barrage at spillway width calculationsprogrammes.comesa.int/attachments/article/175/barrage...
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LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
BARRAGE AT SPILLWAY WIDTH CALCULATIONS
Five cases load combinations
CASE 1 WATER FULL- NO SOIL DOWNSTREAM.MRW
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 : 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 8000 mm Soil bearing pressure Allowable pressure @ front 300.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 1964.953/16643.270 0.118 OK Sliding Force/(Frictional Resistance+Passive Resistance) 821.100/(814.978+116.665) 0.881 OK Soil Pressure (W 1948.1, M -457.3) Max(120.557/300, 146.303/350) kN/m² 0.418 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(122.534/300, 144.326/350) kN/m² 0.412 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
+ Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.138 N/mm², ft=ft+0.9 gd.mf 0.436 N/mm² Mr=ft.Zb/mf 0.436x9126666/1.5 2650.65 kN.m Moment Capacity Check (M/Mr) M 1263.142 kN.m, Mr 2650.650 kN.m 0.477 OK Shear Capacity Check F 434.395 kN, vc 0.425 N/mm², Fvr 1570.724 kN 0.28 OK
Base Top Steel Design Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² OK Compression Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² Leverarm z=fn(d,b,As,fy,fcu) 1440 mm, 1000 mm, 2094 mm², 425 N/mm², 30 N/mm² 1368 mm Mr=fn(above,As',d',x,x/d) 3272 mm², 63 mm, 64 mm, 0.04 1156.277 kN.m Moment Capacity Check (M/Mr) M 0.000 kN.m, Mr 1156.277 kN.m 0.000 OK Shear Capacity Check F 0.000 kN, vc 0.357 N/mm², Fvr 513.851 kN 0.00 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² OK Compression Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3272 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 2094 mm², 60 mm, 109 mm, 0.08 1804.821 kN.m Moment Capacity Check (M/Mr) M 454.649 kN.m, Mr 1804.821 kN.m 0.252 OK Shear Capacity Check F 311.660 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.53 OK
Nib Design Maximum Tensile Stress M 79.837, h 7400, fcu 30, Permissible 0.25 N/mm² 0.01 N/mm² OK Shear Capacity Check F 115.440 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.20 OK
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
CASE 2 NO WATER - SOIL DOWNSTREAM.MRW
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 : 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 300.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 816.633/21522.360 0.038 OK Sliding Force/(Frictional Resistance+Passive Resistance) 402.695/(1140.260+2474.179) 0.111 OK Soil Pressure (W 2878.5, M 307.3) Max(205.808/300, 188.507/350) kN/m² 0.686 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(54.537/300, 339.778/350) kN/m² 0.971 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 7050 mm from base Section Properties @ 7050 mm t=3699 mm, Area=36988 cm², Zb=2280125 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.021 N/mm², ft=ft+0.9 gd.mf 0.279 N/mm² Mr=ft.Zb/mf 0.279x2280125/1.5 423.65 kN.m Moment Capacity Check (M/Mr) M 1.815 kN.m, Mr 423.650 kN.m 0.004 OK Shear Capacity Check F 1.417 kN, vc 0.361 N/mm², Fvr 668.253 kN 0.00 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.138 N/mm², ft=ft+0.9 gd.mf 0.436 N/mm² Mr=ft.Zb/mf 0.436x9126666/1.5 2650.65 kN.m Moment Capacity Check (M/Mr) M 2590.849 kN.m, Mr 2650.650 kN.m 0.977 OK Shear Capacity Check F 1076.974 kN, vc 0.425 N/mm², Fvr 1570.724 kN 0.69 OK
Base Top Steel Design Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² OK Compression Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² Leverarm z=fn(d,b,As,fy,fcu) 1440 mm, 1000 mm, 2094 mm², 425 N/mm², 30 N/mm² 1368 mm Mr=fn(above,As',d',x,x/d) 3272 mm², 63 mm, 64 mm, 0.04 1156.277 kN.m Moment Capacity Check (M/Mr) M 370.478 kN.m, Mr 1156.277 kN.m 0.320 OK Shear Capacity Check F 218.523 kN, vc 0.357 N/mm², Fvr 513.851 kN 0.43 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² OK Compression Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3272 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 2094 mm², 60 mm, 109 mm, 0.08 1804.821 kN.m Moment Capacity Check (M/Mr) M 1063.042 kN.m, Mr 1804.821 kN.m 0.589 OK Shear Capacity Check F 450.445 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.76 OK
Nib Design Maximum Tensile Stress M 393.980, h 7400, fcu 30, Permissible 0.25 N/mm² 0.04 N/mm² OK Shear Capacity Check F 516.551 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.88 OK
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
CASE 3 NO WATER FULL- SOIL UPSTREAM.MRW
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 : 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 300.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 816.633/21275.580 0.038 OK Sliding Force/(Frictional Resistance+Passive Resistance) 402.695/(1138.897+2474.179) 0.111 OK Soil Pressure (W 2874.6, M 525.6) Max(211.686/300, 182.095/350) kN/m² 0.706 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(60.414/300, 333.366/350) kN/m² 0.952 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 7050 mm from base Section Properties @ 7050 mm t=3699 mm, Area=36988 cm², Zb=2280125 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.021 N/mm², ft=ft+0.9 gd.mf 0.279 N/mm² Mr=ft.Zb/mf 0.279x2280125/1.5 423.65 kN.m Moment Capacity Check (M/Mr) M 1.815 kN.m, Mr 423.650 kN.m 0.004 OK Shear Capacity Check F 1.417 kN, vc 0.361 N/mm², Fvr 668.253 kN 0.00 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.138 N/mm², ft=ft+0.9 gd.mf 0.436 N/mm² Mr=ft.Zb/mf 0.436x9126666/1.5 2650.65 kN.m Moment Capacity Check (M/Mr) M 2590.849 kN.m, Mr 2650.650 kN.m 0.977 OK Shear Capacity Check F 1076.974 kN, vc 0.425 N/mm², Fvr 1570.724 kN 0.69 OK
