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578 park Ave- MSE Wall Calc Letter 600 West Sandy Parkway ● Sandy, Utah 84070 ● (801) 566-6399 ● Fax (801)566-6493 October 22, 2021 Elevated Builders 1790 Bonanza Drive, Suite 250 Park City, Utah 84060 Attention: George Bishop EMAIL: bishop@constructsynergy.com Subject: Retaining Wall Calculations Keystone Retaining Walls Braudis Residence 578 Park Avenue Park City, Utah Project No. 1200935 Gentlemen: Applied Geotech (AGEC) was requested to provide a design for Keystone retaining walls to be constructed for the Braudis residence. The residence is under construction at 578 Park Avenue in Park City, Utah. This letter presents a description of the retaining wall design. Supplemental figures and calculations are included in an appendix to this letter. BACKGROUND A rockery was previously constructed near the southeast corner of the property. The rockery is planned to be removed and replaced with a mechanically-stabilized earth (MSE) retaining wall. The retaining wall is planned to consist of two tiers, with the lower and upper tiers having heights of approximately 4 feet and 5 feet, respectively. Concrete patios are planned to be constructed near the top and bottom of the retaining wall. The retaining walls are planned to be constructed using Keystone Compac block and Miragrid 3XT geogrid. Elevated Builders October 22, 2021 Page 2 SOIL DESCRIPTION Based on previous observation at the site, we anticipate the soil below and behind the proposed retaining wall will consist of fill. The fill is anticipated to consist of clay and clayey gravel. We estimate the fill will have a total unit weight up to 125 pounds per cubic foot, a friction angle of at least 34 degrees and cohesion of at least 100 pounds per square foot. Fill used in construction of the retaining wall is planned to consist of non-expansive, granular soil. We anticipate free-draining gravel may be considered for use as fill. The fill is assumed to have a total unit weight up to 125 pounds per cubic foot, a friction angle of at least 36 degrees and no cohesion. RETAINING WALL DESIGN The following information is provided as part of the retaining wall design. 1. Bearing Pressure – The retaining wall is planned to have a similar height as the rockery. We estimate the load from the new retaining wall will be similar. In our professional opinion, the on-site soil is suitable to support the proposed retaining wall. 2. Settlement – The amount of settlement that could occur depends on the condition of the fill behind and below the proposed retaining wall. Because the load due to the new retaining wall is similar to the rockery, we anticipate settlement will be less than 1 inch. 3. Internal Stability – The Keywall Pro computer program was used to calculate the internal stability for the retaining walls. Calculations are included in the appendix. 4. Global Stability – The SLIDE computer program was used to evaluate global stability in the area near the proposed retaining walls. Results of the analysis are included in the appendix. LIMITATIONS This letter has been prepared in accordance with generally accepted soil and foundation engineering practices in the area for the use of the client. The recommendations included in the letter and retaining wall design are based on the proposed construction, information presented in the geotechnical report and the results of engineering analysis. Variations in the subsurface conditions and retaining wall construction may occur. If there are significant differences to what is described in this letter and retaining wall design from what is described above, we should be notified to reevaluate the retaining wall design. Elevated Builders October 22, 2021 Page 3 Sincerely, APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. Scott D. Anderson, P.E. Reviewed by CJB, P.E. Enclosures 10-22-2021 APPENDIX – MSE WALL