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Home My WebLink AboutCalculations for Orle CircleProject: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Section 1 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Elevation of influence of live load Eqlinfl 2.66 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 2.66 ft Eq. 7-94 External interface friction angle δe 26.00 °Eq. 7-2 Internal interface friction angle δi 17.33 °Eq. 7-44 External failure plane αe 49.57 °Eq. 5-5 Internal failure plane αi 50.92 °Eq. 7-50 Width of reinforced zone L'3.00 ft Eq. 7-3 Increase in width of reinforced zone due to β L"0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at Lβ hmax 0.00 ft Eq. 7-6 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Equivalent slope at back of rein. zone βext 0.00 °Eq. 7-9 Height of back of wall for ext. stability Hext 2.66 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lβ 3.00 ft Eq. 7-11 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. External active earth pressure Kaext 0.292 Eq. 7-1 Internal active earth pressure Kaint 0.299 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 1.83 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 3.00 ft Eq. 7-29 Earth pressure from soil weight Ps 129.33 lb/ft Eq. 7-12 Force of uniform surcharge Pq 0.00 lb/ft Eq. 7-13 Horz. component of Ps PsH 122.38 lb/ft Eq. 7-14 Horz. force of dead load surcharge PqdH 0.00 lb/ft Eq. 7-15 Horz. force of live load surcharge PqlH 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 122.38 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 0.89 ft Eq. 7-18 Resisting moment arm for PqH Yq 1.33 ft Eq. 7-19 Vert. component of Ps PsV 41.83 lb/ft Eq. 7-20 Vert. force of dead load surcharge PqdV 0.00 lb/ft Eq. 7-21 Vert. force of live load surcharge PqlV 0.00 lb/ft Eq. 7-22 Vert. component of active earth force PaV 41.83 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.11 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.17 ft Eq. 7-25 Base Sliding Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00 lb/ft Eq. Weight of reinforced mass Wri 1331.86 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 669.99 lb/ft Eq. 7-32 Base sliding FSsl 5.475 Eq. 7-33 Overturning Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 0.00 lb/ft Eq. Weight of reinforced mass Wri 1331.86 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Resisting moment arm for rein. zone Xri 2.12 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 2.83 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.33 ft Eq. 7-36A1 Resisting moment arm in top slope Xrβ2 2.83 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 4.33 ft Eq. 7-36A3 Page 2 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Resisting moment Mr 3002.03 lb Eq. 7-34 Driving moment Mo 108.66 lb Eq. 7-38 Overturning FSot 27.627 Eq. 7-39 Bearing Capacity Equivalent bearing area B 4.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 343.42 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 3875.62 lb/ft²Eq. 12-10 Bearing capacity FSbc 11.285 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [2-3] (lb/ft) LTDS [7-54..57] (ft) Acn [7-58..60] (ft) Dn [7-61] (lb/ft) Fgn 1 100.17 1624.29 2.66 1.33 130.63 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 1 100.17 12.435 1.000 1.000 Pullout Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-63] (lb/ft) ACn [7-64] (ft) La [7-65] (ft) dn 1 100.17 130.63 433.28 2.54 2.00 Course Layer/ (ft) Elevation [7-66] FSpo 1 100.17 3.317 Internal Sliding Course Layer/ (ft) Elevation [7-67] (lb/ft) PsH [7-68] (lb/ft) PqdH [7-69] (lb/ft) PqlH [7-70] (lb/ft) PsV 1 100.17 68.79 0.00 0.00 23.51 Course Layer/ (ft) Elevation [7-71] (lb/ft) PqdV [7-72] (lb/ft) PqlV [7-73] (lb/ft) PaH [7-74] (lb/ft) PaV 1 100.17 0.00 0.00 68.79 23.51 Course Layer/ (ft) Elevation [7-75] (lb/ft) R's [7-76] (lb/ft) W'ri [7-77] (lb/ft) Vu [7-78] FSsl 1 100.17 263.71 748.89 1420.61 24.486 Connection Strength Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-61X] (lb/ft) Fgconn [7-79] (lb/ft) Tconn [7-80] FScs 1 100.17 130.63 130.63 1258.46 9.634 Crest Toppling Height from top layer to grade Hz 2.00 ft Eq. Horz. component of Ps PsH 71.54 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 12.88 lb/ft Eq. 7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq. 7-86 Vert. force from live load surcharge PqlV 0.00 lb/ft Eq. 7-87 Resisting moment arm Xw 0.60 ft Eq. 7-90 Resisting moment Mr 183.32 lb Eq. 7-89 Page 3 