MasterSeries – Retaining Wall Design Sample Outputmasterseries.s3.amazonaws.com/documents/MasterKeyRetainingWalls...Reinfor cement design fy 460 N/mm² designed to BS 8110: 1997

MasterSeries – Retaining Wall Design

Sample Output

The following output is from the Retaining Wall Design program.

Contents

2 Reinforced Concrete Retaining Wall with sloped embankment (to BS)

4 Gravity Masonry Stepped Retaining Wall with Reinforced Concrete Base (to EC)

6 Basement Cavity Filled Masonry Propped Retaining Wall (EC)

9 RC Retaining Wall with wind on upstand (EC)

11 RC Retaining Wall with Layered Soil and Clad Front Face (BS)

13 RC Retaining Wall with Buttresses (EC)

15 Reinforcement Details DXF Output

15 Bar Bending Schedule

© MasterSeries PowerPad - My Project Title Retaining Wall Output

MasterSeries Sample Output 3 Castle Street

Carrickfergus

County Antrim BT38 7BE

Job ref : My Project

Sheet : My Walls / 2

Made By : ATW

Date : 21 June 2015/ Version 2017.10

Checked : GHB

Approved : MOG Tel: 028 9036 5950

MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110

Basic RC Retaining Wall with sloped embankment

Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Soil 18.00, Concrete 24.00 Angles Embankment 13° Concrete grade fcu 35 N/mm², Permissible tensile stress 0.250 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 BS 8110: 1997 Surcharge and Water Table Surcharge 5.00 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 @ front 120.00 kN/m², @ back 120.00 kN/m² Back Soil Friction and Cohesion Φ = Atn(Tan(30)/1.2) = 25.69° Base Friction and Cohesion δ = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.84° Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.2) = 25.69°

Loading Cases GSoil - Soil Self Weight, GWall - Wall & Base Self Weight, FvHeel - Vertical Loads over Heel, Pa - Active Earth Pressure, Psurcharge - Earth pressure from surcharge, Pp - Passive Earth Pressure Case 1: Geotechnical Design 1.00 GSoil+1.00 GWall+1.00 FvHeel+1.00 Pa+1.00 Psurcharge+1.00 Pp Case 2: Structural Ultimate Design 1.40 GSoil+1.40 GWall+1.60 FvHeel+1.00 Pa+1.00 Psurcharge+1.00 Pp

Geotechnical Design Wall Stability - Virtual Back Pressure

Case 1 Overturning/Stabilising 79.467/255.623 0.311 OK

Wall Sliding - Virtual Back Pressure Fx/(RxFriction + RxPassive) 59.388/(60.388+0.662) 0.973 OK

Soil Pressure Virtual Back (No uplift) Max(102.943/120, 21.021/120) kN/m² 0.858 OK Wall Back (No uplift) Max(89.917/120, 34.047/120) kN/m² 0.749 OK

Structural Design Wall Design (Inner Steel)

Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) Main B16@200 (30 mm) Dist. B16@200 (46 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B10@200 (30 mm) Dist. B12@200 (40 mm) 393 mm² Leverarm z=fn(d,b,As,fy,Fcu) 262 mm, 1000 mm, 1005 mm², 460 N/mm², 35.0

N/mm² 248 mm

Mr=fn(above,As',d',x,x/d) 393 mm², 35 mm, 31 mm, 0.12 108.9 kN.m Moment Capacity Check (M/Mr) M 48.9 kN.m, Mr 108.9 kN.m 0.448 OK Shear Capacity Check F 45.2 kN, vc 0.571 N/mm², Fvr 149.6 kN 0.30 OK



Carrickfergus




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Checked : GHB


Base Top Steel Design Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 242 mm, 1000 mm, 1005 mm², 460 N/mm², 35 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 31 mm, 0.13 100.1 kN.m Moment Capacity Check (M/Mr) M 45.6 kN.m, Mr 100.1 kN.m 0.456 OK Shear Capacity Check F 33.2 kN, vc 0.598 N/mm², Fvr 144.8 kN 0.23 OK

Base Bottom Steel Design Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 242 mm, 1000 mm, 1005 mm², 460 N/mm², 35 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 31 mm, 0.13 100.1 kN.m Moment Capacity Check (M/Mr) M 7.5 kN.m, Mr 100.1 kN.m 0.075 OK Shear Capacity Check F 37.0 kN, vc 0.598 N/mm², Fvr 144.8 kN 0.26 OK



Carrickfergus




Made By : ATW


Checked : GHB


MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004, BS EN 1996-1-1:2005 AND EC 2 : 2004

