MasterKey Retaining Walls Sample Output

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© MasterSeries PowerPad - Project Title Document1 MasterSeries Sales Team 3 Castle Street Carrickfergus Co. Antrim BT38 7BE Tel : 028 9036 5950 Job ref : Job Ref Sheet : Sheet Ref / 16 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004, BS EN 1996- 1-1:2005 AND EC 2 : 2004 200mm thick Stepoc <strong>Retaining</strong> Wall Reinforced Masonry <strong>Retaining</strong> Wall with Reinforced Concrete Base Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Back soil 19.00, Front soil 18.00, Concrete 24.00, Masonry 20.00 Concrete grade C28/35 N/mm², Permissible tensile stress 1.291 N/mm² Concrete covers (mm) Wall inner cover 88 mm, Wall outer cover 0 mm, Base cover 50 mm Reinforcement design fy 500 N/mm², fyb 500 N/mm² designed to EC 2: 2004 Surcharge and Water Table Surcharge 5.00 kN/m², Fully drained Unplanned excavation depth Front of wall 230 mm † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice Soil Properties Soil bearing pressure Allowable pressure M1 @ front 100.00 kN/m², @ back 100.00 kN/m² Allowable pressure M2 @ front 100.00 kN/m², @ back 100.00 kN/m² EC7 EQU - Wall Stability Back Soil Friction and Cohesion Φ = Atn(Tan(37.6)/1.1) = 35° Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(37.6)/1.1))) = 35° Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.1) = 27.69° EC7 GEO/STR - M1 Back Soil Friction and Cohesion Φ = Atn(Tan(37.6)/1) = 37.6° Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(37.6)/1))) = 37.6° Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1) = 30° EC7 GEO/STR - M2 Back Soil Friction and Cohesion Φ = Atn(Tan(37.6)/1.25) = 31.64° Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(37.6)/1.25))) = 31.64° Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.25) = 24.79° Loading Cases EQU and GEO/STR - Design Approach 1 GSoil - Soil Self Weight, GWall - Wall & Base Self Weight, FvHeel - Vertical Loads over Heel, Pa - Active Earth Pressure, Psurcharge - Earth pressure from surcharge, Psurch(fav) - Earth pressure from surcharge (no load over heel), Pp - Passive Earth Pressure Case 1: EQU Wall Stability 0.90 GSoil+0.90 GWall+1.10 Pa+1.50 Psurcharge+0.90 Pp Case 2: GEO/STR A1+M1 I 1.00 GSoil+1.00 GWall+1.50 FvHeel+1.35 Pa+1.50 Psurcharge Case 3: GEO/STR A2+M2 I 1.00 GSoil+1.00 GWall+1.30 FvHeel+1.00 Pa+1.30 Psurcharge Case 4: GEO/STR A1+M1 II 1.00 GSoil+1.00 GWall+1.35 Pa+1.50 Psurch(fav) Case 5: GEO/STR A2+M2 II 1.00 GSoil+1.00 GWall+1.00 Pa+1.30 Psurch(fav) Case 6: GEO/STR A1+M1 III 1.35 GSoil+1.35 GWall+1.50 FvHeel+1.35 Pa+1.50 Psurcharge Geotechnical Design Wall Stability - Virtual Back Pressure EQU Case 1 Overturning/Stabilising 13.821/25.230 0.548 OK Wall Sliding - Virtual Back Pressure Case 2 Fx/(RxFriction + RxPassive) 16.718/(30.334+0.134) 0.549 OK
© MasterSeries PowerPad - Project Title Document1 MasterSeries Sales Team 3 Castle Street Carrickfergus Co. Antrim BT38 7BE Tel : 028 9036 5950 Job ref : Job Ref Sheet : Sheet Ref / 17 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : Case 3 Fx/(RxFriction + RxPassive) 16.803/(23.959+0.109) 0.698 OK Case 4 Fx/(RxFriction + RxPassive) 16.718/(27.447+0.134) 0.606 OK Case 5 Fx/(RxFriction + RxPassive) 16.803/(21.957+0.109) 0.761 OK Case 6 Fx/(RxFriction + RxPassive) 16.718/(39.941+0.134) 0.417 OK Soil Pressure Case 2 - Virtual Back 44.454/100 kN/m², Length under pressure 0.886 m 0.445 OK Case 3 - Virtual Back 45.195/100 kN/m², Length under pressure 0.86 m 0.452 OK Case 4 - Virtual Back 45.728/100 kN/m², Length under pressure 0.779 m 0.457 OK Case 5 - Virtual Back 46.546/100 kN/m², Length under pressure 0.766 m 0.465 OK Case 6 - Virtual Back 49.332/100 kN/m², Length under pressure 1.051 m 0.493 OK Case 2 - Wall Back 54.154/100 kN/m², Length under pressure 0.727 m 0.542 OK Case 3 - Wall Back 54.629/100 kN/m², Length under pressure 0.712 m 0.546 OK Case 4 - Wall Back 59.008/100 kN/m², Length under pressure 0.604 m 0.590 OK Case 5 - Wall Back 59.050/100 kN/m², Length under pressure 0.604 m 0.591 OK Case 6 - Wall Back 55.720/100 kN/m², Length under pressure 0.931 m 0.557 OK Structural Design Masonry Wall Details Partial Safety Factor (γmc/γmf) Units Category II, Execution Control Class 2 3/2.7 Table NA.1 Material Concrete blocks, γ=20 kN/m³ Units and Mortar Strength 10.4 N/mm², Mortar designation M12/(i) Blocks Ratio Unit height=215, Least horizontal dimensions=200 1.08 Compressive Strength (fk) Group 1 14.0 N/mm² Table NA.6 Wall Design (Inner Steel) Critical Section Critical @ 0 mm from base, Case 3 Steel Provided (Cover) Main B10@200 (88 mm) Bed B6@225 (98 mm) 393 mm² OK Leverarm z=fn(d,b,As,fy,fk) 107 mm, 1000 mm, 393 mm², 500 N/mm², 28 N/mm² 91 mm Mr=fn(above,γmf,γms) 2.70, 1.15 15.5 kN.m Moment Capacity Check (M/Mr) M 12.0 kN.m, Mr 15.5 kN.m 0.775 OK Shear Capacity Check F 15.9 kN, fvk 0.414 N/mm², Fvr 17.7 kN 0.90 OK Base Top Steel Design - Case 6 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 1005 mm², 500 N/mm², 28 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 34 mm, 0.14 99.8 kN.m Moment Capacity Check (M/Mr) M 7.1 kN.m, Mr 99.8 kN.m 0.071 OK Shear Capacity Check F 25.2 kN, vc 0.519 N/mm², Fvr 125.6 kN 0.20 OK Base Bottom Steel Design - Case 5 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 1005 mm², 500 N/mm², 28 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 34 mm, 0.14 99.8 kN.m Moment Capacity Check (M/Mr) M 6.5 kN.m, Mr 99.8 kN.m 0.065 OK Shear Capacity Check F 25.9 kN, vc 0.519 N/mm², Fvr 125.6 kN 0.21 OK
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