Base Top Steel Design Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² OK Compression Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² Leverarm z=fn(d,b,As,fy,fcu) 1440 mm, 1000 mm, 2094 mm², 425 N/mm², 30 N/mm² 1368 mm Mr=fn(above,As',d',x,x/d) 3272 mm², 63 mm, 64 mm, 0.04 1156.277 kN.m Moment Capacity Check (M/Mr) M 600.822 kN.m, Mr 1156.277 kN.m 0.520 OK Shear Capacity Check F 233.890 kN, vc 0.357 N/mm², Fvr 513.851 kN 0.46 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² OK Compression Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3272 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 2094 mm², 60 mm, 109 mm, 0.08 1804.821 kN.m Moment Capacity Check (M/Mr) M 539.717 kN.m, Mr 1804.821 kN.m 0.299 OK Shear Capacity Check F 333.173 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.57 OK
Nib Design Maximum Tensile Stress M 393.910, h 7400, fcu 30, Permissible 0.25 N/mm² 0.04 N/mm² OK Shear Capacity Check F 516.551 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.88 OK
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
CASE 4 NO WATER FULL- NO SOIL.MRW
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 : 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 300.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 816.633/20084.890 0.041 OK Sliding Force/(Frictional Resistance+Passive Resistance) 402.695/(940.669+116.665) 0.381 OK Soil Pressure (W 2307.6, M -2422.8) Max(89.858/300, 226.251/350) kN/m² 0.646 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(94.076/300, 222.034/350) kN/m² 0.634 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.138 N/mm², ft=ft+0.9 gd.mf 0.436 N/mm² Mr=ft.Zb/mf 0.436x9126666/1.5 2650.65 kN.m Moment Capacity Check (M/Mr) M 612.169 kN.m, Mr 2650.650 kN.m 0.231 OK Shear Capacity Check F 204.235 kN, vc 0.425 N/mm², Fvr 1570.724 kN 0.13 OK
Base Top Steel Design Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² OK Compression Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² Leverarm z=fn(d,b,As,fy,fcu) 1440 mm, 1000 mm, 2094 mm², 425 N/mm², 30 N/mm² 1368 mm Mr=fn(above,As',d',x,x/d) 3272 mm², 63 mm, 64 mm, 0.04 1156.277 kN.m Moment Capacity Check (M/Mr) M 0.000 kN.m, Mr 1156.277 kN.m 0.000 OK Shear Capacity Check F 0.000 kN, vc 0.357 N/mm², Fvr 513.851 kN 0.00 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² OK Compression Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3272 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 2094 mm², 60 mm, 109 mm, 0.08 1804.821 kN.m Moment Capacity Check (M/Mr) M 785.431 kN.m, Mr 1804.821 kN.m 0.435 OK Shear Capacity Check F 414.995 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.70 OK
Nib Design Maximum Tensile Stress M 11.298, h 7400, fcu 30, Permissible 0.25 N/mm² 0.00 N/mm² OK Shear Capacity Check F 23.956 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.04 OK
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
CASE 5 WATER FULL-SOIL FULL.MRW
MASTERKEY : RETAINING WALL DESIGN TO BS 8002 AND BS 8110 : 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 8000 mm Soil bearing pressure Allowable pressure @ front 300.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 1964.953/17778.140 0.111 OK Sliding Force/(Frictional Resistance+Passive Resistance) 821.100/(1036.195+2057.943) 0.265 OK Soil Pressure (W 2580.8, M 3026.9) Max(261.971/300, 91.568/350) kN/m² 0.873 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(136.447/300, 217.092/350) kN/m² 0.620 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE
Made By : ZKL
Date : 11TH SEP., 2013
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 6575 mm from base Section Properties @ 6575 mm t=3948 mm, Area=39481 cm², Zb=2597949 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.031 N/mm², ft=ft+0.9 gd.mf 0.292 N/mm² Mr=ft.Zb/mf 0.292x2597949/1.5 505.38 kN.m Moment Capacity Check (M/Mr) M 5.549 kN.m, Mr 505.380 kN.m 0.011 OK Shear Capacity Check F 2.497 kN, vc 0.367 N/mm², Fvr 723.968 kN 0.00 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.138 N/mm², ft=ft+0.9 gd.mf 0.436 N/mm² Mr=ft.Zb/mf 0.436x9126666/1.5 2650.65 kN.m Moment Capacity Check (M/Mr) M 1361.771 kN.m, Mr 2650.650 kN.m 0.514 OK Shear Capacity Check F 615.569 kN, vc 0.425 N/mm², Fvr 1570.724 kN 0.39 OK