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Overturning moment Mo 47.63 lb Eq. 7-91 Crest toppling FSct 3.849 Eq. 7-88 Page 4 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Section 2 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Elevation of influence of live load Eqlinfl 3.33 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 External interface friction angle δe 26.00 °Eq. 7-2 Internal interface friction angle δi 17.33 °Eq. 7-44 External failure plane αe 49.57 °Eq. 5-5 Internal failure plane αi 50.92 °Eq. 7-50 Width of reinforced zone L'4.00 ft Eq. 7-3 Increase in width of reinforced zone due to β L"0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at Lβ hmax 0.00 ft Eq. 7-6 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Equivalent slope at back of rein. zone βext 0.00 °Eq. 7-9 Height of back of wall for ext. stability Hext 3.33 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lβ 4.00 ft Eq. 7-11 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. External active earth pressure Kaext 0.292 Eq. 7-1 Internal active earth pressure Kaint 0.299 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.29 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 1.00 ft Eq. 7-29 Earth pressure from soil weight Ps 201.93 lb/ft Eq. 7-12 Force of uniform surcharge Pq 242.67 lb/ft Eq. 7-13 Horz. component of Ps PsH 191.08 lb/ft Eq. 7-14 Horz. force of dead load surcharge PqdH 229.63 lb/ft Eq. 7-15 Horz. force of live load surcharge PqlH 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 420.71 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.11 ft Eq. 7-18 Resisting moment arm for PqH Yq 1.66 ft Eq. 7-19 Vert. component of Ps PsV 65.31 lb/ft Eq. 7-20 Vert. force of dead load surcharge PqdV 78.49 lb/ft Eq. 7-21 Vert. force of live load surcharge PqlV 0.00 lb/ft Eq. 7-22 Vert. component of active earth force PaV 143.79 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 5.14 ft Eq. 7-24 Resisting moment arm for PqV Xq 5.21 ft Eq. 7-25 Base Sliding Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 250.00 lb/ft Eq. Weight of reinforced mass Wri 2080.26 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 1206.67 lb/ft Eq. 7-32 Base sliding FSsl 2.868 Eq. 7-33 Overturning Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 250.00 lb/ft Eq. Weight of reinforced mass Wri 2080.26 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Resisting moment arm for rein. zone Xri 2.67 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 4.92 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.42 ft Eq. 7-36A1 Resisting moment arm in top slope Xrβ2 3.42 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 5.42 ft Eq. 7-36A3 Page 5 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Resisting moment Mr 7520.41 lb Eq. 7-34 Driving moment Mo 594.14 lb Eq. 7-38 Overturning FSot 12.658 Eq. 7-39 Bearing Capacity Equivalent bearing area B 5.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 494.81 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 4659.30 lb/ft²Eq. 12-10 Bearing capacity FSbc 9.416 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [2-3] (lb/ft) LTDS [7-54..57] (ft) Acn [7-58..60] (ft) Dn [7-61] (lb/ft) Fgn 3 101.50 1624.29 3.33 1.66 449.05 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 3 101.50 3.617 1.000 1.000 Pullout Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-63] (lb/ft) ACn [7-64] (ft) La [7-65] (ft) dn 3 101.50 449.05 745.94 2.63 1.33 Course Layer/ (ft) Elevation [7-66] FSpo 3 101.50 1.661 Internal Sliding Course Layer/ (ft) Elevation [7-67] (lb/ft) PsH [7-68] (lb/ft) PqdH [7-69] (lb/ft) PqlH [7-70] (lb/ft) PsV 3 101.50 30.44 91.65 0.00 10.40 Course Layer/ (ft) Elevation [7-71] (lb/ft) PqdV [7-72] (lb/ft) PqlV [7-73] (lb/ft) PaH [7-74] (lb/ft) PaV 3 101.50 31.32 0.00 122.08 41.73 Course Layer/ (ft) Elevation [7-75] (lb/ft) R's [7-76] (lb/ft) W'ri [7-77] (lb/ft) Vu [7-78] FSsl 3 101.50 326.37 664.21 1340.38 13.652 Connection Strength Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-61X] (lb/ft) Fgconn [7-79] (lb/ft) Tconn [7-80] FScs 3 101.50 449.05 203.95 1212.10 5.943 Crest Toppling Height from top layer to grade Hz 1.33 ft Eq. Horz. component of Ps PsH 31.66 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 5.70 lb/ft Eq. 7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq. 7-86 Vert. force from live load surcharge PqlV 0.00 lb/ft Eq. 7-87 Resisting moment arm Xw 0.56 ft Eq. 7-90 Resisting moment Mr 118.60 lb Eq. 7-89 Page 6 