MasterKey Retaining Walls Sample Output

STRUCTURAL CALCULATIONS
Using
MASTERSERIES POWERPAD
STRUCTURAL ENGINEERS
MASTERSERIES SALES TEAM
3 Castle Street
Carrickfergus
Co. Antrim BT38 7BE
Tel : 028 9036 5950
PROJECT TITLE
Address 1
Address 2
Address 3
ARCHITECT
ARCHITECT NAME
Location
Location
Location
PROJECT NO: P12345
June 2015
V.A.T. Reg. No. ___ ____ __

© 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 Retaining Wall (Surcharge + Water Table)
Reinforced Concrete Retaining 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

© 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 / 4 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 :
2004
RC Retaining Wall (Surcharge + Water Table)
Reinforced Concrete Retaining 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
Angles Embankment 10°
Special Assumptions (virtual back) Use δ =0 @ virtual back
Concrete grade
C25/30 N/mm², Permissible tensile stress 1.197 N/mm²
Concrete covers (mm)
Wall inner cover 30 mm, Wall outer cover 30 mm, Base cover 50 mm
Reinforcement design fy 460 N/mm² designed to EC 2: 2004
Surcharge and Water Table
Surcharge 10.00 kN/m², Water table level 1200 mm
Unplanned excavation depth
Front of wall 330 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
Layered Soil Lower Soil Height 2m, Lower Soil angle 5°
EC7 EQU - Wall Stability
Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(32)/1.1) = 29.6°
Back Soil Fric. & Cohes. Lower Φ = Atn(Tan(35)/1.1) = 32.48°
Base Friction and Cohesion
Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.1) = 32.48°
EC7 GEO/STR - M1
Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(32)/1) = 32°
Back Soil Fric. & Cohes. Lower 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 Fric. & Cohes. Upper Φ = Atn(Tan(32)/1.25) = 26.56°
Back Soil Fric. & Cohes. Lower Φ = Atn(Tan(35)/1.25) = 29.26°
Base Friction and Cohesion
δ = Atn(1xTan(Atn(Tan(30)/1.1))) = 27.69°, c = 1x10/1.1 = 9.091 kN/m²
δ = Atn(1xTan(Atn(Tan(30)/1))) = 30°, c = 1x10/1 = 10 kN/m²
δ = Atn(1xTan(Atn(Tan(30)/1.25))) = 24.79°, c = 1x10/1.25 = 8 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), 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)

© MasterSeries PowerPad - Project Title Document1
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+1.00 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 / 5 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Wall Stability - Virtual Back Pressure
EQU Case 1 Overturning/Stabilising 93.261/155.349 0.600 OK
Wall Sliding - Virtual Back Pressure
Case 2 Fx/(RxFriction + RxPassive) 77.830/(96.990+5.283) 0.761 OK
Case 3 Fx/(RxFriction + RxPassive) 73.036/(76.438+4.401) 0.903 OK
Case 4 Fx/(RxFriction + RxPassive) 77.830/(86.165+5.283) 0.851 OK
Case 5 Fx/(RxFriction + RxPassive) 73.036/(68.932+4.401) 0.996 OK
Case 6 Fx/(RxFriction + RxPassive) 77.830/(118.048+5.283) 0.631 OK
Soil Pressure
Case 2 - Virtual Back 66.482/100 kN/m², Length under pressure 1.85 m 0.665 OK
Case 3 - Virtual Back 65.315/100 kN/m², Length under pressure 1.844 m 0.653 OK
Case 4 - Virtual Back 70.814/100 kN/m², Length under pressure 1.472 m 0.708 OK
Case 5 - Virtual Back 68.743/100 kN/m², Length under pressure 1.516 m 0.687 OK
Case 6 - Virtual Back 72.979/100 kN/m², Length under pressure 2.185 m 0.730 OK
Case 2 - Wall Back 58.230/100 kN/m², Length under pressure 2.112 m 0.582 OK
Case 3 - Wall Back 57.203/100 kN/m², Length under pressure 2.106 m 0.572 OK
Case 4 - Wall Back 59.707/100 kN/m², Length under pressure 1.745 m 0.597 OK
Case 5 - Wall Back 58.577/100 kN/m², Length under pressure 1.779 m 0.586 OK
Case 6 - Wall Back 66.798/100 kN/m², Length under pressure 2.387 m 0.668 OK
Structural Design
Wall Design (Inner Steel)
Critical Section Critical @ 0 mm from base, Case 4
Steel Provided (Cover) Main B12@150 (30 mm) Dist. B12@150 (42 mm) 754 mm² OK
Compression Steel Provided (Cover) Main B12@225 (30 mm) Dist. B12@175 (42 mm) 503 mm²
Leverarm z=fn(d,b,As,fy,Fck) 314 mm, 1000 mm, 754 mm², 460 N/mm², 25 N/mm² 298 mm
Mr=fn(above,As',d',x,x/d) 503 mm², 36 mm, 27 mm, 0.08 90.0 kN.m
Moment Capacity Check (M/Mr) M 63.2 kN.m, Mr 90.0 kN.m 0.702 OK
Shear Capacity Check F 57.5 kN, vc 0.422 N/mm², Fvr 132.5 kN 0.43 OK
Base Top Steel Design - Case 4
Steel Provided (Cover) Main B16@225 (50 mm) Dist. B12@175 (66 mm) 894 mm² OK
Compression Steel Provided (Cover) Main B16@225 (50 mm) Dist. B12@175 (66 mm) 894 mm²
Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 894 mm², 460 N/mm², 25 N/mm² 229 mm
Mr=fn(above,As',d',x,x/d) 894 mm², 58 mm, 32 mm, 0.13 82.0 kN.m
Moment Capacity Check (M/Mr) M 39.6 kN.m, Mr 82.0 kN.m 0.484 OK
Shear Capacity Check F 48.4 kN, vc 0.481 N/mm², Fvr 116.3 kN 0.42 OK
Base Bottom Steel Design - Case 6
Steel Provided (Cover) Main B16@225 (50 mm) Dist. B12@175 (66 mm) 894 mm² OK
Compression Steel Provided (Cover) Main B16@225 (50 mm) Dist. B12@175 (66 mm) 894 mm²
Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 894 mm², 460 N/mm², 25 N/mm² 229 mm
Mr=fn(above,As',d',x,x/d) 894 mm², 58 mm, 32 mm, 0.13 82.0 kN.m
Moment Capacity Check (M/Mr) M 26.6 kN.m, Mr 82.0 kN.m 0.324 OK
Shear Capacity Check F 53.2 kN, vc 0.481 N/mm², Fvr 116.3 kN 0.46 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 / 6 -
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
Reinforced Masonry Wall
Reinforced Masonry Cavity Filled Retaining 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) Soil 17.00, Concrete 24.00, Masonry 20.00
Special Assumptions (virtual back) Use δ =0 @ virtual back
Concrete grade
C25/30 N/mm², Permissible tensile stress 1.197 N/mm²
Concrete covers (mm)
Cavity inner cover 30 mm, Cavity outer cover 160 mm, Base cover 50 mm
Reinforcement design fy 500 N/mm², fyb 460 N/mm² designed to EC 2: 2004
Surcharge and Water Table
Surcharge 10.00 kN/m², Fully drained
Unplanned excavation depth
Front of wall 330 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(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), 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

