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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

MasterSeries Sales Team

3 Castle Street

Carrickfergus

Co. Antrim BT38 7BE

Tel : 028 9036 5950

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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Sheet : Sheet Ref / 15 -

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Date : 21 June 2015/ Version 2015.04

Checked :

Approved :

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


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Co. Antrim BT38 7BE

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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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Co. Antrim BT38 7BE

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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

Carrickfergus

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

3 Castle Street

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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

3 Castle Street

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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


© MasterSeries PowerPad - Project Title Document1

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Co. Antrim BT38 7BE

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Job ref : Job Ref

Sheet : Sheet Ref / 22 -

Made By :

Date : 21 June 2015/ Version 2015.04

Checked :

Approved :

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