Nov 051249: 172020 Proffit V:�__sd Towft.m North-Albe..k County,VA\CalculateVZeSSA\We113_P.136_Neight1233MSE REINFORCEMENT LAYOUT: TABULATED DATA & QUANTITIES LL �v:151d angth Usetl in Calculations Length d Slope Height Embedded Covergae Layer Reinf Geosynthetic Relative Length Ratio, ( X, Y) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 2 ERS-3 1.33 11.00 1.00 0.05 1636.27 11.05 1636.27 0.00 0.00 2 1 ERS-2 2.67 11.00 1.00 0.09 1637.61 11.09 1637.61 0.00 0.00 3 1 ERS-2 4.00 11.00 1.00 0.14 1638.94 11.14 1638.94 0.00 0.00 4 1 ERS-2 5.33 11.00 1.00 0.19 1640.27 11.19 1640.27 0.00 0.00 5 1 ERS-2 6.67 11.00 1.00 0.23 1641.61 11.23 1641.61 0.00 0.00 6 1 ERS-2 8.00 11.00 1.00 0.28 1642.94 11.28 1642.94 0.00 0.00 7 1 ERS-2 9.33 11.00 1.00 0.33 1644.27 11.33 1644.27 0.00 0.00 8 1 ERS-2 10.67 11.00 1.00 0.37 1645.61 11.37 1645.61 0.00 0.00 * Vertical distance between layers. QUANTITIES ReW. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 1 ERS-2 1.00 77.00 2 ERS-3 1.00 11.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 Section #49 at Station 312.00 Report Date November 04, 2020 Designer ANK II L Design Standard National Concrete Masonry Association 3rd Edition W�" Design Static and SeismicUnit of Measure U.S./Imperial Sele,Licensor/Product Line: Anchor Wall Systems, Inc. Name: Vertica® 2 Degree Seismic As 0.10 Default Deflection of 2.00 inch Soil Parameters In Situ Friction Densityy Cohesion Cf ---- Soil Zone Soil Type Angle 4p [lb/ft-] [lb/ft-] Infill (i) SM 30o 125.00 n/a Retained (r) SM 30o 125.00 n/a Foundation (I) SM 30o 125.00 0.00 Base (b) GW 390 140.02 n/a Drainage (d) GP 380 110.00 n/a Section Details Section Height 8.33 Back Slope 11.31 o LL Surcharge 100 DL Surcharge 0 Design Height 8.33 ft Crest Offset 20.00 ft LL Offset 0.00 ft DL Offset 0.00 ft Embedment 1.23 ft Wall Batter 2.00o Toe Slope 0.00o Toe Offset 0.00 ft Minimum Factors of Safety Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.50 FSsI Internal Sliding 1.50 FScs Connection Strength 1.50 FSbc Bearing Capacity 2.00 FSpo Pullout 1.50 FSsc Facing Shear 1.50 FSct Crest Toppling 1.50 FSto Tensile Overstress 1.50 FSot Overturning 2.00 Seismic Reinforced External Value Internal Value Facing Value FSsI Base Sliding 1.10 FSsI Internal Sliding 1.10 FScs Connection Strength 1.10 FSbc Bearing Capacity 1.50 FSpo Pullout 1.10 FSsc Facing Shear 1.10 FSct Crest Toppling 1.10 FSto Tensile Overstress 1.10 FSot Overturning 1.50 Reinforcements ERS-2-ERS-2 Supplier: User defined, Fill Type: 3/4%gravels or aggregate Tuft 2,700.00 lb/ft RFcr 1.51 RFd 1.10 LTDS 1,250.41 lb/ft RFd 1.30 Cds 0.80 Q 0.80 Connection/Shear Properties acsl 1, 175.00 lb/ft IP-1 2,200.00 Wit acs2 1,712.00 Ib/fl IP-2 2,500.00 lb/ft ocs max 1,712.00 lb/ft au 1,145.00 Wit Au 53.00 lb/ft Vu(max) 2,800.00 lb/ft Analysis Results • Analysis includes Vertical Forces • Uses Live and Dead Load Reduction due to Offset • Uses External Hertz. Accel Coeff in Seismic Crest Toppling • Embedment is not included in Bearing Capacity • Analysis uses Auto -run Trial Wedge method for Seismic when (0 -aTan(kh) - < 0 External Static FS Bearing Capacity 7.95 Bearing Pressure 1376.56 Ib/ft' Overturning 6.47 Max Eccentricity 0.09 ft Base Sliding 2.82 Crest Toppling 1.51 Internal Sliding 3.71 External Seismic FS Bearing Capacity 8.71 Powered by