© 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 / 7 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Geotechnical Design
Wall Stability - Virtual Back Pressure
EQU Case 1 Overturning/Stabilising 58.446/223.320 0.262 OK
Wall Sliding - Virtual Back Pressure
Case 2 Fx/(RxFriction + RxPassive) 47.271/(153.196+6.944) 0.295 OK
Case 3 Fx/(RxFriction + RxPassive) 46.529/(120.986+5.479) 0.368 OK
Case 4 Fx/(RxFriction + RxPassive) 47.271/(138.473+6.944) 0.325 OK
Case 5 Fx/(RxFriction + RxPassive) 46.529/(110.779+5.479) 0.400 OK
Case 6 Fx/(RxFriction + RxPassive) 47.271/(180.591+6.944) 0.252 OK
Soil Pressure
Case 2 - Virtual Back 54.073/100 kN/m², Length under pressure 2.979 m 0.541 OK
Case 3 - Virtual Back 52.415/100 kN/m², Length under pressure 3.008 m 0.524 OK
Case 4 - Virtual Back 48.408/100 kN/m², Length under pressure 2.801 m 0.484 OK
Case 5 - Virtual Back 48.444/100 kN/m², Length under pressure 2.799 m 0.484 OK
Case 6 - Virtual Back 73.488/100 kN/m², Length under pressure 2.838 m 0.735 OK
Case 2 - Wall Back 54.085/100 kN/m², Length under pressure 2.978 m 0.541 OK
Case 3 - Wall Back 52.429/100 kN/m², Length under pressure 3.007 m 0.524 OK
Case 4 - Wall Back 48.394/100 kN/m², Length under pressure 2.801 m 0.484 OK
Case 5 - Wall Back 48.427/100 kN/m², Length under pressure 2.8 m 0.484 OK
Case 6 - Wall Back 73.501/100 kN/m², Length under pressure 2.837 m 0.735 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
Outer Leaf 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=102.5 2.10
Compressive Strength (fk) Group 1 7.8 N/mm² Table NA.6
Inner Leaf 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
5.2 N/mm², Mortar designation M12/(i)
Blocks Ratio Unit height=215, Least horizontal dimensions=102.5 2.10
Compressive Strength (fk) Group 1 3.9 N/mm² Table NA.6
Wall Design (Inner Steel)
Critical Section Critical @ 0 mm from base, Case 2
Steel Provided (Cover)
Dist. B10@200 (30 mm in cavity)
Main B16@100 (30 mm in cavity) 2011 mm² OK
Leverarm z=fn(d,b,As,fy,fk) 262 mm, 1000 mm, 1741 mm², 500 N/mm², 25 N/mm² 131 mm
Mr=fn(above,γmf,γms) 2.70, 1.15 79.3 kN.m
Moment Capacity Check (M/Mr) M 72.9 kN.m, Mr 79.3 kN.m 0.918 OK
Shear Capacity Check F 62.3 kN, fvk 0.645 N/mm², Fvr 67.6 kN 0.92 OK
Base Top Steel Design - Case 4
Steel Provided (Cover) Main B16@200 (50 mm) Dist. B10@200 (66 mm) 1005 mm² OK
Compression Steel Provided (Cover) Main B10@200 (50 mm) Dist. B10@200 (60 mm) 393 mm²
Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 1005 mm², 500 N/mm², 25 N/mm² 227 mm
Mr=fn(above,As',d',x,x/d) 393 mm², 55 mm, 39 mm, 0.16 99.0 kN.m
Moment Capacity Check (M/Mr) M 62.3 kN.m, Mr 99.0 kN.m 0.629 OK
Shear Capacity Check F 49.2 kN, vc 0.500 N/mm², Fvr 121.0 kN 0.41 OK
Base Bottom Steel Design - Case 6
Steel Provided (Cover) Main B10@200 (50 mm) Dist. B10@200 (60 mm) 393 mm² OK
Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B10@200 (66 mm) 1005 mm²
Leverarm z=fn(d,b,As,fy,Fck) 245 mm, 1000 mm, 393 mm², 500 N/mm², 25 N/mm² 233 mm
Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 15 mm, 0.06 39.7 kN.m
Moment Capacity Check (M/Mr) M 33.4 kN.m, Mr 39.7 kN.m 0.840 OK
Shear Capacity Check F 53.4 kN, vc 0.460 N/mm², Fvr 112.6 kN 0.47 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 / 8 -
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
Stepped Masonry Wall (Surcharge + Water Table)
Gravity Masonry Retaining 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) Dry Soil 17.00, Saturated Soil 20.20, Submerged Soil 10.20
Concrete 24.00, Masonry 20.00
Special Assumptions (virtual back) Use δ =0 @ virtual back
Concrete grade
C32/40 N/mm², Permissible tensile stress 1.411 N/mm²
Concrete covers (mm)
Base cover 50 mm
Reinforcement design fy 500 N/mm², fyb 460 N/mm² designed to EC 2: 2004
Surcharge and Water Table
Surcharge 10.00 kN/m², Water table level 1200 mm
Unplanned excavation depth
Front of wall 330 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(35)/1.1) = 32.48°
Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1.1))) = 27.69°
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 δ = Atn(1xTan(Atn(Tan(30)/1))) = 30°
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)/1.25))) = 24.79°
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), 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