Base Top Steel Design Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² OK Compression Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² Leverarm z=fn(d,b,As,fy,fcu) 1440 mm, 1000 mm, 2094 mm², 425 N/mm², 30 N/mm² 1368 mm Mr=fn(above,As',d',x,x/d) 3272 mm², 63 mm, 64 mm, 0.04 1156.277 kN.m Moment Capacity Check (M/Mr) M 82.940 kN.m, Mr 1156.277 kN.m 0.072 OK Shear Capacity Check F 30.578 kN, vc 0.357 N/mm², Fvr 513.851 kN 0.06 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y25 @ 150 (50 mm) Dist. Y25 @ 150 (75 mm) 3272 mm² OK Compression Steel Provided (Cover) Main Y20 @ 150 (50 mm) Dist. Y20 @ 150 (70 mm) 2094 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3272 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 2094 mm², 60 mm, 109 mm, 0.08 1804.821 kN.m Moment Capacity Check (M/Mr) M 358.357 kN.m, Mr 1804.821 kN.m 0.199 OK Shear Capacity Check F 234.343 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.40 OK
Nib Design Maximum Tensile Stress M 255.979, h 7400, fcu 30, Permissible 0.25 N/mm² 0.03 N/mm² OK Shear Capacity Check F 332.492 kN, vc 0.410 N/mm², Fvr 589.539 kN 0.56 OK
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 1 WATER FULL NO FILL
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 9.5 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 1.5 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 8.00 xf (m) 3 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 9.5 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 3 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4.2 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 13.968 0.776 8.064 10.400 Siesmic component of Pa 9.654 0.900 5.574 10.400 Triangular W-table press Pw 11.605 0.613 0.000 10.400 W-table pr below free water 157.745 0.750 0.000 10.400 Free water pressure Pwf 420.653 4.167 0.000 10.400 Seismic component of Pw 3.283 5.700 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 510.669 3.497
Stabilizing forces: Passive pressure on base Pp -153.602 0.095 Siesmic component of Pp 155.669 0.900 Weight of the wall + base 1501.968 7.387 Weight of soil on the base 0.000 0.000 Hydrostatic pressure on top 273.581 12.500 of rear portion of base Hydrostatic pressure on top 0.000 1.500
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
of front portion of base
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 14528.94 kNm Destabilizing moment Mo : 3590.94 kNm
Safety factor against overturning = Mr/Mo = 4.046
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 1783.61 kN Frictional resistance Pfric : 1248.90 kN Passive Pressure on shear key : 460.81 kN Passive pressure on base : 153.60 kN => Total Horiz. resistance Fr : 1863.31 kN
Horizontal sliding force on wall Fhw : 1114.64 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1114.64 kN
Safety factor against overall sliding = Fr/Fh = 1.672
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 22.644 0.773 11.290 10.400 Siesmic component of Pa 15.446 0.900 8.918 10.400 Triangular W-table press Pw 12.504 -0.625 0.000 10.400 W-table pr below free water 220.843 0.750 0.000 10.400 Free water pressure Pwf 588.914 4.167 0.000 10.400 Seismic component of Pw 4.597 5.700 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 817.071 3.497
Stabilizing forces: Passive pressure on base Pp -138.242 0.095 Siesmic component of Pp 140.102 0.900 Weight of the wall + base 1351.771 7.387 Weight of soil on the base 0.000 0.000 Hydrostatic pressure on top 246.223 12.500 of rear portion of base Hydrostatic pressure on top 0.000 1.500 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 13076.05 kNm Destabilizing moment Mo : 5369.02 kNm
Safety factor against overturning = Mr/Mo = 2.435
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 1605.25 kN Frictional resistance Pfric : 1124.01 kN Passive Pressure on shear key : 414.73 kN Passive pressure on base : 138.24 kN => Total Horiz. resistance Fr : 1676.98 kN
Horizontal sliding force on wall Fhw : 1661.97 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1661.97 kN
Safety factor against overall sliding = Fr/Fh = 1.009
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :180.78 kPa Minimum pressure : 63.55 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 1580.6 kN Shear stress at bottom of wall v = 0.22 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
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Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
9.5
0
8.0
0
4.20
1.5
0
1.5
0
9.5
0
1.5
0
0.00° 3.00
3.20
7.40 4.20
3.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 4.05SFovt (ULS) = 2.44
SFslip = 1.67SFslip (ULS) = 1.01
Kas=0.80Kps=7.59
V=1580.6kNv= 0.22MPavc= 0.36MPa
µ=0.70
180.8kPa
63.6kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 2 NO WATER- SOIL FULL DOWNSTREAM
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 9.5 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 9.51 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 8.00 xf (m) 3 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.50 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 3 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4.2 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 13.968 0.776 8.064 10.400 Siesmic component of Pa 9.654 0.900 5.574 10.400 Triangular W-table press Pw 11.605 0.613 0.000 10.400 Seismic component of Pw 3.283 0.900 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 510.669 3.497