CALCULATIONS FGS000005 ETQR20 Miragrid® 3XT Miragrid® 3XT geogrid is composed of high molecular weight, high tenacity polyester multifilament yarns which are woven in tension and finished with a PVC coating. Miragrid ® 3XT geogrid is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids. Mechanical Properties Test Method Unit Minimum Average Roll Value Machine Direction Tensile Strength (at ultimate) ASTM D6637 lbs/ft (kN/m) 3500 (51.1) Tensile Strength (at 5% strain) ASTM D6637 lbs/ft (kN/m) 1056 (15.4) Creep Reduced Strength ASTM D5262 lbs/ft (kN/m) 2215 (32.3) Long Term Allowable Design Load1 GRI GG-4(b) lbs/ft (kN/m) 1918 (28.0) 1 NOTE: Long Term Allowable Design values are for sand, silt and clay Physical Properties Unit Typical Value Mass/Unit Area (ASTM D5261) oz/yd2 (g/m2) 8.2 (278) Roll Dimensions (width x length) ft (m) 12 x 150 (3.6 x 46) Roll Area yd2 (m2) 200 (165) Estimated Roll Weight lbs (kg) 119 (54) Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. © 2012 TenCate Geosynthetics Americas Miragrid® is a registered trademark of Nicolon Corporation 100.00 lbs/ft2Phi (deg)Cohesion (psf)Unit Weight (lbs/ft3)ColorMaterial Name34100125Clay/Gravel360125MSE FillTensile Strength (lbs/ft)ColorSupport Name1279MiraGrid 3XT5.04.04.06.04.06.04.0151050-5-10-50510152025Scenario1200935 - MSE Wall Stability.slimGroup1200935 - MSE Wall Stability.slimCompanyAGECDrawn ByScott Anderson, P.E.File Name1200935 - MSE Wall Stability.slimDate10-22-2021ProjectBraudis ResidenceSLIDE 9.012 1.511.51 100.00 lbs/ft21.511.51Safety Factor0.000.501.001.502.002.503.00+20151050-5-20-15-10-505101520253035Scenario1200935 - MSE Wall Stability.slimGroup1200935 - MSE Wall Stability.slimCompanyAGECDrawn ByScott Anderson, P.E.File Name1200935 - MSE Wall Stability.slimDate10-22-2021ProjectBraudis ResidenceSLIDEINTERPRET 9.012 1.271.27 100.00 lbs/ft21.271.27 0.17Safety Factor0.000.501.001.502.002.503.00+20100-20-15-10-505101520253035Scenario1200935 - MSE Wall Stability.slimGroup1200935 - MSE Wall Stability.slimCompanyAGECDrawn ByScott Anderson, P.E.File Name1200935 - MSE Wall Stability.slimDate10-22-2021ProjectBraudis ResidenceSLIDEINTERPRET 9.012 Project: 1200935 - Braudis Residence Site: 578 Park Avenue, Park City Date: 10/22/2021 Wall: SE Wall Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Project Information Client Elevated Builders Name Braudis Residence Number 1200935 Site 578 Park Avenue, Park City Designer Scott Anderson, P.E. Revision 1 Created 10/21/2021 Modified 10/22/2021 Standard National Concrete Masonry Association 3rd Edition Seismic As 0.34 Default Deflection of 2.00 inch Selected Facing Unit Product Line: Keystone Pinned Systems Name: Compac III Page 2 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Project Design Inputs Design Standard National Concrete Masonry Association 3rd Edition Minimum Factors of Safety Conventional External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl Internal Sliding 1.50 FSbc Bearing Capacity 2.00 FSsc Shear Capacity 1.50 FSot Overturning 1.50 MultiDepth External Value Internal Value Facing Value FSsh Interface Shear 1.50 No Fines External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSbc Bearing Capacity 2.00 FSot Overturning 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.50 FSsl 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 Conventional External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl Internal Sliding 1.10 FSbc Bearing Capacity 1.10 FSsc Shear Capacity 1.10 FSot Overturning 1.10 MultiDepth External Value Internal Value Facing Value FSsh Interface Shear 1.50 Reinforced External Value Internal Value Facing Value FSsl Base Sliding 1.10 FSsl 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 Design Factors Term Description (as appl.) Minimum (as appl.) Maximum RC Reinforced coverage ratio 1.00 0.00 Selected Facing Unit Product Line: Keystone Pinned Systems Name: Compac