© MasterSeries PowerPad - Project Title Document1
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Carrickfergus
Co. Antrim BT38 7BE
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Job ref : Job Ref
Sheet : Sheet Ref / 9 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Geotechnical Design
Wall Stability - Virtual Back Pressure
EQU Case 1 Overturning/Stabilising 63.444/139.481 0.455 OK
Wall Sliding - Virtual Back Pressure
Case 2 Fx/(RxFriction + RxPassive) 59.659/(75.697+5.283) 0.737 OK
Case 3 Fx/(RxFriction + RxPassive) 55.154/(60.188+4.401) 0.854 OK
Case 4 Fx/(RxFriction + RxPassive) 59.659/(72.233+5.283) 0.770 OK
Case 5 Fx/(RxFriction + RxPassive) 55.154/(57.786+4.401) 0.887 OK
Case 6 Fx/(RxFriction + RxPassive) 59.659/(100.979+5.283) 0.561 OK
Soil Pressure
Case 2 - Virtual Back 83.432/100 kN/m², Length under pressure 1.571 m 0.834 OK
Case 3 - Virtual Back 82.306/100 kN/m², Length under pressure 1.583 m 0.823 OK
Case 4 - Virtual Back 86.846/100 kN/m², Length under pressure 1.441 m 0.868 OK
Case 5 - Virtual Back 85.092/100 kN/m², Length under pressure 1.47 m 0.851 OK
Case 6 - Virtual Back 97.240/100 kN/m², Length under pressure 1.799 m 0.972 OK
Case 2 - Wall Back 83.143/100 kN/m², Length under pressure 1.577 m 0.831 OK
Case 3 - Wall Back 82.036/100 kN/m², Length under pressure 1.588 m 0.820 OK
Case 4 - Wall Back 86.503/100 kN/m², Length under pressure 1.446 m 0.865 OK
Case 5 - Wall Back 84.779/100 kN/m², Length under pressure 1.476 m 0.848 OK
Case 6 - Wall Back 97.019/100 kN/m², Length under pressure 1.803 m 0.970 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
22.5 N/mm², Mortar designation M12/(i)
Blocks Ratio Unit height=215, Least horizontal dimensions=102.5 2.10
Compressive Strength (fk) Group 1 13.97 N/mm² Table NA.4
Wall Design (Inner Face Tension)
Critical Section Critical @ 976 mm from base, Case 3
Section Properties @ 976 mm t=1000 mm, Area=10000 cm², Zb=166667 cm³
Flexural Strength fxk1 fxk1=0.25, gd=0.025 N/mm², fxk1=fxk1+0.9 gd.γmf 0.311 N/mm² Table NA.6
Mr=fxk1.Zb/γmf 0.311x166667/2.7 19.23 kN.m
Moment Capacity Check (M/Mr) M 17.2 kN.m, Mr 19.2 kN.m 0.894 OK
Shear Capacity Check F 21.1 kN, fvk 0.210 N/mm², Fvr 84.0 kN 0.25 OK
Base Top Steel Design - Case 6
Steel Provided (Cover) Main H16@225 (50 mm) Dist. H12@175 (66 mm) 894 mm² OK
Compression Steel Provided (Cover) Main H16@225 (50 mm) Dist. H12@175 (66 mm) 894 mm²
Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 894 mm², 500 N/mm², 32 N/mm² 230 mm
Mr=fn(above,As',d',x,x/d) 894 mm², 58 mm, 27 mm, 0.11 89.3 kN.m
Moment Capacity Check (M/Mr) M 6.6 kN.m, Mr 89.3 kN.m 0.074 OK
Shear Capacity Check F 33.1 kN, vc 0.522 N/mm², Fvr 126.4 kN 0.26 OK
Base Bottom Steel Design - Case 6
Steel Provided (Cover) Main H16@225 (50 mm) Dist. H12@175 (66 mm) 894 mm² OK
Compression Steel Provided (Cover) Main H16@225 (50 mm) Dist. H12@175 (66 mm) 894 mm²
Leverarm z=fn(d,b,As,fy,Fck) 242 mm, 1000 mm, 894 mm², 500 N/mm², 32 N/mm² 230 mm
Mr=fn(above,As',d',x,x/d) 894 mm², 58 mm, 27 mm, 0.11 89.3 kN.m
Moment Capacity Check (M/Mr) M 3.8 kN.m, Mr 89.3 kN.m 0.042 OK
Shear Capacity Check F 25.0 kN, vc 0.522 N/mm², Fvr 126.4 kN 0.20 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 / 10 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 :
2004
RC Retaining Wall with point Loads
Reinforced Concrete Retaining 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) Back Soil - Dry 20.00, Saturated 22.00, Submerged 12.00
Front Soil - Dry 18.00, Saturated 20.80, Submerged 10., Concrete 24.00
Angles Embankment 5°
Special Assumptions (virtual back) Use δ =0 @ virtual back
Concrete grade
C32/40 N/mm², Permissible tensile stress 1.411 N/mm²
Concrete covers (mm)
Wall inner cover 30 mm, Wall outer cover 30 mm, Base cover 50 mm
Reinforcement design fy 500 N/mm² designed to EC 2: 2004
Surcharge and Water Table
Surcharge 12.50 kN/m², Water table level 600 mm
Unplanned excavation depth
Front of wall 330 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
Vertical Line Loads
10 kN/m @ X 900 mm and Y 0 mm - Load type Live
10 kN/m @ X 2500 mm and Y 0 mm - Load type Dead
10 kN/m @ X -100 mm and Y 0 mm - Load type Live
10 kN/m @ X -700 mm and Y 1500 mm - Load type Live
† Dimensions Ties, line loads and partial loads are measured from the inner top edge of the wall
Soil Properties
Soil bearing pressure
Allowable pressure M1 @ front 250.00 kN/m², @ back 250.00 kN/m²
Allowable pressure M2 @ front 250.00 kN/m², @ back 250.00 kN/m²
Lower Soil Height 2m
Layered Soil
EC7 EQU - Wall Stability
Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(30)/1.1) = 27.69°
Back Soil Fric. & Cohes. Lower Φ = Atn(Tan(30)/1.1) = 27.69°
Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1.1))) = 27.69°
Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.1) = 27.69°
EC7 GEO/STR - M1
Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(30)/1) = 30°
Back Soil Fric. & Cohes. Lower Φ = Atn(Tan(30)/1) = 30°
Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1))) = 30°
Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1) = 30°
EC7 GEO/STR - M2
Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(30)/1.25) = 24.79°
Back Soil Fric. & Cohes. Lower Φ = Atn(Tan(30)/1.25) = 24.79°
Base Friction and Cohesion δ = Atn(1xTan(Atn(Tan(30)/1.25))) = 24.79°
Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.25) = 24.79°