Stabilizing forces: Passive pressure on base Pp -6174.137 0.600 Siesmic component of Pp 6257.198 5.706 Weight of the wall + base 1501.968 7.387 Weight of soil on the base 570.899 2.494 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 16222.46 kNm Destabilizing moment Mo : 1719.91 kNm
Safety factor against overturning = Mr/Mo = 9.432
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 2080.93 kN Frictional resistance Pfric : 1457.08 kN Passive Pressure on shear key : 2101.28 kN Passive pressure on base : 6174.14 kN => Total Horiz. resistance Fr : 9732.50 kN
Horizontal sliding force on wall Fhw : 536.24 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 536.24 kN
Safety factor against overall sliding = Fr/Fh = 18.149
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 22.644 0.773 11.290 10.400 Siesmic component of Pa 15.446 0.900 8.918 10.400 Triangular W-table press Pw 17.297 0.621 0.000 10.400 Seismic component of Pw 4.597 0.900 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 817.071 3.497
Stabilizing forces: Passive pressure on base Pp -5556.724 0.600 Siesmic component of Pp 5631.479 5.706 Weight of the wall + base 1351.771 7.387 Weight of soil on the base 513.809 2.494 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 14600.21 kNm Destabilizing moment Mo : 2768.15 kNm
Safety factor against overturning = Mr/Mo = 5.274
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 1872.84 kN Frictional resistance Pfric : 1311.38 kN Passive Pressure on shear key : 1891.15 kN Passive pressure on base : 5556.72 kN => Total Horiz. resistance Fr : 8759.25 kN
Horizontal sliding force on wall Fhw : 857.01 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 857.01 kN
Safety factor against overall sliding = Fr/Fh = 10.221
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :161.90 kPa Minimum pressure :123.16 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 775.7 kN Shear stress at bottom of wall v = 0.11 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
1.5
0
8.0
0
4.20
1.5
0
9.5
1
9.5
0
1.5
0
0.00° 3.00
3.20
7.40 4.20
3.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 9.43SFovt (ULS) = 5.27
SFslip = 18.15SFslip (ULS) = 10.22
Kas=0.80Kps=7.59
V=775.7kNv= 0.11MPavc= 0.36MPa
µ=0.70
161.9kPa 123.2kPa
Sketch of Wall
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 3- NO WATER-SOIL UPSTREAM
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 9.5 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 9.51 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 8.00 xf (m) 3 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.50 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 3 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4.2 Cov base mm 50 x (m) 0 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.560 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :1.892 Seismic Passive Pressure coefficient Kps :9.032 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 20.468 0.782 32.376 8.211 Siesmic component of Pa 14.410 0.900 22.793 7.880 Triangular W-table press Pw 8.141 0.661 0.000 10.840 Seismic component of Pw 3.283 0.900 0.000 10.715 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 510.669 3.497
Stabilizing forces: Passive pressure on base Pp -7351.724 1.418 Siesmic component of Pp 5079.612 5.706 Weight of the wall + base 1501.968 6.362 Weight of soil on the base 359.008 1.500 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 20516.81 kNm Destabilizing moment Mo : 1541.35 kNm
Safety factor against overturning = Mr/Mo = 13.311
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 1893.35 kN Frictional resistance Pfric : 1325.74 kN Passive Pressure on shear key : 2502.05 kN Passive pressure on base : 7351.72 kN => Total Horiz. resistance Fr : 11179.52 kN
Horizontal sliding force on wall Fhw : 539.28 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 539.28 kN
Safety factor against overall sliding = Fr/Fh = 20.731
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 33.266 0.777 45.326 8.211 Siesmic component of Pa 23.055 0.900 36.469 7.880 Triangular W-table press Pw 12.448 0.669 0.000 10.840 Seismic component of Pw 4.597 0.900 0.000 10.715 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 817.071 3.497
Stabilizing forces: Passive pressure on base Pp -6616.551 1.418 Siesmic component of Pp 4571.651 5.706 Weight of the wall + base 1351.771 6.362 Weight of soil on the base 323.107 1.500 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 18465.12 kNm Destabilizing moment Mo : 2519.30 kNm
Safety factor against overturning = Mr/Mo = 7.329
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 1704.02 kN Frictional resistance Pfric : 1193.17 kN Passive Pressure on shear key : 2251.85 kN Passive pressure on base : 6616.55 kN => Total Horiz. resistance Fr : 10061.57 kN
Horizontal sliding force on wall Fhw : 862.78 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 862.78 kN
Safety factor against overall sliding = Fr/Fh = 11.662
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :275.73 kPa Minimum pressure : 0 kPa at 0.87 m from left hand side of base. Maximum pressure occurs at right hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 677.6 kN Shear stress at bottom of wall v = 0.09 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