III Facing Height Hu 0.67 ft Facing Width Lu 1.50 ft Facing Depth Wu 1.00 ft Facing Weight Xu 120 lb/ft³ Center of Gravity Gu 0.50 ft Setback Δu 0.00 ft Batter ω 0.00 ° Cap Height Hcu 0.33 ft Initial Shear Capacity au 1393.00 lb/ft Apparent Shear Angle λu 34.00 ° Page 3 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Maximum Shear Capacity Vu(max)3245.00 lb/ft Selected Reinforcement Types Reinforcements 3XT - Miragrid 3XT Supplier: TenCate Mirafi - Miragrid XT, Fill Type: Tult 3,500.00 lb/ft RFcr 1.45 RFd 1.15 LTDS 1,999.00 lb/ft RFid 1.05 Cds 0.70 Ci 0.70 Connection/Shear Properties αcs1 975.00 lb/ft IP-1 1,300.00 lb/ft αcs2 2,157.91 lb/ft IP-2 2,252.00 lb/ft αcs max 2,293.40 lb/ft au 900.00 lb/ft λu 34.00 lb/ft Vu(max)2,762.00 lb/ft Selected Soil Types Soil Zone [degrees] Phi Angle [lb/ft²] Cohesion [lb/ft³] Unit Weight Description Reinforced 36 n/a 125.00 Free-draining gravel Retained 34 100.00 125.00 Foundation 34 0.00 125.00 Leveling Pad 36 n/a n/a Drainage n/a n/a 1150.70 Soil Glossary CH:Inorganic clays, high plasticity CL:Inorganic clays, low to medium plasticity, gravelly, sandy, silty, lean clays GC:Clayey gravels, poorly graded gravel-sand-clay mixtures GM:Silty gravels, poorly graded gravel-sand-silt mixtures GP:1/2"-3/4" clean crushed stone or crushed gravel GW:Well-graded gravels, gravel-sand. Little or no fines. MH:Inorganic clayey silts, elastic silts ML:Inorganic silts, very fine sands, silty or clayey, slight plasticty SC:Clayey sands, poorly graded sand-clay mixtures SM:Silty sands, poorly graded sand-silt mixtures SP:Poorly-graded sands, gravelly sands. Little or no fines. SW:Well-graded sands, gravelly sands. Little or no fines. Page 4 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Analysis Summary Lowest Values - Reinforced Static Analysis Test Description Section Course Layer/ Requirement Minimum Result Status FSsl Base Sliding 1 1.50 1.97 Pass FSbc Bearing Capacity 1 2.00 11.35 Pass FSct Crest Toppling 1 5 1.50 20.53 Pass FSot Overturning 1 2.00 2.97 Pass FSsl Internal Sliding 1 1 1.50 3.15 Pass FSpo Pullout 1 5 1.50 1.67 Pass FSto Tensile Overstress 1 1 1.50 7.74 Pass FScs Connection Strength 2 1 1.50 7.10 Pass Rs Max. Reinforcement Separation 1 0.0000 0.6667 Pass RsBottom Max. multiple of Hu at bottom 2 0.0000 1.0000 Pass RsTop Max. multiple of Hu at top 2 0.0000 1.0000 Pass La Min. Anchorage Length 2 1.0000 1.0390 Pass L/H Ratio Min. L/H Ratio 2 0.5000 0.6667 Pass L Min. Reinforcement Length 1 4.0000 4.0000 Pass Seismic Analysis Test Description Section Course Layer/ Requirement Minimum Result Status FSsl Base Sliding 1 1.10 1.60 Pass FSbc Bearing Capacity 1 1.50 9.89 Pass FSct Crest Toppling 1 5 1.10 2.26 Pass FSot Overturning 1 1.50 2.37 Pass FSsl Internal Sliding 1 1 1.10 3.24 Pass FSpo Pullout 2 5 1.10 0.91 Fail FSto Tensile Overstress 2 1 1.10 7.18 Pass FScs Connection Strength 2 1 1.10 3.86 Pass Below Standard Values Test Description Section Course Layer/ Requirement Minimum Result FSpo Pullout 2 5 1.10 0.91 FSpo Pullout 1 5 1.10 1.03 FSpo Pullout 2 4 1.10 1.06 Page 5 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Section Lower Wall Details Section Lower Wall Cross-section Section Lower Wall Cross-section Details Upper Slope Angle β 0.00 ° Crest Offset 0.00 ft Live Load ql 100 lb/ft² Live Offset qlofs 4.00 ft Dead Load qd 625 lb/ft² Dead Offset qdofs 4.00 ft Peak Acceleration As 0.34 Top of Section 5.00 ft Bottom Grade 0.67 ft Base of Section 0.00 ft Design Height H 4.33 ft Embedment Depth Hemb 0.67 ft * Analysis does not include Vertical Forces * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is included in Bearing Capacity Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment %10.0000 18.3100 Pass L Min. Reinforcement Length 4.0000 4.0000 Pass L/H Ratio Min. L/H Ratio 0.5000 0.9238 Pass La Min. Anchorage Length 1.0000 2.2156 Pass MinHemb Minimum Embedment 6.0000 8.0394 Pass Rs