© MasterSeries PowerPad - Project Title Document1
MasterSeries Sales Team
3 Castle Street
Carrickfergus
Co. Antrim BT38 7BE
Tel : 028 9036 5950
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
Job ref : Job Ref
Sheet : Sheet Ref / 11 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Wall Stability - Virtual Back Pressure
EQU Case 1 Overturning/Stabilising 113.651/158.032 0.719 OK
Wall Sliding - Virtual Back Pressure
Case 2 Fx/(RxFriction + RxPassive) 0.000/(110.079+4.701) 0.000 OK
Case 3 Fx/(RxFriction + RxPassive) 0.000/(83.560+4.035) 0.000 OK
Case 4 Fx/(RxFriction + RxPassive) 0.000/(67.860+4.701) 0.000 OK
Case 5 Fx/(RxFriction + RxPassive) 0.000/(54.288+4.035) 0.000 OK
Case 6 Fx/(RxFriction + RxPassive) 0.000/(133.830+4.701) 0.000 OK
Prop Reaction Case 2 (Service) 91.9 kN @ Base
Prop Reaction Case 3 (Service) 85.5 kN @ Base
Prop Reaction Case 4 (Service) 91.9 kN @ Base
Prop Reaction Case 5 (Service) 85.5 kN @ Base
Prop Reaction Case 6 (Service) 91.9 kN @ Base
Soil Pressure
Case 2 - Virtual Back 117.924/250 kN/m², Length under pressure 1.617 m 0.472 OK
Case 3 - Virtual Back 112.925/250 kN/m², Length under pressure 1.602 m 0.452 OK
Case 4 - Virtual Back 118.240/250 kN/m², Length under pressure 0.994 m 0.473 OK
Case 5 - Virtual Back 111.477/250 kN/m², Length under pressure 1.054 m 0.446 OK
Case 6 - Virtual Back 124.599/250 kN/m², Length under pressure 1.86 m 0.498 OK
Case 2 - Wall Back 112.802/250 kN/m², Length under pressure 1.69 m 0.451 OK
Case 3 - Wall Back 111.006/250 kN/m², Length under pressure 1.63 m 0.444 OK
Case 4 - Wall Back 102.266/250 kN/m², Length under pressure 1.149 m 0.409 OK
Case 5 - Wall Back 104.852/250 kN/m², Length under pressure 1.121 m 0.419 OK
Case 6 - Wall Back 120.682/250 kN/m², Length under pressure 1.921 m 0.483 OK
Structural Design
Prop Reaction
Maximum Prop Reaction (Ultimate) 85.5 kN @ Base
Wall Design (Inner Steel)
Critical Section Critical @ 0 mm from base, Case 3
Steel Provided (Cover) Main B16@150 (30 mm) Dist. B10@200 (46 mm) 1340 mm² OK
Compression Steel Provided (Cover) Main B10@150 (30 mm) Dist. B10@200 (40 mm) 524 mm²
Leverarm z=fn(d,b,As,fy,Fck) 262 mm, 1000 mm, 1340 mm², 500 N/mm², 32 N/mm² 247 mm
Mr=fn(above,As',d',x,x/d) 524 mm², 35 mm, 38 mm, 0.15 143.3 kN.m
Moment Capacity Check (M/Mr) M 95.9 kN.m, Mr 143.3 kN.m 0.669 OK
Shear Capacity Check F 72.3 kN, vc 0.571 N/mm², Fvr 149.6 kN 0.48 OK
Wall Design (Outer Steel)
Critical Section Critical @ 2999 mm from base, Case 2
Steel Provided (Cover) Main B10@150 (30 mm) Dist. B10@200 (40 mm) 524 mm² OK
Compression Steel Provided (Cover) Main B16@150 (30 mm) Dist. B10@200 (46 mm) 1340 mm²
Leverarm z=fn(d,b,As,fy,Fck) 179 mm, 1000 mm, 524 mm², 500 N/mm², 32 N/mm² 170 mm
Mr=fn(above,As',d',x,x/d) 1340 mm², 38 mm, 16 mm, 0.09 38.7 kN.m
Moment Capacity Check (M/Mr) M 0.1 kN.m, Mr 38.7 kN.m 0.003 OK
Shear Capacity Check F 0.0 kN, vc 0.560 N/mm², Fvr 100.2 kN 0.00 OK
Base Top Steel Design - Case 3
Steel Provided (Cover) Main B12@150 (50 mm) Dist. B10@200 (62 mm) 754 mm² OK
Compression Steel Provided (Cover) Main B12@150 (50 mm) Dist. B10@200 (62 mm) 754 mm²
Leverarm z=fn(d,b,As,fy,Fck) 244 mm, 1000 mm, 754 mm², 500 N/mm², 32 N/mm² 232 mm
Mr=fn(above,As',d',x,x/d) 754 mm², 56 mm, 23 mm, 0.09 76.0 kN.m
Moment Capacity Check (M/Mr) M 73.7 kN.m, Mr 76.0 kN.m 0.970 OK
Shear Capacity Check F 78.6 kN, vc 0.521 N/mm², Fvr 127.1 kN 0.62 OK
Base Bottom Steel Design - Case 6
Steel Provided (Cover) Main B12@150 (50 mm) Dist. B10@200 (62 mm) 754 mm² 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 / 12 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Compression Steel Provided (Cover) Main B12@150 (50 mm) Dist. B10@200 (62 mm) 754 mm²
Leverarm z=fn(d,b,As,fy,Fck) 244 mm, 1000 mm, 754 mm², 500 N/mm², 32 N/mm² 232 mm
Mr=fn(above,As',d',x,x/d) 754 mm², 56 mm, 23 mm, 0.09 76.0 kN.m
Moment Capacity Check (M/Mr) M 26.2 kN.m, Mr 76.0 kN.m 0.344 OK
Shear Capacity Check F 74.8 kN, vc 0.521 N/mm², Fvr 127.1 kN 0.59 OK
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 : 1994 AND
HIGHWAYS DESIGN TO BD30/87 & BD37/01
RC Retaining Wall Highway
Reinforced Concrete Retaining 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 and steel covers fcu 30 N/mm², Wall inner cover 30, Wall outer cover 30, Base cover 50
(mm)
Reinforcement design fy 460 N/mm² designed to BS 8110: 1997
Surcharge and Water Table
Minimum HA Surcharge 10.00 kN/m², Water table level 1200 mm
Unplanned excavation depth
Front of wall 330 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 @ front 100.00 kN/m², @ back 100.00 kN/m²
Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26°
Base Friction and Cohesion δ = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.84°
Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26°
Loading Cases to Highways BD 37/01
GSoil - Earth Pressure Vertical 5.8, GWall - Wall & Base Self Weight 5.1, Pa - Earth Pressure Non-vertical 5.8,
Pp - Passive Pressure 5.8, PMinSurch - Minimum Surcharge
Case 1: Construction
1.20 GSoil+1.15 GWall+1.50 Pa+1.00 Pp+1.50 PMinSurch
Note: Equivalent unity cases are used for geotechnical design
Geotechnical Design - Active Earth Pressures
Wall Stability - Virtual Back Pressure
Case 1 Overturning/Stabilising 55.913/233.278 0.240 OK
Wall Sliding - Virtual Back Pressure
Case 1 Fx/(RxFriction + RxPassive) 50.143/(46.158+4.537) 0.989 OK
Soil Pressure
Case 1 Virtual Back (No uplift) Max(53.871/100, 28.656/100) kN/m² 0.539 OK
Case 1 Wall Back (No uplift) Max(74.105/100, 23.511/100) kN/m² 0.741 OK