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Overturning moment Mo 14.02 lb Eq. 7-91 Crest toppling FSct 8.461 Eq. 7-88 Page 7 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Section 3 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Elevation of influence of live load Eqlinfl 4.00 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 External interface friction angle δe 26.00 °Eq. 7-2 Internal interface friction angle δi 17.33 °Eq. 7-44 External failure plane αe 49.57 °Eq. 5-5 Internal failure plane αi 50.92 °Eq. 7-50 Width of reinforced zone L'4.00 ft Eq. 7-3 Increase in width of reinforced zone due to β L"0.00 ft Eq. 7-4 Increase in height due to backslope h 0.00 ft Eq. 7-5 Increase in height due to backslope at Lβ hmax 0.00 ft Eq. 7-6 Maximum height of slope influence hmaxint 0.00 ft Eq. 7-45 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Equivalent slope at back of rein. zone βext 0.00 °Eq. 7-9 Height of back of wall for ext. stability Hext 4.00 ft Eq. 7-10 Horizontal width of rein. zone at backslope Lβ 4.00 ft Eq. 7-11 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. External active earth pressure Kaext 0.292 Eq. 7-1 Internal active earth pressure Kaint 0.299 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.75 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 1.00 ft Eq. 7-29 Earth pressure from soil weight Ps 291.64 lb/ft Eq. 7-12 Force of uniform surcharge Pq 291.64 lb/ft Eq. 7-13 Horz. component of Ps PsH 275.96 lb/ft Eq. 7-14 Horz. force of dead load surcharge PqdH 275.96 lb/ft Eq. 7-15 Horz. force of live load surcharge PqlH 0.00 lb/ft Eq. 7-16 Horz. component of active earth force PaH 551.93 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.33 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.00 ft Eq. 7-19 Vert. component of Ps PsV 94.32 lb/ft Eq. 7-20 Vert. force of dead load surcharge PqdV 94.32 lb/ft Eq. 7-21 Vert. force of live load surcharge PqlV 0.00 lb/ft Eq. 7-22 Vert. component of active earth force PaV 188.64 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 5.17 ft Eq. 7-24 Resisting moment arm for PqV Xq 5.25 ft Eq. 7-25 Base Sliding Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 250.00 lb/ft Eq. Weight of reinforced mass Wri 2500.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 1433.27 lb/ft Eq. 7-32 Base sliding FSsl 2.597 Eq. 7-33 Overturning Weight of soil above wall Wrβ1 0.00 lb/ft Eq. 7-31A1 Weight of soil above wall Wrβ2 0.00 lb/ft Eq. 7-31A2 Weight of soil above wall Wrβ3 0.00 lb/ft Eq. 7-31A3 Dead load over reinforced zone WGTdl 250.00 lb/ft Eq. Weight of reinforced mass Wri 2500.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Resisting moment arm for rein. zone Xri 2.71 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 5.00 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.50 ft Eq. 7-36A1 Resisting moment arm in top slope Xrβ2 3.50 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 5.50 ft Eq. 7-36A3 Page 8 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Resisting moment Mr 9003.83 lb Eq. 7-34 Driving moment Mo 919.88 lb Eq. 7-38 Overturning FSot 9.788 Eq. 7-39 Bearing Capacity Equivalent bearing area B 5.00 ft Eq. 7-40 Eccentricity of bearing force e 0.00 ft Eq. 7-41 Applied bearing pressure Qa 587.73 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 4659.30 lb/ft²Eq. 12-10 Bearing capacity FSbc 7.928 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [2-3] (lb/ft) LTDS [7-54..57] (ft) Acn [7-58..60] (ft) Dn [7-61] (lb/ft) Fgn 3 101.50 1624.29 4.00 2.00 589.12 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 3 101.50 2.757 1.000 1.000 Pullout Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-63] (lb/ft) ACn [7-64] (ft) La [7-65] (ft) dn 3 101.50 589.12 896.45 2.63 2.00 Course Layer/ (ft) Elevation [7-66] FSpo 3 101.50 1.522 Internal Sliding Course Layer/ (ft) Elevation [7-67] (lb/ft) PsH [7-68] (lb/ft) PqdH [7-69] (lb/ft) PqlH [7-70] (lb/ft) PsV 3 101.50 68.99 137.98 0.00 23.58 Course Layer/ (ft) Elevation [7-71] (lb/ft) PqdV [7-72] (lb/ft) PqlV [7-73] (lb/ft) PaH [7-74] (lb/ft) PaV 3 101.50 47.16 0.00 206.97 70.74 Course Layer/ (ft) Elevation [7-75] (lb/ft) R's [7-76] (lb/ft) W'ri [7-77] (lb/ft) Vu [7-78] FSsl 3 101.50 450.92 1000.00 1420.97 9.044 Connection Strength Course Layer/ (ft) Elevation [7-61] (lb/ft) Fgn [7-61X] (lb/ft) Fgconn [7-79] (lb/ft) Tconn [7-80] FScs 3 101.50 589.12 294.56 1258.67 4.273 Crest Toppling Height from top layer to grade Hz 2.00 ft Eq. Horz. component