Max. Reinforcement Separation 0.0000 0.6667 Pass RsBottom Max. multiple of Hu at bottom 0.0000 1.0000 Pass RsTop Max. multiple of Hu at top 0.0000 2.0000 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 11.35 Pass FSct Crest Toppling 1.50 20.53 Pass FSot Overturning 2.00 2.97 Pass FSsl Base Sliding 1.50 1.97 Pass Seismic FSbc Bearing Capacity 1.50 9.89 Pass FSct Crest Toppling 1.10 2.26 Pass FSot Overturning 1.50 2.37 Pass FSsl Base Sliding 1.10 1.60 Pass Page 6 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Internal and Local Checks Static Layer (ft) Elevation FScs FSpo FSsl FSto 1 0.67 13.38 4.70 3.15 7.74 2 1.33 24.30 5.37 3.65 12.71 3 2.00 29.51 5.75 4.82 13.75 4 2.67 38.89 3.85 6.15 14.98 5 3.33 45.69 1.67 9.62 8.67 Seismic Layer (ft) Elevation FScs FSpo FSsl FSto 1 0.67 5.96 3.33 3.24 7.95 2 1.33 9.38 3.70 3.83 12.70 3 2.00 9.68 3.87 4.75 13.40 4 2.67 10.06 2.52 6.39 14.18 5 3.33 5.59 1.03 10.16 7.79 Static Calculations General Equations Elevation of influence of live load Eqlinfl 0.00 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 0.00 ft Eq. 7-94 External interface friction angle δe 34.00 °Eq. 7-2 Internal interface friction angle δi 24.00 °Eq. 7-44 External failure plane αe 56.79 °Eq. 5-5 Internal failure plane αi 59.53 °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 4.33 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 0.259 Eq. 7-1 Internal active earth pressure Kaint 0.235 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 2.55 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 0.00 ft Eq. 7-29 Earth pressure from soil weight Ps 302.92 lb/ft Eq. 7-12 Force of uniform surcharge Pq 811.51 lb/ft Eq. 7-13 Horz. component of Ps PsH 201.52 lb/ft Eq. 7-14 Horz. force of dead load surcharge PqdH 465.41 lb/ft Eq. 7-15 Horz. force of live load surcharge PqlH 74.46 lb/ft Eq. 7-16 Horz. component of active earth force PaH 741.39 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 1.44 ft Eq. 7-18 Resisting moment arm for PqH Yq 2.16 ft Eq. 7-19 Vert. component of Ps PsV 135.93 lb/ft Eq. 7-20 Vert. force of dead load surcharge PqdV 313.92 lb/ft Eq. 7-21 Vert. force of live load surcharge PqlV 50.23 lb/ft Eq. 7-22 Vert. component of active earth force PaV 500.07 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.00 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.00 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 2165.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 1460.31 lb/ft Eq. 7-32 Page 7 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Base sliding FSsl 1.970 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 2165.00 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 2.00 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 4.00 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.00 ft Eq. 7-36A1 Resisting moment arm in top slope Xrβ2 2.50 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 4.00 ft Eq. 7-36A3 Resisting moment Mr 4330.00 lb Eq. 7-34 Driving moment Mo 1459.68 lb Eq. 7-38 Overturning FSot 2.966 Eq. 7-39 Bearing Capacity Equivalent bearing area B 2.65 ft Eq. 7-40 Eccentricity of bearing force e 0.67 ft Eq. 7-41 Applied bearing pressure Qa 816.50 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 9270.84 lb/ft²Eq. 12-10 Bearing capacity FSbc 11.354 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 0.67 1999.00 1.00 3.83 258.30 2 1.33 1999.00 0.67 3.00 157.30 3 2.00 1999.00 0.67 2.33 145.38 4 2.67 1999.00 0.67 1.66 133.46 5 3.33 1999.00 1.33 0.66 230.63 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 1 0.67 7.739 1.000 1.000 2 1.33 12.708 1.000 1.000 3 2.00 13.750 1.000 1.000 4 2.67 14.978 1.000 1.000 5 3.33 8.667 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 0.67 258.30 1214.65 2.61 3.66 2 1.33 157.30 844.18 2.22 3.00 3 2.00 145.38 836.43 2.82 2.33 4 2.67 133.46 514.17 2.43 1.66 5 3.33 230.63 385.11 3.04 1.00 Course Layer/ (ft) Elevation [7-66] FSpo 1 0.67 4.702 2 1.33 5.367 3 2.00 5.753 4 2.67 3.853 5 3.33 1.670 Internal Sliding Page 8 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall 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 0.67 144.24 393.75 63.00 97.29 2 1.33 96.52 322.09 51.53 65.10 3 2.00 58.35 250.44 40.07 39.36 4 2.67 29.74 178.78 28.61 20.06 5 3.33 10.68 107.13 17.14 7.20 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 0.67 0.00 42.49 600.99 139.79 2 1.33 0.00 34.76 470.15 99.87 3 2.00 0.00 27.03 348.86 66.39 4 2.67 0.00 19.29 237.12 39.35 5 3.33 0.00 11.56 134.94 18.76 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 0.67 698.66 1373.75 1196.51 3.153 2 1.33 571.52 1123.75 1142.55 3.646 3 2.00 592.50 1165.00 1088.59 4.819 4 2.67 422.97 831.67 1034.63 6.147 5 3.33 316.80 622.92 980.67 9.615 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 0.67 258.30 102.73 1375.00 13.384 2 1.33 157.30 53.59 1302.21 24.301 3 2.00 145.38 41.66 1229.42 29.507 4 2.67 133.46 29.74 1156.62 38.886 5 3.33 230.63 23.72 1083.83 45.686 Crest Toppling Height from top layer to grade Hz 1.00 ft Eq. Horz. component of Ps PsH 14.66 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 6.53 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 0.50 ft Eq. 7-90 Resisting moment Mr 100.00 lb Eq. 7-89 Overturning moment Mo 4.87 lb Eq. 7-91 Crest toppling FSct 20.530 Eq. 7-88 Seismic Calculations General Equations Seismic inertial angle θint 20.68 °Eq. 9-3,4 Internal horz. acceleration coefficient khint 0.377 Eq. 9-22,23 External horz. acceleration coefficient khext 0.162 Eq. 9-24,25 External seismic inertial angle θext 9.18 °Eq. 9-27 Seismic active earth pressure coefficient KaEext 0.382 Eq. 9-48 Seismic active earth pressure coefficient KaEint 0.569 Eq. 9-81 Dynamic active earth pressure coefficient ΔKDyn 0.124 Eq. 9-9 Horz. component of earth pressure coefficient KaH 0.214 Eq. 9-10 Vert. component of earth pressure coefficient KaV 0.145 Eq. 9-13 Horz. component of Ps PsH 201.52 lb/ft Eq. 9-16 Vert. component of Ps PsV 135.93 lb/ft Eq. 9-19 Horz. total seismic earth pressure coefficient KaEHext 0.317 Eq. 9-50 Page 9 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Horz. seismic earth pressure coefficient increment ΔKDynH 0.102 Eq. 9-51 Horz. Static + Seismic component PaEH 316.01 lb/ft Eq. 9-52 Horz. Seismic component increment ΔPDynH 120.03 lb/ft Eq. 9-53 Horz. static + 50% seismic total PaEHext 726.94 lb/ft Eq. 9-54 Vert. total seismic earth pressure coefficient KaEVext 0.214 Eq. 9-55 Vert. seismic earth pressure coefficient increment ΔKDynV 0.069 Eq. 9-56 Vert. Static + Seismic component PaEV 250.35 lb/ft Eq. 9-57 Vert. Seismic component increment ΔPDynV 0.00 lb/ft Eq. 9-58 Vert. static + 50% seismic total PaEVext 449.85 lb/ft Eq. 9-59 Weight of reduced width reinforced mass W'i 630.56 lb/ft Eq. 9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq. 9-62 Reduced height reinforced zone h'0.00 ft Eq. 9-63 Weight of top slope for reduced rein. mass W'β 0.00 lb/ft Eq. 9-64,69 Reduced distance for Wrβ Y'β 4.33 ft Eq. 9-70 Horz. inertial force PIR 185.81 lb/ft Eq. 9-60 Base Sliding Base sliding resistance Rswdyn 1460.31 lb/ft Eq. 9-71 Seismic base sliding FSsl 1.600 Eq. 9-72 Overturning Total driving moment M'β 0.00 lb/ft Eq. 9-75 Inerital moment hIR 2.16 ft Eq. 9-76 Resisting moment Mr 4330.00 lb Eq. 9-73 Driving moment Mo 1830.68 lb Eq. 9-74 Seismic overturning FSot 2.365 Eq. 9-77 Bearing Capacity Eccentricity of bearing force e 0.85 ft Eq. 9-78 Applied bearing stress at leveling pad B 2.31 ft Eq. 9-79 Applied bearing pressure Qa 937.71 lb/ft²Eq. 9-80 Ultimate bearing pressure Qult 9270.84 lb/ft²Eq. 