Vespa Bearing Pressure Page 17 1256.30 Ib/ft' Printed 11/42020 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA Wall: 3 External Seismic FS Overturning 6.79 Max Eccentricity 0.04 ft Base Sliding 2.88 Crest Toppling 2.03 Internal Sliding 3.83 Internal Tensile Internal Static Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.67 ERS-2 8.00 9.13 3.88 6.95 4 510.33 ERS-2 8.00 6.62 7.38 6.29 3 509.00 ERS-2 8.00 5.22 9.37 4.66 2 507.67 ERS-2 8.00 4.33 11.37 3.70 1 506.33 ERS-2 8.00 3.71 8.55 1.96 Internal Tensile Internal Seismic Sliding Pullout Overstress Layer Elevation [ft] Rein. Length [ft] FS FS FS 5 511.67 ERS-2 8.00 11.06 2.27 6.13 4 510.33 ERS-2 8.00 7.40 5.39 6.94 3 509.00 ERS-2 8.00 5.61 7.36 5.53 2 507.67 ERS-2 8.00 4.54 9.35 4.59 1 506.33 ERS-2 8.00 3.83 7.30 2.53 Connection Facing Static Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.67 ERS-2 8.00 6.80 4 510.33 ERS-2 8.00 6.36 3 509.00 ERS-2 8.00 4.85 2 507.67 ERS-2 8.00 3.97 1 506.33 ERS-2 8.00 2.16 Connection Facing Seismic Strength Layer Elevation [ft] Rein. Length [ft] FS 5 511.67 ERS-2 8.00 3.97 4 510.33 ERS-2 8.00 4.64 3 509.00 ERS-2 8.00 3.81 2 507.67 ERS-2 8.00 3.26 1 506.33 ERS-2 8.00 1.85 Internal Compound Stability 10 Lowest Static Radius Point Entry Point Exit Point 10 10 10 10 10 10 10 10 10 10 6 9 8 10 Result 1.60 2.07 2.21 2.22 2.46 2.49 2.76 2.96 3.12 3.70 Status Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass 10 Lowest Seismic 1 10 1 1.56 Pass 1 10 3 2.07 Pass 2 10 2 2.11 Pass 1 10 5 2.24 Pass 3 10 4 2.36 Pass 1 10 7 2.55 Pass 6 10 6 2.79 Pass 1 10 9 3.18 Pass 1 10 8 3.32 Pass Powered by Vespa Page 18 Printed 11/412020 40 Version: 2.10.7.7359 Project: 20ERS138 - Proffit [Rev. 1 ] Albemarle County, VA 10 10 4.14 Pass Wall: 3 Powered by Vespa Page 19 Printed 11/412020 Version: 2.10.7.7359 Project: 20ERS138- Profft [Rev. 1] Albemarle County, VA Section 49 Details Wall: 3 Section 49 Static ICS Cross-section Section 49 Seismic ICS Cross-section r 1 4 T ' Analysis includes Vertical Forces ' Uses Live and Dead Load Reduction due to Offset ' Uses External Horiz. Accel Coeff in Seismic Crest Toppling ' Embedment is not included in Bearing Capacity ' Analysis uses Auto -run Trial Wedge method for Seismic when 4) — aTan]kh) - a < 0 Powered by Vespa Page 27 Printed 11/412020 k, Version: 2.10.7.7359 ReSSA — Reinforced Slope Stability Analysis P.0 Dwe/ri M. Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaI13_PaneW9_HelgW833MSE Proffit Report created by ReSSA(3.0): Update #4.21: Copyright (c) 2001-2016, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Proffit Project Number: 20ERS138 - Client: ERS Designer: ANK Description: Wall 3 1 Panel 49 1 Height 8.33 Company's information: Name: ERS Materials, LLC Street: 231 Rope Mill Pkwy Woodstock, GA 30188 Telephone #: Fax #: E-Mail: Original file path and name: V:\2020\20 ..... VA\Calculations\ReSSA\Wal13_Pane149_Height8.33.MSE Original date and time of creating this file: Tue Nov 03 20:46:04 2020 PROGRAM MODE: Analysis of a General Slope using GEOSYNTHETIC as reinforcing material. Proffit Page I of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Daie(Ti M. Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaIH_Pan M HeigM833MSE INPUT DATA (EXCLUDING REINFORCEMENT LAYOUT) SOIL DATA Soil Layer # � I....... Block Face ............... 