of Ps PsH 71.76 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 12.92 lb/ft Eq. 7-85 Vert. force from dead load surcharge PqdV 0.00 lb/ft Eq. 7-86 Vert. force from live load surcharge PqlV 0.00 lb/ft Eq. 7-87 Resisting moment arm Xw 0.60 ft Eq. 7-90 Resisting moment Mr 183.36 lb Eq. 7-89 Page 9 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Bottom Wall Overturning moment Mo 47.84 lb Eq. 7-91 Crest toppling FSct 3.833 Eq. 7-88 Page 10 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 1 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 270.87 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 87.04 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 85.29 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 85.29 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 17.41 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 17.41 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 163.41 lb/ft Eq. 6-19 Base sliding FSsl 1.916 Eq. 6-20 Overturning Resisting moment arm Xw 0.60 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.75 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.13 ft Eq. 6-25 Resisting moment Mr 181.42 lb Eq. 6-21 Driving moment Mo 64.17 lb Eq. 6-23 Overturning FSot 2.827 Eq. 6-26 Bearing Capacity Bearing pressure Qac 232.15 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.24 ft Eq. 6-28 Eccentricity of bearing force e 0.13 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.10 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 3137.38 lb/ft²Eq. 12-1 Bearing capacity FSbc 13.514 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 85.29 1451.84 17.023 2 1.33 42.35 1371.84 32.395 3 2.00 14.29 1291.84 90.416 Page 12 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 2 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 237.13 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 66.71 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 65.36 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 65.36 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 13.34 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 13.34 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 141.98 lb/ft Eq. 6-19 Base sliding FSsl 2.172 Eq. 6-20 Overturning Resisting moment arm Xw 0.58 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.66 ft Eq. 6-24 Resisting moment arm for PqH Yq 0.99 ft Eq. 6-25 Resisting moment Mr 152.42 lb Eq. 6-21 Driving moment Mo 43.05 lb Eq. 6-23 Overturning FSot 3.540 Eq. 6-26 Bearing Capacity Bearing pressure Qac 191.01 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.31 ft Eq. 6-28 Eccentricity of bearing force e 0.09 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.08 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 2338.33 lb/ft²Eq. 12-1 Bearing capacity FSbc 12.242 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 65.36 1418.10 21.696 2 1.33 28.70 1338.10 46.626 Page 13 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 3 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 293.70 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 102.34 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 100.27 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 100.27 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 20.47 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 20.47 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 178.09 lb/ft Eq. 6-19 Base sliding FSsl 1.776 Eq. 6-20 Overturning Resisting moment arm Xw 0.61 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.82 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.22 ft Eq. 6-25 Resisting moment Mr 202.12 lb Eq. 6-21 Driving moment Mo 81.80 lb Eq. 6-23 Overturning FSot 2.471 Eq. 6-26 Bearing Capacity Bearing pressure Qac 264.57 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.19 ft Eq. 6-28 Eccentricity of bearing force e 0.16 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.11 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 2741.42 lb/ft²Eq. 