© MasterSeries PowerPad - Project Title Document1
MasterSeries Sales Team
3 Castle Street
Carrickfergus
Co. Antrim BT38 7BE
Tel : 028 9036 5950
Structural Design
Job ref : Job Ref
Sheet : Sheet Ref / 13 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Highways Design
At rest earth pressures magnification (1+Sin(Φ)) x √OCR = (1+Sin(35))x√1 1.57
Reinforced concrete design to BS5400 Pt4. All design forces are multiplied by global factor γf3 1.1
Wall Design (Inner Steel)
Critical Section Critical @ 0 mm from base, Case 1
Steel Provided (Cover) Main B16@200 (30 mm) Dist. B12@200 (46 mm) 1005 mm² OK
Compression Steel Provided (Cover) Main B12@200 (30 mm) Dist. B12@200 (42 mm) 565 mm²
Leverarm z=fn(d,b,As,fy,Fcu) 262 mm, 1000 mm, 1005 mm², 460 N/mm², 30.0
247 mm
N/mm²
Mr=fn(above,As',d',x,x/d) 565 mm², 36 mm, 33 mm, 0.13 99.4 kN.m
Moment Capacity Check (M/Mr) M 91.8 kN.m, Mr 99.4 kN.m 0.923 OK
Steel Strain Check when M/Mr>0.87 εSteel > fy/(1.15+fy/2000) = 0.004001 0.02406 OK
Shear Capacity Check F 89.4 kN, vc 0.573 N/mm², Fvr 150.2 kN 0.60 OK
Base Top Steel Design
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,Fcu) 242 mm, 1000 mm, 1005 mm², 460 N/mm², 30 N/mm² 227 mm
Mr=fn(above,As',d',x,x/d) 565 mm², 56 mm, 33 mm, 0.14 91.3 kN.m
Moment Capacity Check (M/Mr) M 71.1 kN.m, Mr 91.3 kN.m 0.778 OK
Shear Capacity Check F 56.8 kN, vc 0.600 N/mm², Fvr 145.3 kN 0.39 OK
Base Bottom Steel Design
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,Fcu) 244 mm, 1000 mm, 565 mm², 460 N/mm², 30 N/mm² 236 mm
Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 19 mm, 0.08 53.3 kN.m
Moment Capacity Check (M/Mr) M 31.6 kN.m, Mr 53.3 kN.m 0.594 OK
Shear Capacity Check F 66.3 kN, vc 0.493 N/mm², Fvr 120.4 kN 0.55 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 / 14 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 : 1994 AND
HIGHWAYS DESIGN TO BD30/87 & BD37/01
RC Retaining Wall Highway Bridge Abutment
Reinforced Concrete Retaining 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 and steel covers fcu 30 N/mm², Wall inner cover 30, Wall outer cover 30, Base cover 50
(mm)
Reinforcement design fy 460 N/mm² designed to BS 8110: 1997
Surcharge and Water Table
Minimum HA Surcharge 10.00 kN/m², Water table level 1200 mm
Unplanned excavation depth
Front of wall 335 mm
† The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Additional Loads
Distributed Surcharge Loads
10 kN/m² starting @ 1700 mm and ending @ 3500 mm - Load type HA
10 kN/m² starting @ 1500 mm and ending @ 4200 mm - Load type HB
10 kN/m² starting @ 1300 mm and ending @ 7800 mm - Load type HA
† Dimensions Ties, line loads and partial loads are measured from the inner top edge of the wall
Soil Properties
Soil bearing pressure
Allowable pressure @ front 100.00 kN/m², @ back 100.00 kN/m²
Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26°
Base Friction and Cohesion δ = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.84°
Front Soil Friction and Cohesion Φ = Atn(Tan(35)/1.2) = 30.26°
Loading Cases to Highways BD 37/01
GSoil - Earth Pressure Vertical 5.8, GWall - Wall & Base Self Weight 5.1, SHA - HA Surcharge, SHB - HB Surcharge,
Pa - Earth Pressure Non-vertical 5.8, Pp - Passive Pressure 5.8, PHAHBsurch - HA + HB Surcharge Pressure 5.8,
PMinSurch - Minimum Surcharge
Case 1: Construction
Case 2: Comb 1
Case 3: Comb 2
1.20 GSoil+1.15 GWall+1.50 Pa+1.00 Pp+1.50 PMinSurch
1.20 GSoil+1.15 GWall+1.30 SHA+1.30 SHB+1.50 Pa+1.00 Pp+
1.50 PHAHBsurch
1.20 GSoil+1.15 GWall+1.10 SHA+1.10 SHB+1.50 Pa+1.00 Pp+
1.50 PHAHBsurch
Note: Equivalent unity cases are used for geotechnical design
Geotechnical Design - Active Earth Pressures
Wall Stability - Virtual Back Pressure
Case 1 Overturning/Stabilising 58.463/327.362 0.179 OK
Case 2 Overturning/Stabilising 91.959/419.978 0.219 OK
Case 3 Overturning/Stabilising 91.959/419.978 0.219 OK
Wall Sliding - Virtual Back Pressure
Case 1 Fx/(RxFriction + RxPassive) 51.827/(58.162+5.446) 0.815 OK