7 --- 12....... Reinforced Sod ...... =3......, Retained Soil .......... Q4......, Detention Stone (GP �5......, Foundation Soil ...... REINFORCEMENT Unit weight, y [lb/ft'] 130.0 125.0 125.0 105.0 125.0 Internal angle of friction, Cohesion, c [deg.] [lb/ft ] 0.0 500.0 30.0 0.0 30.0 0.0 38.0 0.0 30.0 0.0 Reinforcement Ultimate Reduction Reduction Reduction Additional Coverage Strength, Factor for Factor for Factor for Reduction Ratio, Type # Geosynthetic Tull Installation Durability, Creep, Factor, Rc Designated Name [lb/ft] Damage, RFid RFd RFc RFa 1 ERS-2 2700.00 1.30 1.10 1.51 1.00 1.00 Interaction Parameters = Direct Sliding = Pullout= Type # Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 1 ERS-2 0.80 0.00 0.80 0.80 Relative Orientation of Reinforcement Force, ROR = 1.00. Assigned Factor of Safety to resist pullout, Fs-po = 1.50 Design method for Global Stability: AASHTO/FHWA Bishop. WATER Water is not present SEISMICITY Not Applicable ProffitPage 2 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Daie(Ti M. Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaIH_P 149_HeigW833MSE DRAWING OF SPECUTED GEOMETRY - GENERAL - Quick Input — Problem geometry is defined along sections selected by user at x,y coordinates. — X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2, and so on. GEOMETRY Soil profile contains 5 layers (see details in next page) UNIFORM SURCHARGE Load Ql = 100.00 [lb/ft 1 inclined from verical at 0.00 degrees, starts at Xls = 1.29 and ends at Xle = 100.00 [ft]. Surcharge load, Q2....................................None Surcharge load, Q3....................................None STRIP LOAD ...........................None................................... SCALE: 0 2 4 6 8 10 [ft] Proffit Page 3 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoProgramsxom License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Ti llm Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Caic ffiiome eSSA\WaIH_P 149_HeigW833MSE TABULATED DETAILS OF GENERAL SPECIFIED GEOMETRY Soil profile contains 5 layers. Coordinates in [ft.] # Xi Yi Top of Layer 1 1 -16.75 502.00 2 -14.00 504.00 3 -0.03 506.23 4 0.00 505.00 5 0.29 513.33 6 1.29 513.33 7 21.21 517.33 0 Top of Layer 2 8 -16.75 502.00 9 -14.00 504.00 10 -0.03 506.23 11 0.00 505.00 12 1.00 505.00 13 1.29 513.33 14 21.21 517.33 0 Top of Layer 3 15 -16.75 502.00 16 -14.00 504.00 17 -0.03 506.20 18 0.00 504.97 19 8.00 504.97 20 8.33 514.52 21 21.21 517.30 Top of Layer 4 22 -16.75 502.00 23 -14.00 504.00 24 -0.03 506.20 25 0.00 504.97 26 14.55 504.97 27 14.83 515.70 28 21.21 517.30 Top of Layer 5 29 -16.75 502.00 30 -14.00 504.00 31 -0.03 506.16 32 0.00 504.93 33 14.50 504.93 34 14.51 498.50 Proffit Page 4 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Ti M. Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaIH_P 149_HelgW833MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 5 layers. Coordinates in [ft.] # X Y1 Y2 Y3 Y4 Y5 1 -16.75 502.00 502.00 502.00 502.00 502.00 2 -14.00 504.00 504.00 504.00 504.00 504.00 3 -0.03 506.23 506.23 506.20 506.20 506.16 4 0.00 505.00 505.00 504.97 504.97 504.93 5 0.29 513.33 505.00 504.97 504.97 504.93 6 1.00 513.33 505.00 504.97 504.97 504.93 7 1.29 513.33 513.33 504.97 504.97 504.93 8 8.00 514.68 514.68 504.97 504.97 504.93 9 