12-1 Bearing capacity FSbc 10.362 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 100.27 1474.67 14.707 2 1.33 53.09 1394.67 26.272 3 2.00 20.78 1314.67 63.268 Page 14 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 4 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 239.41 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 68.00 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 66.63 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 66.63 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 13.60 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 13.60 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 143.42 lb/ft Eq. 6-19 Base sliding FSsl 2.153 Eq. 6-20 Overturning Resisting moment arm Xw 0.58 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.67 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.00 ft Eq. 6-25 Resisting moment Mr 154.33 lb Eq. 6-21 Driving moment Mo 44.31 lb Eq. 6-23 Overturning FSot 3.483 Eq. 6-26 Bearing Capacity Bearing pressure Qac 193.58 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.31 ft Eq. 6-28 Eccentricity of bearing force e 0.10 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.08 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 2289.77 lb/ft²Eq. 12-1 Bearing capacity FSbc 11.828 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 66.63 1420.38 21.319 2 1.33 29.54 1340.38 45.377 Page 15 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 5 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 320.00 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 121.49 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 119.03 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 119.03 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 24.30 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 24.30 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 195.16 lb/ft Eq. 6-19 Base sliding FSsl 1.640 Eq. 6-20 Overturning Resisting moment arm Xw 0.63 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.89 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.33 ft Eq. 6-25 Resisting moment Mr 227.03 lb Eq. 6-21 Driving moment Mo 105.81 lb Eq. 6-23 Overturning FSot 2.146 Eq. 6-26 Bearing Capacity Bearing pressure Qac 307.99 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.12 ft Eq. 6-28 Eccentricity of bearing force e 0.19 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.13 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 2388.01 lb/ft²Eq. 12-1 Bearing capacity FSbc 7.754 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 119.03 1500.97 12.610 2 1.33 66.96 1420.97 21.223 3 2.00 29.76 1340.97 45.063 Page 16 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0 Project: - Orle Circle [Rev. 1] Little Rock Wall: Orle Circle Upper Wall Section 6 Details * Analysis includes Vertical Forces * Embedment is included in Bearing Capacity Static Calculations General Equations Width of rein. layer for internal sliding L"s 0.00 ft Eq. 7-8 Slope for internal analysis βint 0.00 °Eq. 7-46 Increase in height due to backslope hs 0.00 ft Eq. 7-7 Weight of column Ww 240.00 lb/ft Eq. 6-18 Interface friction angle δc 18.67 °Eq. 6-2 Maximum height of slope influence hmaxcon 0.00 ft Eq. 6-4 Average slope within influence area βcon 0.00 °Eq. 6-5 Active earth pressure coefficient KaCon 0.273 Eq. 6-1 External live load reduction factor qlfactor 1.000 Eq. External dead load reduction factor qdfactor 1.000 Eq. Active earth force due to soil weight Ps 68.34 lb/ft Eq. 6-6 Horz. active earth force due to soil weight PsH 66.96 lb/ft Eq. 6-9 Horz. active earth force due to dead load PqdH 0.00 lb/ft Eq. 6-11 Horz. active earth force due to live load PqlH 0.00 lb/ft Eq. 6-12 Total horz. active earth force PaH 66.96 lb/ft Eq. 6-13 Vert. active earth force due to soil weight PsV 13.67 lb/ft Eq. 6-14 Vert. active earth force due to dead load PqdV 0.00 lb/ft Eq. 6-15 Vert. active earth force due to live load PqlV 0.00 lb/ft Eq. 6-16 Total vert. active earth force PaV 13.67 lb/ft Eq. 6-17 Base Sliding Masonry friction reduction factor μ 0.700 Eq. Ref.25 Base sliding resistance Rs 143.79 lb/ft Eq. 6-19 Base sliding FSsl 2.148 Eq. 6-20 Overturning Resisting moment arm Xw 0.58 ft Eq. 6-22 Resisting moment arm for PsH Ys 0.67 ft Eq. 6-24 Resisting moment arm for PqH Yq 1.00 ft Eq. 6-25 Resisting moment Mr 154.82 lb Eq. 6-21 Driving moment Mo 44.64 lb Eq. 6-23 Overturning FSot 3.468 Eq. 6-26 Bearing Capacity Bearing pressure Qac 194.25 lb/ft²Eq. 6-27 Equivalent footing width Bc 1.31 ft Eq. 6-28 Eccentricity of bearing force e 0.10 ft Eq. 6-29, 12-4 Eccentricity of column of SRW ew 0.08 ft Eq. 6-30, 12-5 Ultimate bearing capacity Qult 2284.37 lb/ft²Eq. 12-1 Bearing capacity FSbc 11.760 Eq. 12-6 Internal Stability Course (ft) Elevation [6-13n] (lb/ft) PaH [6-31] (lb/ft) Vu [6-33] FSsc 1 0.67 66.96 1420.97 21.223 2 1.33 29.76 1340.97 45.063 Page 17 Printed 4/26/2023 Version: 7.1.5.6331 AnchorWall® Software Version 7.0