Gravity Masonry Stepped 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 18.00, Concrete 24.00, Masonry 20.00 Concrete grade C28/35 N/mm², Permissible tensile stress 1.291 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 460 N/mm², fyb 460 N/mm² designed to EC 2: 2004 Surcharge and Water Table Surcharge 5.00 kN/m², Fully drained Unplanned excavation depth Front of wall 223 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 120.00 kN/m², @ back 120.00 kN/m² Allowable pressure M2 @ front 120.00 kN/m², @ back 120.00 kN/m² EC7 EQU - Wall Stability Back Soil Friction and Cohesion 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 Friction and Cohesion 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 Friction and Cohesion 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°

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



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Checked : GHB



EQU Case 1 Overturning/Stabilising 16.861/29.122 0.579 OK

Wall Sliding - Virtual Back Pressure Case 2 Fx/(RxFriction + RxPassive) 21.294/(26.142+0.855) 0.789 OK Case 3 Fx/(RxFriction + RxPassive) 20.479/(20.775+0.697) 0.954 OK Case 4 Fx/(RxFriction + RxPassive) 21.294/(24.843+0.855) 0.829 OK Case 5 Fx/(RxFriction + RxPassive) 20.479/(19.875+0.697) 0.995 OK Case 6 Fx/(RxFriction + RxPassive) 21.294/(34.838+0.855) 0.597 OK

Soil Pressure Case 2 - Virtual Back 59.006/120 kN/m², Length under pressure 0.767 m 0.492 OK Case 3 - Virtual Back 57.828/120 kN/m², Length under pressure 0.778 m 0.482 OK Case 4 - Virtual Back 62.278/120 kN/m², Length under pressure 0.691 m 0.519 OK Case 5 - Virtual Back 60.433/120 kN/m², Length under pressure 0.712 m 0.504 OK Case 6 - Virtual Back 63.430/120 kN/m², Length under pressure 0.951 m 0.529 OK Case 2 - Wall Back 73.428/120 kN/m², Length under pressure 0.617 m 0.612 OK Case 3 - Wall Back 69.461/120 kN/m², Length under pressure 0.648 m 0.579 OK Case 4 - Wall Back 80.835/120 kN/m², Length under pressure 0.532 m 0.674 OK Case 5 - Wall Back 74.722/120 kN/m², Length under pressure 0.576 m 0.623 OK Case 6 - Wall Back 71.990/120 kN/m², Length under pressure 0.838 m 0.600 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 Clay bricks with water absorption less than 7% Units and Mortar Strength 20 N/mm², Mortar designation M12/(i) Compressive Strength (fk) Group 1, γ=20 kN/m³ 8.58 N/mm² Table NA.4

Wall Design (Inner Face Tension) Critical Section Critical @ 0 mm from base, Case 2 Section Properties @ Base t=665 mm, Area=6650 cm², Zb=73704 cm³ Flexural Strength fxk1 fxk1=0.7, gd=0.027 N/mm², fxk1=fxk1+0.9 gd.γmf 0.765 N/mm² Table NA.6 Mr=fxk1.Zb/γmf 0.765x73704/2.7 20.89 kN.m Moment Capacity Check (M/Mr) M 16.3 kN.m, Mr 20.9 kN.m 0.781 OK Shear Capacity Check F 21.6 kN, fvk 0.311 N/mm², Fvr 82.7 kN 0.26 OK

Base Top Steel Design - Case 6 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fck) 142 mm, 1000 mm, 1005 mm², 460 N/mm², 28 N/mm² 129 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 32 mm, 0.22 52.0 kN.m Moment Capacity Check (M/Mr) M 2.8 kN.m, Mr 52.0 kN.m 0.055 OK Shear Capacity Check F 18.9 kN, vc 0.650 N/mm², Fvr 92.2 kN 0.21 OK

Base Bottom Steel Design - Case 4 Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fck) 142 mm, 1000 mm, 1005 mm², 460 N/mm², 28 N/mm² 129 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 32 mm, 0.22 52.0 kN.m Moment Capacity Check (M/Mr) M 3.4 kN.m, Mr 52.0 kN.m 0.066 OK Shear Capacity Check F 22.8 kN, vc 0.650 N/mm², Fvr 92.2 kN 0.25 OK



Carrickfergus




Made By : ATW


Checked : GHB


MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004, BS EN 1996-1-1:2005 AND EC 2 : 2004