8.33 514.74 514.74 514.52 504.97 504.93 10 14.50 515.98 515.98 515.85 504.97 504.93 11 14.51 515.98 515.98 515.85 504.97 498.50 12 14.55 515.99 515.99 515.86 504.97 498.50 13 14.83 516.05 516.05 515.92 515.70 498.50 14 21.21 517.33 517.33 517.30 517.30 498.50 Proffit Page 5 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Pr.s Daie(Ti llm Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaI13_PaneW9_HeigW833MSE DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER T A = Front-end of reinforcement (at face of slope) Tavailable _ _ _ _ _ B = Rear -end of reinforcement AB = Ll + L2 + L3 = Embedded length of reinforcement Tfe Tavailable = Long-term strength of reinforcement Tfe = Available front-end strength (e.g., connection to facing) A B Ll =Front-end 'pullout length Ll L3 L2 L2 = Rear -end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement, Fs-po = 1.50 Reinforcement Layer # Designated Name Height Relative L to Toe [ft] [ft] Ll [ft] L2 [ft] L3 [ft] Tfe [lb/ft] Tavailable [lb/ft] 1 ERS-2 1.33 8.00 0.00 2.53 5.47 1250.41 1250.41 2 ERS-2 2.67 8.00 0.00 3.05 4.95 1250.41 1250.41 3 ERS-2 4.00 8.00 0.00 3.84 4.16 1250.41 1250.41 4 ERS-2 5.33 8.00 0.00 5.28 2.72 1250.41 1250.41 5 ERS-2 6.67 8.00 0.10 7.58 0.32 1212.89 1250.41 ProffitPage 6 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Profit Pr.s Daie(Ti M. Nov 0516'40: 192020 V\.. oa TowMom Nort - A@emmle Comt, VA\Calc ffiiome eSSA\Wa13 P 119_HeigW833MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each entry point (considering Entry Entry Point Exit Point Point # (X,Y) (X,Y) [ft] [ft] all specified exit points) Critical Circle (Xc,Yc,R) [ft] Fs STATUS 1 1.29 513.33 0.18 510.41 -3.21 513.37 4.50 11.51 2 2.28 513.53 0.17 510.41 -1.16 513.58 3.44 4.43 3 3.28 513.73 0.18 510.42 -1.02 514.64 4.39 3.34 4 4.27 513.94 -0.07 504.95 -7.24 513.95 11.51 2.81 5 5.26 514.13 -0.05 504.97 -5.59 514.30 10.85 2.40 6 6.25 514.33 -0.04 504.98 -4.01 514.44 10.26 2.13 7 7.24 514.53 -0.03 504.99 -4.38 515.85 11.70 1.93 8 8.23 514.72 -0.02 504.99 -4.75 517.37 13.25 1.77 9 9.22 514.92 -0.01 505.00 -5.09 518.98 14.88 1.65 10 10.22 515.13 -8.26 504.94 -1.84 515.15 12.06 1.53 11 11.21 515.32 -8.44 505.04 -1.75 516.16 12.98 1.47 12 12.20 515.52 -9.35 504.80 -2.64 518.33 15.11 1.43 13 13.19 515.72 -0.15 504.97 -4.35 523.82 19.32 1.40 14 14.18 515.92 -0.15 504.96 -6.03 527.50 23.29 1.38 �5.17 511W -0.15 504.96 -8.35 532.30 28.55 1.37 OK 16 16.16 516.32 -0.15 504.95 -10.43 537.10 33.75 1.38 17 17.16 516.52 -0.15 504.95 -14.74 545.49 43.09 1.39 18 18.15 516.71 -0.15 504.94 -18.86 554.12 52.61 1.41 19 19.14 516.91 -0.15 504.94 -21.36 560.63 59.59 1.43 20 20.13 517.11 -0.15 504.94 -24.15 567.92 67.39 1.45 21 21.12 517.31 -0.15 504.94 -31.95 584.08 85.29 1.47 22 22.11 517.33 -0.15 504.94 -38.13 599.37 101.78 1.50 23 23.10 517.33 -17.87 502.04 -12.45 550.06 48.32 1.54 24 24.09 517.33 -21.05 502.06 -14.01 555.60 54.00 1.57 25 25.09 517.33 -19.99 502.04 -14.49 559.92 58.14 1.61 26 26.08 517.33 -0.15 504.93 -1142.41 2954.91 2703.17 1.66 27 27.07 517.33 -0.15 504.94 -708.19 2095.62 1741.15 1.70 28 28.06 517.33 -0.15 504.94 -475.74 1625.77 1217.56 1.74 29 29.05 517.33 -0.15 504.94 -339.69 1345.75 906.78 1.78 30 30.04 517.33 -0.15 504.94 -1110.75 3254.20 2965.11 1.83 31 31.03 517.33 -0.15 504.94 -513.29 1842.17 1432.31 1.87 