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Checked :
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Case 2 Fx/(RxFriction + RxPassive) 68.961/(68.988+5.446) 0.926 OK
Case 3 Fx/(RxFriction + RxPassive) 68.961/(68.988+5.446) 0.926 OK
Soil Pressure
Case 1 Virtual Back (No uplift) Max(54.169/100, 35.378/100) kN/m² 0.542 OK
Case 2 Virtual Back (No uplift) Max(60.132/100, 46.081/100) kN/m² 0.601 OK
Case 3 Virtual Back (No uplift) Max(60.132/100, 46.081/100) kN/m² 0.601 OK
Case 1 Wall Back (No uplift) Max(72.013/100, 34.003/100) kN/m² 0.720 OK
Case 2 Wall Back (No uplift) Max(52.976/100, 74.706/100) kN/m² 0.747 OK
Case 3 Wall Back (No uplift) Max(54.884/100, 69.466/100) kN/m² 0.695 OK
Structural Design
Highways Design
At rest earth pressures magnification (1+Sin(Φ)) x √OCR = (1+Sin(35))x√1 1.57
Reinforced concrete design to BS5400 Pt4. All design forces are multiplied by global factor γf3 1.1
Wall Design (Inner Steel)
Critical Section Critical @ 0 mm from base, Case 1
Steel Provided (Cover) Main B16@200 (30 mm) Dist. B12@200 (46 mm) 1005 mm² OK
Compression Steel Provided (Cover) Main B12@200 (30 mm) Dist. B12@200 (42 mm) 565 mm²
Leverarm z=fn(d,b,As,fy,Fcu) 262 mm, 1000 mm, 1005 mm², 460 N/mm², 30.0
247 mm
N/mm²
Mr=fn(above,As',d',x,x/d) 565 mm², 36 mm, 33 mm, 0.13 99.4 kN.m
Moment Capacity Check (M/Mr) M 91.8 kN.m, Mr 99.4 kN.m 0.923 OK
Steel Strain Check when M/Mr>0.87 εSteel > fy/(1.15+fy/2000) = 0.004001 0.02406 OK
Shear Capacity Check F 89.5 kN, vc 0.573 N/mm², Fvr 150.2 kN 0.60 OK
Base Top Steel Design - Case 1
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,Fcu) 292 mm, 1000 mm, 1005 mm², 460 N/mm², 30 N/mm² 277 mm
Mr=fn(above,As',d',x,x/d) 565 mm², 56 mm, 33 mm, 0.11 111.4 kN.m
Moment Capacity Check (M/Mr) M 87.0 kN.m, Mr 111.4 kN.m 0.781 OK
Shear Capacity Check F 49.8 kN, vc 0.538 N/mm², Fvr 157.1 kN 0.32 OK
Base Bottom Steel Design - Case 1
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,Fcu) 294 mm, 1000 mm, 565 mm², 460 N/mm², 30 N/mm² 286 mm
Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 19 mm, 0.06 64.6 kN.m
Moment Capacity Check (M/Mr) M 23.7 kN.m, Mr 64.6 kN.m 0.367 OK
Shear Capacity Check F 57.2 kN, vc 0.442 N/mm², Fvr 130.1 kN 0.44 OK