12-10 Bearing capacity FSbc 9.887 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [9-84] (lb/ft) Fin [9-87] (lb/ft) Fdyn [9-88] FSto [9-89] (lb/ft) LTDS 1 0.67 364.77 82.64 7.946 2898.55 2 1.33 228.28 55.09 12.697 2898.55 3 2.00 216.36 55.09 13.397 2898.55 4 2.67 204.44 55.09 14.178 2898.55 5 3.33 372.24 109.91 7.787 2898.55 Pullout Course Layer/ (ft) Elevation [7-63] (lb/ft) ACn [9-84] (lb/ft) Fin [9-90] FSpo 1 0.67 1214.65 364.77 3.330 2 1.33 844.18 228.28 3.698 3 2.00 836.43 216.36 3.866 4 2.67 514.17 204.44 2.515 5 3.33 385.11 372.24 1.035 Internal Sliding Course Layer/ (ft) Elevation [9-91] (lb/ft) ΔPDynH [9-92] (lb/ft) ΔPDynV [9-93] (lb/ft) R'swdyn [9-94] (lb/ft) ΔPIR 1 0.67 85.91 57.95 698.66 157.21 2 1.33 57.49 38.78 571.52 128.60 3 2.00 34.76 23.44 444.37 99.99 4 2.67 17.71 11.95 317.23 71.38 5 3.33 6.36 4.29 190.08 42.77 Page 10 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Course Layer/ (ft) Elevation [9-95] (lb/ft) ΔWw [9-96] (lb/ft) ΔW'i [9-97] FSsl 1 0.67 439.60 533.47 3.235 2 1.33 359.60 436.39 3.832 3 2.00 279.60 339.31 4.754 4 2.67 199.60 242.22 6.389 5 3.33 119.60 145.14 10.160 Connection Strength Course Layer/ (ft) Elevation [7-61X] (lb/ft) Fgconn [7-79] (lb/ft) Tconn [9-84] (lb/ft) Fin [9-98] FScs 1 0.67 230.66 1375.00 364.77 5.961 2 1.33 138.87 1302.21 228.28 9.377 3 2.00 126.95 1229.42 216.36 9.684 4 2.67 115.03 1156.62 204.44 10.055 5 3.33 193.87 1083.83 372.24 5.590 Crest Toppling Height from top layer to grade Hz 1.00 ft Eq. Horz. total earth force ΔPDynH 0.00 lb/ft Eq. 9-99 Vert. total earth force ΔPDynV 3.12 lb/ft Eq. 9-100 Resisting moment Mr 100.00 lb Eq. 9-101 Driving moment Mo 44.23 lb Eq. 9-102 Overturning FSct 2.261 Eq. 9-103 Page 11 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Section Upper Wall Details Section Upper Wall Cross-section Section Upper Wall Cross-section Details Upper Slope Angle β 0.00 ° Crest Offset 0.00 ft Live Load ql 100 lb/ft² Live Offset qlofs 2.00 ft Dead Load qd 0 lb/ft² Dead Offset qdofs 0.00 ft Peak Acceleration As 0.34 Top of Section 6.33 ft Bottom Grade 0.67 ft Base of Section 0.00 ft Design Height H 6.00 ft Embedment Depth Hemb 0.67 ft * Analysis does not include Vertical Forces * Uses External Horiz. Accel Coeff in Seismic Crest Toppling * Embedment is included in Bearing Capacity Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment %10.0000 12.5700 Pass L Min. Reinforcement Length 4.0000 4.0000 Pass L/H Ratio Min. L/H Ratio 0.5000 0.6667 Pass La Min. Anchorage Length 1.0000 1.0390 Pass MinHemb Minimum Embedment 6.0000 8.0394 Pass Rs Max. Reinforcement Separation 0.0000 1.3333 Pass RsBottom Max. multiple of Hu at bottom 0.0000 1.0000 Pass RsTop Max. multiple of Hu at top 0.0000 1.0000 Pass External Checks Static Check Description Min. Requirement Result Status FSbc Bearing Capacity 2.00 12.75 Pass FSct Crest Toppling 1.50 41.16 Pass FSot Overturning 2.00 7.58 Pass FSsl Base Sliding 1.50 5.65 Pass Seismic FSbc Bearing Capacity 1.50 10.15 Pass FSct Crest Toppling 1.10 3.51 Pass FSot Overturning 1.50 3.02 Pass FSsl Base Sliding 1.10 2.68 Pass Page 12 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Internal and Local Checks Static Layer (ft) Elevation FScs FSpo FSsl FSto 1 0.67 7.10 8.06 3.24 9.11 2 2.00 5.96 3.33 8.09 7.95 3 3.33 9.38 3.70 3.83 12.70 4 4.67 9.87 5.40 11.30 11.64 5 5.33 9.68 3.87 4.75 13.40 Seismic Layer (ft) Elevation FScs FSpo FSsl FSto 1 0.67 3.86 4.38 4.49 7.18 2 2.00 3.96 2.60 5.96 8.14 3 3.33 4.11 1.14 8.90 9.40 4 4.67 5.60 1.06 17.67 14.49 5 5.33 6.05 0.91 35.17 16.73 Static Calculations General Equations Elevation of influence of live load Eqlinfl 2.00 ft Eq. 7-93 Elevation of influence of dead load Eqdinfl 6.00 ft Eq. 7-94 External interface friction angle δe 34.00 °Eq. 7-2 Internal interface friction angle δi 24.00 °Eq. 7-44 External failure plane αe 56.79 °Eq. 5-5 Internal failure plane αi 59.53 °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 6.00 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 0.259 Eq. 7-1 Internal active earth pressure Kaint 0.235 Eq. 7-43 Height above rein. area at int. failure plane hint 0.00 ft Eq. 7-26 Horz. influence distance dint 3.53 ft Eq. 7-27 Distance