32 32.03 517.33 -0.15 504.94 -6203.90 16666.72 17311.54 1.92 33 33.02 517.33 -0.15 504.95 -722.87 2491.07 2113.53 1.97 34 34.01 517.33 -0.15 504.95 -363.44 1560.49 1116.31 2.02 35 35.00 517.33 -0.15 504.95 -851.10 2976.78 2614.20 2.06 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-entry' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 7 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Daie(Ti M. Nov 0516'40: 192020 V\.. oa TowMom Nort - A@emmle Comt, VA\Calc ffiiome eSSA\Wa13 P 119_HeigW833MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta -exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point (considering all specified entry points). Exit Exit Point Entry Point Critical Circle Point # (X,Y) (X,Y) (Xc,Yc,R) [ft] [ft] [ft] Fs STATUS 1 -35.16 502.05 22.11 517.33 -18.70 555.32 55.76 1.73 2 -34.43 502.13 22.11 517.33 -18.54 555.81 55.97 1.70 3 -33.33 502.11 22.11 517.33 -17.89 554.48 54.59 1.67 4 -32.38 502.15 21.12 517.31 -17.14 550.32 50.53 1.65 5 -31.15 502.08 21.12 517.31 -16.49 549.08 49.23 1.62 6 -30.38 502.18 20.13 517.11 -15.72 545.48 45.72 1.60 7 -28.97 502.04 20.13 517.11 -15.48 545.63 45.62 1.58 8 -28.06 502.08 20.13 517.11 -14.83 544.42 44.36 1.56 9 -27.21 502.15 19.14 516.91 -14.08 541.05 41.06 1.54 10 -25.77 502.01 19.14 516.91 -13.80 541.05 40.83 1.52 11 -24.81 502.03 19.14 516.91 -13.13 539.87 39.60 1.50 12 -23.88 502.07 18.15 516.71 -12.39 536.72 36.51 1.48 13 -22.87 502.07 18.15 516.71 -12.07 536.59 36.17 1.47 14 -21.83 502.07 18.15 516.71 -11.39 535.45 34.98 1.46 15 -20.77 502.05 18.15 516.71 -11.06 535.25 34.59 1.45 16 -19.72 502.05 17.16 516.52 -10.30 532.28 31.66 1.44 17 -18.61 502.02 17.16 516.52 -9.93 531.98 31.19 1.44 18 -17.87 502.10 17.16 516.52 -9.55 531.66 30.70 1.43 19 -16.55 502.23 17.16 516.52 -8.80 530.84 29.64 1.43 20 -15.79 503.06 17.16 516.52 -7.34 529.44 27.70 1.43 21 -14.62 503.78 16.16 516.32 -6.03 526.74 24.52 1.42 22 -13.41 504.11 16.16 516.32 -5.05 525.79 23.24 1.41 23 -12.40 504.28 15.17 516.12 -4.46 523.81 21.08 1.40 24 -11.34 504.43 15.17 516.12 -3.76 523.15 20.20 1.39 25 -10.55 504.70 15.17 516.12 -3.06 522.50 19.32 1.39 26 -9.47 504.84 15.17 516.12 -2.36 521.86 18.44 1.39 27 -8.39 504.98 15.17 516.12 -1.65 521.22 17.58 1.41 28 -7.24 505.10 15.17 516.12 -1.12 520.95 16.99 1.42 29 -6.42 505.34 15.17 516.12 -0.40 520.30 16.12 1.45 30 -5.19 505.43 15.17 516.12 0.16 519.98 15.51 1.50 31 -4.24 505.61 15.17 516.12 0.19 520.61 15.64 1.55 32 -3.22 505.79 15.17 516.12 1.78 518.43 13.59 1.66 33 -2.15 505.96 16.16 516.32 4.02 516.43 12.15 2.23 34 -1.23 506.31 30.04 517.33 12.34 517.69 17.71 7.59 1b -0.15 504.96 15.17 516.12 -8.35 532.30 28.55 ' OK 36 -7.79 505.02 15.17 516.12 -1.49 521.28 17.44 1.41 37 0.00 505.00 0.00 505.00 0.00 505.00 0.00 N/A #10 - Overhanging Cliff 38 -0.03 507.14 15.17 516.12 -5.63 533.99 27.42 1.79 39 0.02 508.25 15.17 516.12 -0.22 527.23 18.98 1.93 40 0.08 509.33 14.18 515.92 -0.54 529.04 19.72 2.00 41 0.14 510.42 15.17 516.12 -0.22 534.04 23.63 2.16 42 0.19 511.51 16.16 516.32 3.82 528.39 17.27 2.88 Note: In the 'Status' column, OK means the critical circle was identified within the specified search domain. 