Basement Cavity Filled Masonry Propped Retaining Wall

Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) 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) Cavity inner cover 45 mm, Cavity outer cover 49 mm, Base cover 50 mm Reinforcement design fy 460 N/mm², fyb 460 N/mm² designed to EC 2: 2004 Surcharge and Water Table Surcharge 5.00 kN/m², Fully drained Unplanned excavation depth Front of wall 250 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 10000 kN/m Spring @ 2.3 m Vertical Line Loads 10 kN/m @ X -50 mm and Y 0 mm - Load type Dead 20 kN/m @ X -250 mm and Y 0 mm - Load type Dead † 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




Carrickfergus




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Checked : GHB





Wall Sliding - Virtual Back Pressure Case 2 Fx/(RxFriction + RxPassive) 0.000/(36.252+0.612) 0.000 OK Case 3 Fx/(RxFriction + RxPassive) 0.000/(28.863+0.498) 0.000 OK Case 4 Fx/(RxFriction + RxPassive) 0.000/(34.953+0.612) 0.000 OK Case 5 Fx/(RxFriction + RxPassive) 0.000/(27.962+0.498) 0.000 OK Case 6 Fx/(RxFriction + RxPassive) 0.000/(48.485+0.612) 0.000 OK Prop Reactions Case 2 (Service) 20.1 kN @ Base, 6.1 kN @ 2.500 m Prop Reactions Case 3 (Service) 19.2 kN @ Base, 6.0 kN @ 2.500 m Prop Reactions Case 4 (Service) 20.1 kN @ Base, 6.1 kN @ 2.500 m Prop Reactions Case 5 (Service) 19.2 kN @ Base, 6.0 kN @ 2.500 m Prop Reactions Case 6 (Service) 19.9 kN @ Base, 6.3 kN @ 2.500 m


Structural Design Prop Reactions

Maximum Prop Reactions (Ultimate) 22.9 kN @ Base, 7.4 kN @ 2.300 m

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 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 4.8 N/mm² Table NA.4

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 4.8 N/mm² Table NA.6

Wall Design (Inner Steel) Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) Dist. B6@200 (45 mm in cavity) Main B6@200 (45 mm in cavity) 141 mm² OK Leverarm z=fn(d,b,As,fy,fk) 152 mm, 1000 mm, 141 mm², 460 N/mm², 28 N/mm² 136 mm Mr=fn(above,γmf,γms) 2.70, 1.15 7.7 kN.m Moment Capacity Check (M/Mr) M 7.5 kN.m, Mr 7.7 kN.m 0.971 OK Shear Capacity Check F 19.9 kN, fvk 0.690 N/mm², Fvr 41.9 kN 0.48 OK



Carrickfergus




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Checked : GHB


Wall Design (Outer Steel) Critical Section Critical @ 1258 mm from base, Case 2 Steel Provided (Cover) Dist. B6@200 (45 mm in cavity) Main B6@200 (45 mm in cavity) 141 mm² OK Leverarm z=fn(d,b,As,fy,fk) 148 mm, 1000 mm, 141 mm², 460 N/mm², 28 N/mm² 132 mm Mr=fn(above,γmf,γms) 2.70, 1.15 7.5 kN.m Moment Capacity Check (M/Mr) M 3.6 kN.m, Mr 7.5 kN.m 0.484 OK Shear Capacity Check F 0.2 kN, fvk 0.367 N/mm², Fvr 21.7 kN 0.01 OK





Carrickfergus




Made By : ATW


Checked : GHB


MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 : 2004

Reinforced Concrete Retaining Wall with wind on upstand

Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Soil 18.00, Concrete 24.00 Concrete grade C28/35 N/mm², Permissible tensile stress 1.291 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, 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





Carrickfergus




Made By : ATW


Checked : GHB






Structural Design Wall Design (Inner Steel)

Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) Main B16@200 (30 mm) Dist. B16@200 (46 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B10@200 (30 mm) Dist. B12@200 (40 mm) 393 mm² Leverarm z=fn(d,b,As,fy,Fck) 262 mm, 1000 mm, 1005 mm², 460 N/mm², 28 N/mm² 249 mm Mr=fn(above,As',d',x,x/d) 393 mm², 35 mm, 32 mm, 0.12 100.1 kN.m Moment Capacity Check (M/Mr) M 62.8 kN.m, Mr 100.1 kN.m 0.628 OK Shear Capacity Check F 52.5 kN, vc 0.496 N/mm², Fvr 130.0 kN 0.40 OK