© MasterSeries PowerPad - Project Title Document1
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Sheet : Sheet Ref / 16 -
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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 Retaining Wall
Reinforced Masonry Retaining 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
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Job ref : Job Ref
Sheet : Sheet Ref / 17 -
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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

© MasterSeries PowerPad - Project Title Document1
MasterSeries Sales Team
3 Castle Street
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Co. Antrim BT38 7BE
Tel : 028 9036 5950
Job ref : Job Ref
Sheet : Sheet Ref / 18 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 :
2004
RC Retaining Wall (Surcharge + Water Table) Propped
Reinforced Concrete Retaining 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
C32/40 N/mm², Permissible tensile stress 1.411 N/mm²
Concrete covers (mm)
Wall inner cover 30 mm, Wall outer cover 30 mm, Base cover 50 mm
Reinforcement design fy 500 N/mm² designed to EC 2: 2004
Surcharge and Water Table
Surcharge 10.00 kN/m², Water table level 1200 mm
Unplanned excavation depth
Front of wall 500 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
Additional Wall Props
Horizontal Surge
Vertical Line Loads
Therefore no sliding check is required
Props @ 3.0 m and 6.0 m
10 kN acting @ 850 mm above the top edge of the wall
70 kN/m @ X -100 mm and Y 0 mm - Load type Dead
70 kN/m @ X -100 mm and Y 0 mm - Load type Live
40 kN/m @ X 2700 mm and Y 0 mm - Load type Live
† Dimensions All props are measured from the top of the base
Ties, line loads and partial loads are measured from the inner top edge of the wall
Soil Properties
Soil bearing pressure
Allowable pressure M1 @ front 250.00 kN/m², @ back 250.00 kN/m²
Allowable pressure M2 @ front 250.00 kN/m², @ back 250.00 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
δ = Atn(1xTan(Atn(Tan(30)/1))) = 30°, c = 1x20/1 = 20 kN/m²
Back Soil Friction and Cohesion Φ = Atn(Tan(35)/1.25) = 29.26°
Base Friction and Cohesion
δ = Atn(1xTan(Atn(Tan(30)/1.25))) = 24.79°, c = 1x20/1.25 = 16 kN/m²