'On extreme X-exit' means that the critical result is on the edge of the search domain; a lower Fs may result if the search domain is expanded. ProffitPage 8 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Proffit Pr.s Daie(Ti llm Nov 0516'40: 192020 V\.. oa TowMom Nort - A@emmle Comt, VA\Caic ffiiome eSSA\Wa113 P 149_HeigW833MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting (XI) and ending (X2) search points. Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge, one for each predetermined elevation, is defined by Xa, Xb and Xc where Xa is the front end of the passive wedge (slope face), Xb is where the passive wedge ends and the active one starts, and Xc is the X-ordinate at which the active wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa, Ya) (Xb, Yb) (Xc, Yc) Fs STATUS [ft] [ft] [ft] [ft] At toe elevation ...................................................................................................................................................................................................................... 0.00 Minimum on Edge Reinf. Layer#1 1.33 0.05 506.33 7.30 506.33 19.58 517.00 1.65 OK Reinf. Layer #2 2.67 0.09 507.67 7.30 507.67 18.06 516.70 1.74 OK Reinf. Layer #3 4.00 0.14 509.00 7.40 509.00 16.53 516.39 1.86 OK Reinf. Layer #4 5.33 0.19 510.33 7.40 510.33 15.87 516.26 2.01 OK Reinf. Layer #5 6.67 0.23 511.67 8.49 511.67 16.25 516.33 2.26 Minimum on Edge Note: In the 'Status' column, OK means the critical two part -wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain; i.e., either on XI or X2 or the internally preset limits on Xc. ProffitPage 9 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA — Reinforced Slope Stability Analysis Pr.s Daie(Ti M. Nov 0516'40: 192020 Proffit V\.. oa TowMom Nort - A@emmle Comty, VA\Calc ffiiome eSSA\WaI13_PaneW9_HeigW833MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety = 1.37 Critical Circle: Xc = -8.35 [ft], Yc = 532.30[ft], R = 28.55[ft]. (Number of slices used = 58 ) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety = 1.47 Critical Two -Part Wedge: (Xa = 0.00, Ya = 505.00) [ft] (Xb = 0.20, Yb = 505.00) [ft] (Xc = 17.32, Yc = 516.55) [ft] (Number of slices used = 30 ) Interslice resultant force inclination = 33.96 [degrees] Three -Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 0 2 4 6 8 10 [ft] Proffit Page 10 of 11 Copyright ® 2001-2016 ADAMA Engineering, Inc. w .GeoPrograms.com License number ReSSA-301855 ReSSA - Reinforced Slope Stability Analysis Presera DatNrintellw Nov 0516'40: 192020 Proffit V\.. oad Townhonns North- Albemarle County, VA\Cakuhniom teSSMWa1 1_ 99_Heot833MSE LL L. Length d Slope REINFORCEMENT LAYOUT: TABULATED DATA & VembedeI QUANTITIES ength uses in Calculations Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, ( X, Y ) front (X, Y) rear Lsv * Lre # Type # Designated Name to Toe [ft] IN Rc [ft] [ft] IN [ft] 1 1 ERS-2 1.33 8.00 1.00 0.05 1658.15 8.05 1658.15 0.00 0.00 2 1 ERS-2 2.67 8.00 1.00 0.09 1659.49 8.09 1659.49 0.00 0.00 3 1 ERS-2 4.00 8.00 1.00 0.14 1660.82 8.14 1660.82 0.00 0.00 4 1 ERS-2 5.33 8.00 1.00 0.19 1662.15 8.19 1662.15 0.00 0.00 5 1 ERS-2 6.67 8.00 1.00 0.23 1663.49 8.23 1663.49 0.00 0.00 * Vertical distance between layers. QUANTITIES Reinf. Type # Designated Name Coverage Ratio Area of reinforcemnt [ft"] / length of slope [ft] I ERS-2 1.00 40.00 ProffitPage 11 of 11 Copyright C 2001-2016 ADAMA Engineering, Inc. W Ww.GeoPrograms.com License number ReSSA-301855