Carrickfergus




Made By : ATW


Checked : GHB


MASTERKEY : RETAINING WALL DESIGN TO EC 7 : 2004 AND EC 2 : 2004

RC Retaining Wall with Layered Soil and Clad Front Face

Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Back soil 20.00, Front soil 18.00, Concrete 24.00, Cladding 20.00 Concrete grade C28/35 N/mm², Permissible tensile stress 1.291 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 5.00 kN/m², Fully drained Unplanned excavation depth Front of wall 430 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 150.00 kN/m², @ back 150.00 kN/m² Allowable pressure M2 @ front 150.00 kN/m², @ back 150.00 kN/m² Layered Soil Lower Soil Height 2m, Lower Soil angle 12° EC7 EQU - Wall Stability Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(35)/1.1) = 32.48° Back Soil Fric. & Cohes. Lower 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(30)/1.1) = 27.69° EC7 GEO/STR - M1 Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(35)/1) = 35° Back Soil Fric. & Cohes. Lower 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(30)/1) = 30° EC7 GEO/STR - M2 Back Soil Fric. & Cohes. Upper Φ = Atn(Tan(35)/1.25) = 29.26° Back Soil Fric. & Cohes. Lower 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(30)/1.25) = 24.79°




Carrickfergus




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Checked : GHB






Structural Design Cladding Details

Partial Safety Factor (γmc/γmf) Units Category II, Execution Control Class 2 3/2.7 Table NA.1 Material Clay bricks with water absorption less than 7% Units and Mortar Strength 5 N/mm², Mortar designation M12/(i) Compressive Strength (fk) Group 1, γ=20 kN/m³ 3.08 N/mm² Table NA.6

Wall Design (Inner Steel) Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) Main B20@200 (30 mm) Dist. B16@200 (50 mm) 1571 mm² OK Compression Steel Provided (Cover) Main B16@200 (30 mm) Dist. B16@200 (46 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fck) 210 mm, 1000 mm, 1571 mm², 460 N/mm², 28 N/mm² 193 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 38 mm, 43 mm, 0.21 119.4 kN.m Moment Capacity Check (M/Mr) M 97.9 kN.m, Mr 119.4 kN.m 0.820 OK Shear Capacity Check F 70.4 kN, vc 0.654 N/mm², Fvr 137.3 kN 0.51 OK





Carrickfergus




Made By : ATW


Checked : GHB


MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 :

1997

Reinforced Concrete Retaining Wall with Buttresses

Summary of Design Data Notes All dimensions are in mm and all forces are per metre run Material Densities (kN/m³) Soil 18.00, Concrete 24.00 Concrete grade fcu 35 N/mm², Permissible tensile stress 0.250 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, fyv 460 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 5.00 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

Counterfort Details Dimensions 440 mm wide spaced @ 3000 mm centre to centre Horizontally Spanning Wall Moment Coefficients : Positive Moment 0.1000, Negative Moment 0.1000

Soil Properties Soil bearing pressure Allowable pressure @ front 120.00 kN/m², @ back 120.00 kN/m² Back Soil Friction and Cohesion Φ = Atn(Tan(30)/1.2) = 25.69° Base Friction and Cohesion δ = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.84° Front Soil Friction and Cohesion Φ = Atn(Tan(30)/1.2) = 25.69°

Loading Cases GSoil - Soil Self Weight, GWall - Wall & Base Self Weight, FvHeel - Vertical Loads over Heel, Pa - Active Earth Pressure, Psurcharge - Earth pressure from surcharge, Pp - Passive Earth Pressure Case 1: Geotechnical Design 1.00 GSoil+1.00 GWall+1.00 FvHeel+1.00 Pa+1.00 Psurcharge+1.00 Pp Case 2: Structural Ultimate Design 1.40 GSoil+1.40 GWall+1.60 FvHeel+1.00 Pa+1.00 Psurcharge+1.00 Pp


Case 1 Overturning/Stabilising 44.394/118.288 0.375 OK

Wall Sliding - Virtual Back Pressure Fx/(RxFriction + RxPassive) 37.554/(38.937+3.127) 0.893 OK

Soil Pressure Virtual Back (No uplift) Max(104.350/120, 9.233/120) kN/m² 0.870 OK Wall Back 118.642/120 kN/m², Length under pressure 1.819 m 0.989 OK



Carrickfergus




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Structural Design Pier Design (Inner Steel)