1.5
0
8.0
0
1.5
0
9.5
1
9.5
0
1.5
0
0.00° 3.00
3.20
7.40 4.20
3.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 13.31SFovt (ULS) = 7.33
SFslip = 20.73SFslip (ULS) = 11.66
Kas=1.89Kps=9.03
V=677.6kNv= 0.09MPavc= 0.36MPa
µ=0.70
275.7kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : CASE 4 NO WATER NO SOIL
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 9.5 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 1.50 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 8.00 xf (m) 3 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.50 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 3 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4.2 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 13.968 0.776 8.064 10.400 Siesmic component of Pa 9.654 0.900 5.574 10.400 Triangular W-table press Pw 11.605 0.613 0.000 10.400 Seismic component of Pw 3.283 0.900 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 510.669 3.497
Stabilizing forces: Passive pressure on base Pp -153.602 0.095 Siesmic component of Pp 155.669 0.900 Weight of the wall + base 1501.968 7.387 Weight of soil on the base 0.000 0.000 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 11109.18 kNm Destabilizing moment Mo : 1719.91 kNm
Safety factor against overturning = Mr/Mo = 6.459
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 1510.03 kN Frictional resistance Pfric : 1057.34 kN Passive Pressure on shear key : 460.81 kN Passive pressure on base : 153.60 kN => Total Horiz. resistance Fr : 1671.75 kN
Horizontal sliding force on wall Fhw : 536.24 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 536.24 kN
Safety factor against overall sliding = Fr/Fh = 3.118
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 22.644 0.773 11.290 10.400 Siesmic component of Pa 15.446 0.900 8.918 10.400 Triangular W-table press Pw 17.297 0.621 0.000 10.400 Seismic component of Pw 4.597 0.900 0.000 10.400 Hydrostatic pressure on bot 0.000 7.300 of base: uniform portion Hydrostatic pressure on bot 0.000 9.733 of base: triangular portion Siesmic wall inertia 817.071 3.497
Stabilizing forces: Passive pressure on base Pp -138.242 0.095 Siesmic component of Pp 140.102 0.900 Weight of the wall + base 1351.771 7.387 Weight of soil on the base 0.000 0.000 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 9998.26 kNm Destabilizing moment Mo : 2768.15 kNm
Safety factor against overturning = Mr/Mo = 3.612
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 1359.03 kN Frictional resistance Pfric : 951.60 kN Passive Pressure on shear key : 414.73 kN Passive pressure on base : 138.24 kN => Total Horiz. resistance Fr : 1504.57 kN
Horizontal sliding force on wall Fhw : 857.01 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 857.01 kN
Safety factor against overall sliding = Fr/Fh = 1.756
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :149.42 kPa Minimum pressure : 57.43 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 775.7 kN Shear stress at bottom of wall v = 0.11 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
1.5
0
8.0
0
4.20
1.5
0
1.5
0
9.5
0
1.5
0
0.00° 3.00
3.20
7.40 4.20
3.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 6.46SFovt (ULS) = 3.61
SFslip = 3.12SFslip (ULS) = 1.76
Kas=0.80Kps=7.59
V=775.7kNv= 0.11MPavc= 0.36MPa
µ=0.70
149.4kPa57.4kPa
Otieno Odongo & Partners Consulting Engineers
LUKUGA BARRAGE
Structural Calculations Date Sep-13480.00 Metre span Barrage Calculations by ZKL
concrete sheet pile Calculations Checked MOO
SHEET PILES
TYPE: GRANULAR SOIL
Piles used as earth retaining structures
BS 8004
Cl. 2.4.6 Sheet piles provide stability against earth movement
Upstream-dredging due to erosion power
1. Assume 2/3rd of theoretical pressure resistance is mobilised onto embedded length.
H= Total length of piles
BS 8004 d= embedded length below drench level
Cl. 1.2.69
F 30 degrees
sinF 0.5
Ka= 1/3
Kp= 2
surcharge, q
h
min exc
d0d
Pa
Pp
R
PqUPSTREAM
DOWNSTREAM
C
H
Otieno Odongo & Partners Consulting Engineers
LUKUGA BARRAGE
Structural Calculations Date Sep-13480.00 Metre span Barrage Calculations by ZKL
concrete sheet pile Calculations Checked MOO
2. Pressure of pile at the bottom
da= dv*Ka 1/3*17*H _ _ __ __ __(i) kN/m2
dp= dv*Kp 2*17*d _ _ __ __ __(i) kN/m2
Surchage q
Pq= Ka*surcharge*(h+min_exc+d)_ _ __ __ __(iii)
1/3*10*H
Take 1m strips of sheet pile wall.
Force Pa= 1/2*{da*H}= 2.83H2
kN
Force Pb= 1/2*{dp*d}= 17d2
kN
Force Pq= 1.67H2kN
R- assumed to act as a line force along the bottom edge
Take moments about C:
MPp={MPa+MPq}
2.83H2*H/3= {17d2*d/3+1.67H2*H/2}
0.11H3 5.67d3
H 3.72d
H= (h+min_exc+d)
H 4.5+d m
3.72d= 4.5+d m
d= 1.65 m
H 6.15 m
Use 7m deep sheet wall cast insitu
Forces Pa and Pb are balanced by additional pasive resistance developed
near the bottom of the piling R
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
BARRAGE BEYOND OVERFLOW WEIR BOTH SIDES
Five case load combinations
CASE 1 WATER FULL- NO SOIL DOWNSTREAM.MRW
