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 / 2 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 : 2004 RC <strong>Retaining</strong> Wall (Surcharge + Water Table) Reinforced Concrete <strong>Retaining</strong> Wall with Reinforced Base Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Dry Soil 17.00, Saturated Soil 20.20, Submerged Soil 10., Concrete 24.00 Special Assumptions (virtual back) Use δ =0 @ virtual back Concrete grade C28/35 N/mm², Permissible tensile stress 1.291 N/mm² Concrete covers (mm) Wall inner cover 50 mm, Wall outer cover 50 mm, Base cover 50 mm Reinforcement design fy 500 N/mm² designed to EC 2: 2004 Surcharge and Water Table Surcharge 15.00 kN/m², Water table level 1200 mm Unplanned excavation depth Front of wall 275 mm † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice Additional Loads Wall Propped at Base Level Therefore no sliding check is required Additional Wall Prop Prop @ 2.5 m † Dimensions All props are measured from the top of the base 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(35)/1.1) = 32.48° Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1.1))) = 27.69°, c = 1x20/1.1 = 18.182 kN/m² Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.1) = 32.48° EC7 GEO/STR - M1 Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1) = 35° Base Friction and Cohesion Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1) = 35° EC7 GEO/STR - M2 Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1.25) = 29.26° Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1))) = 30°, c = 1x20/1 = 20 kN/m² δ = Atn(1xTan(Atn(Tan(30)/1.25))) = 24.79°, c = 1x20/1.25 = 16 kN/m² Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.25) = 29.26° 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) Case 1: EQU Wall Stability 0.90 GSoil+0.90 GWall+1.10 Pa+1.50 Psurcharge 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
© MasterSeries PowerPad - Project Title Document1 Case 4: GEO/STR A1+M1 II Case 5: GEO/STR A2+M2 II Case 6: GEO/STR A1+M1 III MasterSeries Sales Team 3 Castle Street Carrickfergus Co. Antrim BT38 7BE Tel : 028 9036 5950 1.00 GSoil+1.00 GWall+1.35 Pa+1.50 Psurch(fav) 1.00 GSoil+1.00 GWall+1.00 Pa+1.30 Psurch(fav) 1.35 GSoil+1.35 GWall+1.50 FvHeel+1.35 Pa+1.50 Psurcharge Geotechnical Design Job ref : Job Ref Sheet : Sheet Ref / 3 - Made By : Date : 21 June 2015/ Version 2015.04 Checked : Approved : Wall Stability - Virtual Back Pressure EQU Case 1 Overturning/Stabilising 49.709/101.221 0.491 OK Wall Sliding - Virtual Back Pressure Case 2 Fx/(RxFriction + RxPassive) 0.000/(79.595+0.000) 0.000 OK Case 3 Fx/(RxFriction + RxPassive) 0.000/(62.983+0.000) 0.000 OK Case 4 Fx/(RxFriction + RxPassive) 0.000/(73.100+0.000) 0.000 OK Case 5 Fx/(RxFriction + RxPassive) 0.000/(58.480+0.000) 0.000 OK Case 6 Fx/(RxFriction + RxPassive) 0.000/(89.430+0.000) 0.000 OK Prop Reactions Case 2 (Service) 41.0 kN @ Base, 10.9 kN @ 2.750 m Prop Reactions Case 3 (Service) 37.5 kN @ Base, 11.0 kN @ 2.750 m Prop Reactions Case 4 (Service) 41.0 kN @ Base, 10.9 kN @ 2.750 m Prop Reactions Case 5 (Service) 37.5 kN @ Base, 11.0 kN @ 2.750 m Prop Reactions Case 6 (Service) 41.0 kN @ Base, 10.9 kN @ 2.750 m Soil Pressure Case 2 - Virtual Back 33.268/100 kN/m², Length under pressure 1.801 m 0.333 OK Case 3 - Virtual Back 32.574/100 kN/m², Length under pressure 1.793 m 0.326 OK Case 4 - Virtual Back 23.155/100 kN/m², Length under pressure 2.102 m 0.232 OK Case 5 - Virtual Back 23.712/100 kN/m², Length under pressure 2.053 m 0.237 OK Case 6 - Virtual Back 45.753/100 kN/m², Length under pressure 1.682 m 0.458 OK Case 2 - Wall Back 33.287/100 kN/m², Length under pressure 1.8 m 0.333 OK Case 3 - Wall Back 32.589/100 kN/m², Length under pressure 1.793 m 0.326 OK Case 4 - Wall Back 23.169/100 kN/m², Length under pressure 2.101 m 0.232 OK Case 5 - Wall Back 23.723/100 kN/m², Length under pressure 2.052 m 0.237 OK Case 6 - Wall Back 45.774/100 kN/m², Length under pressure 1.681 m 0.458 OK Structural Design At Rest Earth Pressure At rest earth pressures magnification (1+Sin(Φ)) x √OCR = (1+Sin(29.26)x√1 1.49 Prop Reactions Maximum Prop Reactions (Ultimate) 64.3 kN @ Base, 17.1 kN @ 2.500 m Wall Design (Inner Steel) Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B12@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B12@200 (50 mm) Dist. B12@200 (62 mm) 565 mm² Leverarm z=fn(d,b,As,fy,Fck) 192 mm, 1000 mm, 1005 mm², 500 N/mm², 28 N/mm² 178 mm Mr=fn(above,As',d',x,x/d) 565 mm², 56 mm, 34 mm, 0.18 77.9 kN.m Moment Capacity Check (M/Mr) M 17.8 kN.m, Mr 77.9 kN.m 0.229 OK Shear Capacity Check F 49.9 kN, vc 0.587 N/mm², Fvr 112.8 kN 0.44 OK Wall Design (Outer Steel) Critical Section Critical @ 1354 mm from base, Case 2 Steel Provided (Cover) Main B12@200 (50 mm) Dist. B12@200 (62 mm) 565 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) 194 mm, 1000 mm, 565 mm², 500 N/mm², 28 N/mm² 184 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 19 mm, 0.10 45.3 kN.m Moment Capacity Check (M/Mr) M 10.8 kN.m, Mr 45.3 kN.m 0.238 OK Shear Capacity Check F 0.4 kN, vc 0.524 N/mm², Fvr 101.6 kN 0.00 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) 192 mm, 1000 mm, 1005 mm², 500 N/mm², 28 N/mm² 178 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 34 mm, 0.18 77.9 kN.m Moment Capacity Check (M/Mr) M 4.8 kN.m, Mr 77.9 kN.m 0.061 OK Shear Capacity Check F 19.1 kN, vc 0.587 N/mm², Fvr 112.8 kN 0.17 OK Base Bottom Steel Design - Case 4 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) 192 mm, 1000 mm, 1005 mm², 500 N/mm², 28 N/mm² 178 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 34 mm, 0.18 77.9 kN.m Moment Capacity Check (M/Mr) M 21.8 kN.m, Mr 77.9 kN.m 0.280 OK Shear Capacity Check F 35.7 kN, vc 0.587 N/mm², Fvr 112.8 kN 0.32 OK
Page 1: STRUCTURAL CALCULATIONS Using MASTE
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