dead load applied for broken back Lβqd 3.00 ft Eq. 7-29 Earth pressure from soil weight Ps 581.64 lb/ft Eq. 7-12 Force of uniform surcharge Pq 155.10 lb/ft Eq. 7-13 Horz. component of Ps PsH 282.54 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 75.34 lb/ft Eq. 7-16 Horz. component of active earth force PaH 357.88 lb/ft Eq. 7-17 Resisting moment arm for PsH Ys 2.00 ft Eq. 7-18 Resisting moment arm for PqH Yq 3.00 ft Eq. 7-19 Vert. component of Ps PsV 190.57 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 50.82 lb/ft Eq. 7-22 Vert. component of active earth force PaV 241.39 lb/ft Eq. 7-23 Resisting moment arm for PsV Xs 4.00 ft Eq. 7-24 Resisting moment arm for PqV Xq 4.00 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 3000.00 lb/ft Eq. 7-30 Weight of soil above wall Wrβ 0.00 lb/ft Eq. 7-31 Base sliding resistance Rs 2023.53 lb/ft Eq. 7-32 Page 13 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Base sliding FSsl 5.654 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 3000.00 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 2.00 ft Eq. 7-35 Resisting moment arm for surcharge Xqβ 2.50 ft Eq. 7-37 Resisting moment arm in top slope Xrβ1 1.00 ft Eq. 7-36A1 Resisting moment arm in top slope Xrβ2 2.50 ft Eq. 7-36A2 Resisting moment arm in top slope Xrβ3 4.00 ft Eq. 7-36A3 Resisting moment Mr 6000.00 lb Eq. 7-34 Driving moment Mo 791.11 lb Eq. 7-38 Overturning FSot 7.584 Eq. 7-39 Bearing Capacity Equivalent bearing area B 3.47 ft Eq. 7-40 Eccentricity of bearing force e 0.26 ft Eq. 7-41 Applied bearing pressure Qa 892.71 lb/ft²Eq. 7-42 Ultimate bearing pressure Qult 11378.02 lb/ft²Eq. 12-10 Bearing capacity FSbc 12.746 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 0.67 1999.00 1.33 5.33 219.35 3 2.00 1999.00 1.33 4.00 171.67 5 3.33 1999.00 1.33 2.67 123.98 7 4.67 1999.00 1.00 1.50 61.69 8 5.33 1999.00 1.00 0.50 34.87 Course Layer/ (ft) Elevation [7-62] FSto [] qdfn [] qlfn 1 0.67 9.113 1.000 1.000 3 2.00 11.645 1.000 1.000 5 3.33 16.123 1.000 1.000 7 4.67 32.403 1.000 1.000 8 5.33 57.328 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 0.67 219.35 1768.37 2.61 5.33 3 2.00 171.67 927.36 1.82 4.00 5 3.33 123.98 352.29 1.04 2.67 7 4.67 61.69 212.70 1.25 1.33 8 5.33 34.87 157.87 1.86 0.67 Course Layer/ (ft) Elevation [7-66] FSpo 1 0.67 8.062 3 2.00 5.402 5 3.33 2.841 7 4.67 3.448 8 5.33 4.527 Internal Sliding Page 14 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall 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 0.67 223.24 0.00 66.97 150.58 3 2.00 125.57 0.00 50.23 84.70 5 3.33 55.81 0.00 33.49 37.64 7 4.67 13.95 0.00 16.74 9.41 8 5.33 3.49 0.00 8.37 2.35 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 0.67 0.00 45.17 290.21 195.75 3 2.00 0.00 33.88 175.80 118.58 5 3.33 0.00 22.59 89.30 60.23 7 4.67 0.00 11.29 30.70 20.70 8 5.33 0.00 5.65 11.86 8.00 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 0.67 1017.16 2000.00 1331.68 8.094 3 2.00 762.87 1500.00 1223.76 11.300 5 3.33 508.58 1000.00 1115.84 18.191 7 4.67 339.05 666.67 1007.92 43.882 8 5.33 211.91 416.67 953.96 98.306 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 0.67 219.35 219.35 1557.35 7.100 3 2.00 171.67 143.06 1411.77 9.869 5 3.33 123.98 95.37 1266.18 13.276 7 4.67 61.69 40.23 1120.59 27.852 8 5.33 34.87 13.41 1047.79 78.127 Crest Toppling Height from top layer to grade Hz 0.67 ft Eq. Horz. component of Ps PsH 6.56 lb/ft Eq. 7-83 Uniform surcharge PqH 0.00 lb/ft Eq. 7-84 Vert. component of Ps PsV 2.92 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 0.50 ft Eq. 7-90 Resisting moment Mr 60.00 lb Eq. 7-89 Overturning moment Mo 1.46 lb Eq. 7-91 Crest toppling FSct 41.159 Eq. 7-88 Seismic Calculations General Equations Seismic inertial angle θint 20.68 °Eq. 9-3,4 Internal horz. acceleration coefficient khint 0.377 Eq. 9-22,23 External horz. acceleration coefficient khext 0.162 Eq. 9-24,25 External seismic