MASTER KEY: RETAINING WALL DESIGN TO BS 8002 AND BS 8110: 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 350.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 1407.696/35060.880 0.040 OK Sliding Force/(Frictional Resistance+Passive Resistance) 552.332/(1480.100+2474.179) 0.140 OK Soil Pressure (W 3805.2, M -547.9) Max(207.831/350, 229.549/350) kN/m² 0.656 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(104.133/350, 333.246/350) kN/m² 0.952 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
+ Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 6167 mm from base Section Properties @ 6167 mm t=4810 mm, Area=48099 cm², Zb=3855792 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.077 N/mm², ft=ft+0.9 gd.mf 0.353 N/mm² Mr=ft.Zb/mf 0.353x3855792/1.5 908.44 kN.m Moment Capacity Check (M/Mr) M 63.023 kN.m, Mr 908.440 kN.m 0.069 OK Shear Capacity Check F 16.102 kN, vc 0.392 N/mm², Fvr 941.722 kN 0.02 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.172 N/mm², ft=ft+0.9 gd.mf 0.482 N/mm² Mr=ft.Zb/mf 0.482x9126666/1.5 2933.03 kN.m Moment Capacity Check (M/Mr) M 2045.951 kN.m, Mr 2933.030 kN.m 0.698 OK Shear Capacity Check F 951.467 kN, vc 0.443 N/mm², Fvr 1638.656 kN 0.58 OK
Base Top Steel Design Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 200 (75 mm) 2454 mm² OK Compression Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y25 @ 200 (82 mm) 5362 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 2454 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 5362 mm², 66 mm, 69 mm, 0.05 1354.106 kN.m Moment Capacity Check (M/Mr) M 299.459 kN.m, Mr 1354.106 kN.m 0.221 OK Shear Capacity Check F 111.757 kN, vc 0.373 N/mm², Fvr 535.632 kN 0.21 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y25 @ 200 (82 mm) 5362 mm² OK Compression Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 200 (75 mm) 2454 mm² Leverarm z=fn(d,b,As,fy,fcu) 1434 mm, 1000 mm, 5362 mm², 425 N/mm², 30 N/mm² 1353 mm Mr=fn(above,As',d',x,x/d) 2454 mm², 63 mm, 179 mm, 0.12 2928.686 kN.m Moment Capacity Check (M/Mr) M 1509.256 kN.m, Mr 2928.686 kN.m 0.515 OK Shear Capacity Check F 417.658 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.60 OK
Nib Design Maximum Tensile Stress M 380.637, h 7400, fcu 30, Permissible 0.25 N/mm² 0.04 N/mm² OK Shear Capacity Check F 498.716 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.72 OK
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
CASE 2 NO WATER- SOIL DOWNSTREAM.MRW
MASTER KEY: RETAINING WALL DESIGN TO BS 8002 AND BS 8110: 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 350.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back Overturning/Stabilising 1407.696/35060.880 0.040 OK Sliding Force/(Frictional Resistance+Passive Resistance) 552.332/(1480.100+2474.179) 0.140 OK Soil Pressure (W 3805.2, M -547.9) Max(207.831/350, 229.549/350) kN/m² 0.656 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall Soil pressure (No uplift) Max(104.133/350, 333.246/350) kN/m² 0.952 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 6167 mm from base Section Properties @ 6167 mm t=4810 mm, Area=48099 cm², Zb=3855792 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.077 N/mm², ft=ft+0.9 gd.mf 0.353 N/mm² Mr=ft.Zb/mf 0.353x3855792/1.5 908.44 kN.m Moment Capacity Check (M/Mr) M 63.023 kN.m, Mr 908.440 kN.m 0.069 OK Shear Capacity Check F 16.102 kN, vc 0.392 N/mm², Fvr 941.722 kN 0.02 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.172 N/mm², ft=ft+0.9 gd.mf 0.482 N/mm² Mr=ft.Zb/mf 0.482x9126666/1.5 2933.03 kN.m Moment Capacity Check (M/Mr) M 2045.951 kN.m, Mr 2933.030 kN.m 0.698 OK Shear Capacity Check F 951.467 kN, vc 0.443 N/mm², Fvr 1638.656 kN 0.58 OK
Base Top Steel Design Steel Provided (Cover) Main Y25 @ 125 (50 mm) Dist. Y16 @ 100 (75 mm) 3927 mm² OK Compression Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y16 @ 100 (82 mm) 5362 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3927 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 5362 mm², 66 mm, 80 mm, 0.06 2170.049 kN.m Moment Capacity Check (M/Mr) M 299.459 kN.m, Mr 2170.049 kN.m 0.138 OK Shear Capacity Check F 111.757 kN, vc 0.436 N/mm², Fvr 626.479 kN 0.18 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y16 @ 100 (82 mm) 5362 mm² OK Compression Steel Provided (Cover) Main Y25 @ 125 (50 mm) Dist. Y16 @ 100 (75 mm) 3927 mm² Leverarm z=fn(d,b,As,fy,fcu) 1434 mm, 1000 mm, 5362 mm², 425 N/mm², 30 N/mm² 1362 mm Mr=fn(above,As',d',x,x/d) 3927 mm², 63 mm, 99 mm, 0.07 2955.391 kN.m Moment Capacity Check (M/Mr) M 1509.256 kN.m, Mr 2955.391 kN.m 0.511 OK Shear Capacity Check F 417.658 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.60 OK
Nib Design Maximum Tensile Stress M 380.637, h 7400, fcu 30, Permissible 0.25 N/mm² 0.04 N/mm² OK Shear Capacity Check F 498.716 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.72 OK
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
CASE3 NO WATER- SOIL UPSTREAM.MRW