Critical Section Critical @ 0 mm from base, Case 2 Steel Provided (Cover) 3 No. B20 (40 mm) 942 mm² OK Compression Steel Provided (Cover) 3 No. B16 (40 mm) 603 mm² Effective Width (bef) hef=3.0 m, t=300, tp=1000, wp=440, ccp=3000 1640 mm Leverarm z=fn(d,b,As,fy,Fcu) 942 mm, 1640 mm, 942 mm², 460 N/mm², 35.0 N/mm² 895 mm Mr=fn(above,As',d',x,x/d) 603 mm², 56 mm, 67 mm, 0.07 367.7 kN.m Moment Capacity Check (M/Mr) M 122.9 kN.m, Mr 367.7 kN.m 0.334 OK Shear Reinforcement (Provided) 2 No. B8@250 mm c/c 101 mm² OK Fvr=fn(Asv,sv,vc,vcper,d,b) 101, 250, 0.431, 0.832, 942, 440 345.0 kN Shear Capacity Check F 113.4 kN, Fvr 345.0 kN 0.33 OK

Wall Design (Horizontal Inner Steel) Critical Section Critical @ 1 mm from base, Case 2, Pressure 23.20kN/m² Steel Provided (Cover) Main B16@200 (46 mm) Dist. B16@200 (30 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B12@200 (40 mm) Dist. B10@200 (30 mm) 565 mm² Leverarm z=fn(d,b,As,fy,Fcu) 246 mm, 1000 mm, 1005 mm², 460 N/mm², 35.0

N/mm² 232 mm

Mr=fn(above,As',d',x,x/d) 565 mm², 46 mm, 31 mm, 0.13 101.9 kN.m Moment Capacity Check (M/Mr) M 20.9 kN.m, Mr 101.9 kN.m 0.205 OK Shear Capacity Check F 34.8 kN, vc 0.592 N/mm², Fvr 145.7 kN 0.24 OK

Wall Design (Horizontal Outer Steel) Critical Section Critical @ 1 mm from base, Case 2, Pressure 23.20kN/m² Steel Provided (Cover) Main B12@200 (40 mm) Dist. B10@200 (30 mm) 565 mm² OK Compression Steel Provided (Cover) Main B16@200 (46 mm) Dist. B16@200 (30 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 254 mm, 1000 mm, 565 mm², 460 N/mm², 35.0 N/mm² 241 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 54 mm, 18 mm, 0.07 59.6 kN.m Moment Capacity Check (M/Mr) M 20.9 kN.m, Mr 59.6 kN.m 0.350 OK Shear Capacity Check F 34.8 kN, vc 0.480 N/mm², Fvr 121.9 kN 0.29 OK

Base Top Steel Design Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 242 mm, 1000 mm, 1005 mm², 460 N/mm², 35 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 31 mm, 0.13 100.1 kN.m Moment Capacity Check (M/Mr) M 31.3 kN.m, Mr 100.1 kN.m 0.312 OK Shear Capacity Check F 40.4 kN, vc 0.598 N/mm², Fvr 144.8 kN 0.28 OK

Base Bottom Steel Design Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² OK Compression Steel Provided (Cover) Main B16@200 (50 mm) Dist. B16@200 (66 mm) 1005 mm² Leverarm z=fn(d,b,As,fy,Fcu) 242 mm, 1000 mm, 1005 mm², 460 N/mm², 35 N/mm² 228 mm Mr=fn(above,As',d',x,x/d) 1005 mm², 58 mm, 31 mm, 0.13 100.1 kN.m Moment Capacity Check (M/Mr) M 8.9 kN.m, Mr 100.1 kN.m 0.089 OK Shear Capacity Check F 43.2 kN, vc 0.598 N/mm², Fvr 144.8 kN 0.30 OK



Carrickfergus




Made By : ATW


Checked : GHB


Reinforcement Details DXF Ouput

Bar Schedule

Member Bar

mark

Type and size

No. of

mbrs

No.of bars in each

Total no.

Length of each bar

mm

Shape code

A• mm

B• mm

C• mm

D• mm

E/R• mm

R e v

Retaining Wall

02 B16 1 32 32 1850 21 850 205

03 B16 1 32 32 2400 00 S t r

04 B16 1 43 43 2900 00 S t r

05 B16 1 16 16 1950 21 705 225

06 B16 1 16 16 2800 00 S t r

07 B10 1 16 16 2800 00 S t r

08 B10 1 16 16 1150 21 480 225

09 B12 1 15 15 2900 00 S t r

Bar Bending Schedule

Documents

MasterSeries – Retaining Wall Design Sample Outputmasterseries.s3.amazonaws.com/documents/MasterKeyRetainingWalls...Reinfor cement design fy 460 N/mm² designed to BS 8110: 1997