© MasterSeries PowerPad - Project Title Document1
MasterSeries Sales Team
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Co. Antrim BT38 7BE
Tel : 028 9036 5950
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), 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
Job ref : Job Ref
Sheet : Sheet Ref / 19 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Wall Stability - Virtual Back Pressure
EQU Case 1 Overturning/Stabilising 599.142/759.736 0.789 OK
Wall Sliding - Virtual Back Pressure
Case 2 Fx/(RxFriction + RxPassive) 0.000/(208.561+5.977) 0.000 OK
Case 3 Fx/(RxFriction + RxPassive) 0.000/(159.920+4.980) 0.000 OK
Case 4 Fx/(RxFriction + RxPassive) 0.000/(143.609+5.977) 0.000 OK
Case 5 Fx/(RxFriction + RxPassive) 0.000/(114.887+4.980) 0.000 OK
Case 6 Fx/(RxFriction + RxPassive) 0.000/(245.524+5.977) 0.000 OK
Prop Reactions Case 2 (Service) 91.6 kN @ Base, 105.1 kN @ 3.500 m and 26.0 kN @ 6.500 m
Prop Reactions Case 3 (Service) 80.0 kN @ Base, 103.8 kN @ 3.500 m and 25.9 kN @ 6.500 m
Prop Reactions Case 4 (Service) 92.3 kN @ Base, 102.2 kN @ 3.500 m and 28.2 kN @ 6.500 m
Prop Reactions Case 5 (Service) 80.6 kN @ Base, 101.3 kN @ 3.500 m and 27.9 kN @ 6.500 m
Prop Reactions Case 6 (Service) 91.4 kN @ Base, 105.8 kN @ 3.500 m and 25.4 kN @ 6.500 m
Soil Pressure
Case 2 - Virtual Back 183.277/250 kN/m², Length under pressure 1.612 m 0.733 OK
Case 3 - Virtual Back 178.528/250 kN/m², Length under pressure 1.571 m 0.714 OK
Case 4 - Virtual Back 99.077/250 kN/m², Length under pressure 1.846 m 0.396 OK
Case 5 - Virtual Back 104.412/250 kN/m², Length under pressure 1.752 m 0.418 OK
Case 6 - Virtual Back 234.631/250 kN/m², Length under pressure 1.532 m 0.939 OK
Case 2 - Wall Back 177.100/250 kN/m², Length under pressure 1.668 m 0.708 OK
Case 3 - Wall Back 173.089/250 kN/m², Length under pressure 1.62 m 0.692 OK
Case 4 - Wall Back 100.480/250 kN/m², Length under pressure 1.82 m 0.402 OK
Case 5 - Wall Back 105.786/250 kN/m², Length under pressure 1.729 m 0.423 OK
Case 6 - Wall Back 227.762/250 kN/m², Length under pressure 1.578 m 0.911 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) 151.0 kN @ Base, 170.8 kN @ 3.000 m and 30.7 kN @ 6.000 m
Wall Design (Inner Steel)
Critical Section Critical @ 3000 mm from base, Case 4
Steel Provided (Cover) Main H12@200 (30 mm) Dist. H12@175 (42 mm) 565 mm² OK
Compression Steel Provided (Cover) Main H12@200 (30 mm) Dist. H12@175 (42 mm) 565 mm²
Leverarm z=fn(d,b,As,fy,Fck) 264 mm, 1000 mm, 565 mm², 500 N/mm², 32 N/mm² 251 mm
Mr=fn(above,As',d',x,x/d) 565 mm², 36 mm, 17 mm, 0.06 61.7 kN.m
Moment Capacity Check (M/Mr) M 43.7 kN.m, Mr 61.7 kN.m 0.708 OK
Shear Capacity Check F 94.0 kN, vc 0.506 N/mm², Fvr 133.7 kN 0.70 OK
Wall Design (Outer Steel)
Critical Section Critical @ 1450 mm from base, Case 2
Steel Provided (Cover) Main H12@200 (30 mm) Dist. H12@175 (42 mm) 565 mm² OK
Compression Steel Provided (Cover) Main H12@200 (30 mm) Dist. H12@175 (42 mm) 565 mm²
Leverarm z=fn(d,b,As,fy,Fck) 264 mm, 1000 mm, 565 mm², 500 N/mm², 32 N/mm² 251 mm
Mr=fn(above,As',d',x,x/d) 565 mm², 36 mm, 17 mm, 0.06 61.7 kN.m
Moment Capacity Check (M/Mr) M 35.6 kN.m, Mr 61.7 kN.m 0.578 OK
Wall Axial Design (N/Ncap) N 91.6 kN, Ncap 4800.0 kN 0.019 OK
Wall Slenderness λ Leff/tk =0.47x6000.0/300.0 9.4 OK
Wall Axial-Mom Design (M/MrAxial) M 35.6 kN, MrAxial 90.9 kN.m 0.392 OK
Shear Capacity Check F 2.5 kN, vc 0.506 N/mm², Fvr 133.7 kN 0.02 OK
Base Top Steel Design - Case 4
Steel Provided (Cover) Main H16@200 (50 mm) Dist. H12@175 (66 mm) 1005 mm² OK
Compression Steel Provided (Cover) Main H16@100 (50 mm) Dist. H12@175 (66 mm) 2011 mm²

© 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 / 20 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Leverarm z=fn(d,b,As,fy,Fck) 442 mm, 1000 mm, 1005 mm², 500 N/mm², 32 N/mm² 420 mm
Mr=fn(above,As',d',x,x/d) 2011 mm², 58 mm, 30 mm, 0.07 183.5 kN.m
Moment Capacity Check (M/Mr) M 11.0 kN.m, Mr 183.5 kN.m 0.060 OK
Shear Capacity Check F 32.0 kN, vc 0.428 N/mm², Fvr 189.3 kN 0.17 OK
Base Bottom Steel Design - Case 6
Steel Provided (Cover) Main H16@100 (50 mm) Dist. H12@175 (66 mm) 2011 mm² OK
Compression Steel Provided (Cover) Main H16@200 (50 mm) Dist. H12@175 (66 mm) 1005 mm²
Leverarm z=fn(d,b,As,fy,Fck) 442 mm, 1000 mm, 2011 mm², 500 N/mm², 32 N/mm² 418 mm
Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 59 mm, 0.13 365.5 kN.m
Moment Capacity Check (M/Mr) M 90.0 kN.m, Mr 365.5 kN.m 0.246 OK
Shear Capacity Check F 181.8 kN, vc 0.490 N/mm², Fvr 216.6 kN 0.84 OK

© MasterSeries PowerPad - Project Title Document1
MasterSeries Sales Team
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Co. Antrim BT38 7BE
Tel : 028 9036 5950
Job ref : Job Ref
Sheet : Sheet Ref / 21 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :
Reinforcement Details DXF Ouput
Bar Bending Schedule

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Job ref : Job Ref
Sheet : Sheet Ref / 22 -
Made By :
Date : 21 June 2015/ Version 2015.04
Checked :
Approved :