MASTER KEY: RETAINING WALL DESIGN TO BS 8002 AND BS 8110: 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 0 mm Soil bearing pressure Allowable pressure @ front 350.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 1407.696/35298.360 0.040 OK Sliding Force/(Frictional Resistance+Passive Resistance) 552.332/(1494.505+2474.179) 0.139 OK Soil Pressure (W 3846.4, M -427.0) Max(212.596/350, 229.519/350) kN/m² 0.656 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(108.899/350, 333.217/350) kN/m² 0.952 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 6167 mm from base Section Properties @ 6167 mm t=4810 mm, Area=48099 cm², Zb=3855793 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.077 N/mm², ft=ft+0.9 gd.mf 0.353 N/mm² Mr=ft.Zb/mf 0.353x3855793/1.5 908.44 kN.m Moment Capacity Check (M/Mr) M 63.023 kN.m, Mr 908.440 kN.m 0.069 OK Shear Capacity Check F 16.102 kN, vc 0.392 N/mm², Fvr 941.723 kN 0.02 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.172 N/mm², ft=ft+0.9 gd.mf 0.482 N/mm² Mr=ft.Zb/mf 0.482x9126666/1.5 2933.03 kN.m Moment Capacity Check (M/Mr) M 2045.951 kN.m, Mr 2933.030 kN.m 0.698 OK Shear Capacity Check F 951.467 kN, vc 0.443 N/mm², Fvr 1638.656 kN 0.58 OK
Base Top Steel Design Steel Provided (Cover) Main Y25 @ 125 (50 mm) Dist. Y16 @ 100 (75 mm) 3927 mm² OK Compression Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y16 @ 100 (82 mm) 5362 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 3927 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 5362 mm², 66 mm, 80 mm, 0.06 2170.049 kN.m Moment Capacity Check (M/Mr) M 396.803 kN.m, Mr 2170.049 kN.m 0.183 OK Shear Capacity Check F 89.310 kN, vc 0.436 N/mm², Fvr 626.479 kN 0.14 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y16 @ 100 (82 mm) 5362 mm² OK Compression Steel Provided (Cover) Main Y25 @ 125 (50 mm) Dist. Y16 @ 100 (75 mm) 3927 mm² Leverarm z=fn(d,b,As,fy,fcu) 1434 mm, 1000 mm, 5362 mm², 425 N/mm², 30 N/mm² 1362 mm Mr=fn(above,As',d',x,x/d) 3927 mm², 63 mm, 99 mm, 0.07 2955.391 kN.m Moment Capacity Check (M/Mr) M 746.657 kN.m, Mr 2955.391 kN.m 0.253 OK Shear Capacity Check F 336.491 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.49 OK
Nib Design Maximum Tensile Stress M 380.623, h 7400, fcu 30, Permissible 0.25 N/mm² 0.04 N/mm² OK Shear Capacity Check F 498.750 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.72 OK
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
CASE 4 WATER FULL DOWNSTREAM- NO WATER UPSTREAM
MASTER KEY: RETAINING WALL DESIGN TO BS 8002 AND BS 8110: 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 8000 mm Soil bearing pressure Allowable pressure @ front 350.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 2556.105/28131.990 0.091 OK Sliding Force/(Frictional Resistance+Passive Resistance) 743.119/(1074.286+116.665) 0.624 OK Soil Pressure (W 2709.2, M -2005.6) Max(115.957/350, 195.449/350) kN/m² 0.558 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(120.327/350, 191.079/350) kN/m² 0.546 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure + Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.172 N/mm², ft=ft+0.9 gd.mf 0.482 N/mm² Mr=ft.Zb/mf 0.482x9126666/1.5 2933.03 kN.m Moment Capacity Check (M/Mr) M 1810.509 kN.m, Mr 2933.030 kN.m 0.617 OK Shear Capacity Check F 573.691 kN, vc 0.443 N/mm², Fvr 1638.656 kN 0.35 OK
Base Top Steel Design Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 250 (75 mm) 2454 mm² OK Compression Steel Provided (Cover) Main Y32 @ 125 (50 mm) Dist. Y25 @ 250 (82 mm) 6434 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 2454 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 6434 mm², 66 mm, 69 mm, 0.05 1354.801 kN.m Moment Capacity Check (M/Mr) M 0.000 kN.m, Mr 1354.801 kN.m 0.000 OK Shear Capacity Check F 0.000 kN, vc 0.373 N/mm², Fvr 535.632 kN 0.00 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y32 @ 125 (50 mm) Dist. Y25 @ 250 (82 mm) 6434 mm² OK Compression Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 250 (75 mm) 2454 mm² Leverarm z=fn(d,b,As,fy,fcu) 1434 mm, 1000 mm, 6434 mm², 425 N/mm², 30 N/mm² 1337 mm Mr=fn(above,As',d',x,x/d) 2454 mm², 63 mm, 215 mm, 0.15 3472.511 kN.m Moment Capacity Check (M/Mr) M 2041.451 kN.m, Mr 3472.511 kN.m 0.588 OK Shear Capacity Check F 729.405 kN, vc 0.514 N/mm², Fvr 737.212 kN 0.99 OK
Nib Design Maximum Tensile Stress M 83.972, h 7400, fcu 30, Permissible 0.25 N/mm² 0.01 N/mm² OK Shear Capacity Check F 97.982 kN, vc 0.514 N/mm², Fvr 737.212 kN 0.13 OK
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
CASE 5 WATER FULL- SOIL DOWNSTREAM.MRW
MASTER KEY: RETAINING WALL DESIGN TO BS 8002 AND BS 8110: 1997 LUKUGA BARRAGE
Gravity 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 18.00, Saturated Soil 20.80, Submerged Soil 10.80, Concrete 24.00 Back Soil Friction and Cohesion = Atn(Tan(35)/1.2) = 30.26° Base Friction and Cohesion = Atn(0.75xTan(Atn(Tan(30)/1.2))) = 19.27° Front Soil Friction and Cohesion = Atn(Tan(30)/1.2) = 25.69° Concrete grade fcu 30 N/mm², Permissible tensile stress 0.250 N/mm² Concrete covers (mm) Base cover 50 mm Reinforcement design fy 425 N/mm² designed to BS 8110: 1997 Surcharge and Water Table Surcharge 10.00 kN/m², Water table level 8000 mm Soil bearing pressure Allowable pressure @ front 350.00 kN/m², @ back 350.00 kN/m² † The Engineer must satisfy him/herself to the reinforcement detailing requirements of the relevant codes of practice