inertial angle θext 9.18 °Eq. 9-27 Seismic active earth pressure coefficient KaEext 0.382 Eq. 9-48 Seismic active earth pressure coefficient KaEint 0.569 Eq. 9-81 Dynamic active earth pressure coefficient ΔKDyn 0.124 Eq. 9-9 Horz. component of earth pressure coefficient KaH 0.214 Eq. 9-10 Vert. component of earth pressure coefficient KaV 0.145 Eq. 9-13 Horz. component of Ps PsH 282.54 lb/ft Eq. 9-16 Vert. component of Ps PsV 190.57 lb/ft Eq. 9-19 Horz. total seismic earth pressure coefficient KaEHext 0.317 Eq. 9-50 Page 15 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Horz. seismic earth pressure coefficient increment ΔKDynH 0.102 Eq. 9-51 Horz. Static + Seismic component PaEH 459.77 lb/ft Eq. 9-52 Horz. Seismic component increment ΔPDynH 230.47 lb/ft Eq. 9-53 Horz. static + 50% seismic total PaEHext 397.77 lb/ft Eq. 9-54 Vert. total seismic earth pressure coefficient KaEVext 0.214 Eq. 9-55 Vert. seismic earth pressure coefficient increment ΔKDynV 0.069 Eq. 9-56 Vert. Static + Seismic component PaEV 480.70 lb/ft Eq. 9-57 Vert. Seismic component increment ΔPDynV 0.00 lb/ft Eq. 9-58 Vert. static + 50% seismic total PaEVext 190.57 lb/ft Eq. 9-59 Weight of reduced width reinforced mass W'i 1500.00 lb/ft Eq. 9-61 Reduced width reinforced zone L"0.5H 0.00 ft Eq. 9-62 Reduced height reinforced zone h'0.00 ft Eq. 9-63 Weight of top slope for reduced rein. mass W'β 0.00 lb/ft Eq. 9-64,69 Reduced distance for Wrβ Y'β 6.00 ft Eq. 9-70 Horz. inertial force PIR 358.65 lb/ft Eq. 9-60 Base Sliding Base sliding resistance Rswdyn 2023.53 lb/ft Eq. 9-71 Seismic base sliding FSsl 2.675 Eq. 9-72 Overturning Total driving moment M'β 0.00 lb/ft Eq. 9-75 Inerital moment hIR 3.00 ft Eq. 9-76 Resisting moment Mr 6000.00 lb Eq. 9-73 Driving moment Mo 1986.74 lb Eq. 9-74 Seismic overturning FSot 3.020 Eq. 9-77 Bearing Capacity Eccentricity of bearing force e 0.66 ft Eq. 9-78 Applied bearing stress at leveling pad B 2.68 ft Eq. 9-79 Applied bearing pressure Qa 1121.29 lb/ft²Eq. 9-80 Ultimate bearing pressure Qult 11378.02 lb/ft²Eq. 12-10 Bearing capacity FSbc 10.147 Eq. 12-11 Tensile Overstress Course Layer/ (ft) Elevation [9-84] (lb/ft) Fin [9-87] (lb/ft) Fdyn [9-88] FSto [9-89] (lb/ft) LTDS 1 0.67 403.81 152.69 7.178 2898.55 3 2.00 356.13 152.69 8.139 2898.55 5 3.33 308.44 152.69 9.397 2898.55 7 4.67 200.04 114.51 14.490 2898.55 8 5.33 173.21 114.51 16.734 2898.55 Pullout Course Layer/ (ft) Elevation [7-63] (lb/ft) ACn [9-84] (lb/ft) Fin [9-90] FSpo 1 0.67 1768.37 403.81 4.379 3 2.00 927.36 356.13 2.604 5 3.33 352.29 308.44 1.142 7 4.67 212.70 200.04 1.063 8 5.33 157.87 173.21 0.911 Internal Sliding Course Layer/ (ft) Elevation [9-91] (lb/ft) ΔPDynH [9-92] (lb/ft) ΔPDynV [9-93] (lb/ft) R'swdyn [9-94] (lb/ft) ΔPIR 1 0.67 182.10 122.83 1017.16 318.80 3 2.00 102.43 69.09 762.87 239.10 5 3.33 45.53 30.71 508.58 159.40 7 4.67 11.38 7.68 254.29 79.70 8 5.33 2.85 1.92 127.14 39.85 Page 16 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO Project: 1200935 - Braudis Residence [Rev. 1] 578 Park Avenue, Park City Wall: SE Wall Course Layer/ (ft) Elevation [9-95] (lb/ft) ΔWw [9-96] (lb/ft) ΔW'i [9-97] FSsl 1 0.67 640.00 1333.33 4.489 3 2.00 480.00 1000.00 5.962 5 3.33 320.00 666.67 8.898 7 4.67 160.00 333.33 17.668 8 5.33 80.00 166.67 35.167 Connection Strength Course Layer/ (ft) Elevation [7-61X] (lb/ft) Fgconn [7-79] (lb/ft) Tconn [9-84] (lb/ft) Fin [9-98] FScs 1 0.67 403.81 1557.35 403.81 3.857 3 2.00 356.13 1411.77 356.13 3.964 5 3.33 308.44 1266.18 308.44 4.105 7 4.67 200.04 1120.59 200.04 5.602 8 5.33 173.21 1047.79 173.21 6.049 Crest Toppling Height from top layer to grade Hz 0.67 ft Eq. Horz. total earth force ΔPDynH 0.00 lb/ft Eq. 9-99 Vert. total earth force ΔPDynV 1.40 lb/ft Eq. 9-100 Resisting moment Mr 60.00 lb Eq. 9-101 Driving moment Mo 17.08 lb Eq. 9-102 Overturning FSct 3.514 Eq. 9-103 Page 17 Printed 10/22/2021 Version: 1.41.4.1051 Powered by KeyWallPRO