Overall Wall Stability (Assuming Earth Pressure on Virtual Back) Overturning/Stabilising 2556.105/30084.210 0.085 OK Sliding Force/(Frictional Resistance+Passive Resistance) 974.389/(1359.276+2057.943) 0.285 OK Soil Pressure (W 3459.6, M 2570.4) Max(249.767/350, 147.888/350) kN/m² 0.714 OK
Soil Pressure (Assuming Earth Pressure on Back of Wall) Soil pressure (No uplift) Max(164.369/350, 233.286/350) kN/m² 0.667 OK
Loading Cases Loading Cases for Concrete Design Load Case 001 : Wall Stability : Serviceability Limit State Soil Self Weight + Wall and Base Self Weights + Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Base Pressure and Sliding Resistance Load Case 002 : Wall Design : Ultimate Limit State I 1.40 Soil Self Weight + 1.40 Wall and Base Self Weights + 1.60 Surcharge and Additional Loads + Active Earth Pressure + Passive Earth Pressure + Nib Active Earth Pressure
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
+ Nib Passive Earth Pressure + Base Pressure and Sliding Resistance
Sections Design Wall Design (Inner Face Tension) Critical Section Critical @ 5400 mm from base Section Properties @ 5400 mm t=5132 mm, Area=51320 cm², Zb=4389570 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.09 N/mm², ft=ft+0.9 gd.mf 0.371 N/mm² Mr=ft.Zb/mf 0.371x4389570/1.5 1085.65 kN.m Moment Capacity Check (M/Mr) M 98.027 kN.m, Mr 1085.650 kN.m 0.090 OK Shear Capacity Check F 22.184 kN, vc 0.399 N/mm², Fvr 1022.808 kN 0.02 OK
Wall Design (Outer Face Tension) Critical Section Critical @ 0 mm from base Section Properties @ Base t=7400 mm, Area=74000 cm², Zb=9126666 cm³ Concrete Flexural Strength ft ft=0.25, gd=0.172 N/mm², ft=ft+0.9 gd.mf 0.482 N/mm² Mr=ft.Zb/mf 0.482x9126666/1.5 2933.03 kN.m Moment Capacity Check (M/Mr) M 814.406 kN.m, Mr 2933.030 kN.m 0.278 OK Shear Capacity Check F 476.275 kN, vc 0.443 N/mm², Fvr 1638.656 kN 0.29 OK
Base Top Steel Design Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 200 (75 mm) 2454 mm² OK Compression Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y25 @ 200 (82 mm) 5362 mm² Leverarm z=fn(d,b,As,fy,fcu) 1438 mm, 1000 mm, 2454 mm², 425 N/mm², 30 N/mm² 1366 mm Mr=fn(above,As',d',x,x/d) 5362 mm², 66 mm, 69 mm, 0.05 1354.106 kN.m Moment Capacity Check (M/Mr) M 0.000 kN.m, Mr 1354.106 kN.m 0.000 OK Shear Capacity Check F 0.000 kN, vc 0.373 N/mm², Fvr 535.632 kN 0.00 OK
Base Bottom Steel Design Steel Provided (Cover) Main Y32 @ 150 (50 mm) Dist. Y25 @ 200 (82 mm) 5362 mm² OK Compression Steel Provided (Cover) Main Y25 @ 200 (50 mm) Dist. Y25 @ 200 (75 mm) 2454 mm² Leverarm z=fn(d,b,As,fy,fcu) 1434 mm, 1000 mm, 5362 mm², 425 N/mm², 30 N/mm² 1353 mm Mr=fn(above,As',d',x,x/d) 2454 mm², 63 mm, 179 mm, 0.12 2928.686 kN.m Moment Capacity Check (M/Mr) M 1171.400 kN.m, Mr 2928.686 kN.m 0.400 OK Shear Capacity Check F 369.157 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.53 OK
Nib Design Maximum Tensile Stress M 242.713, h 7400, fcu 30, Permissible 0.25 N/mm² 0.03 N/mm² OK Shear Capacity Check F 314.713 kN, vc 0.484 N/mm², Fvr 693.743 kN 0.45 OK
LUKUGA BARRAGE barrage beyond spillway
Otieno Odongo & Partners Consulting Engineers,
P.O. Box 54021-00200, Tel: (254-2) 570022
Job ref : LUKUGA BARRAGE
Made By : ZKL
Date :
Checked : MOO
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 1-WATER FULL UPSTREAM
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 12 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 1.5 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 10.46 xf (m) 4 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 10.2 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 4 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 6 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 14.723 0.797 8.500 11.400 Siesmic component of Pa 10.175 0.924 5.875 11.400 Triangular W-table press Pw 12.232 0.630 0.000 11.400 W-table pr below free water 175.312 0.770 0.000 11.400 Free water pressure Pwf 492.924 4.427 0.000 11.400 Seismic component of Pw 3.461 6.120 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 628.854 4.328
Stabilizing forces: Passive pressure on base Pp -153.602 0.095 Siesmic component of Pp 155.669 0.900 Weight of the wall + base 1849.572 8.527 Weight of soil on the base 1.631 14.400 Hydrostatic pressure on top 425.028 14.400 of rear portion of base Hydrostatic pressure on top 0.000 2.000
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
of front portion of base
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 21930.29 kNm Destabilizing moment Mo : 4961.07 kNm
Safety factor against overturning = Mr/Mo = 4.420
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 2284.73 kN Frictional resistance Pfric : 1599.79 kN Passive Pressure on shear key : 460.81 kN Passive pressure on base : 153.60 kN => Total Horiz. resistance Fr : 2214.20 kN
Horizontal sliding force on wall Fhw : 1324.04 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1324.04 kN
Safety factor against overall sliding = Fr/Fh = 1.672
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 23.868 0.793 11.900 11.400 Siesmic component of Pa 16.281 0.924 9.400 11.400 Triangular W-table press Pw 13.138 -0.727 0.000 11.400 W-table pr below free water 245.437 0.770 0.000 11.400 Free water pressure Pwf 690.093 4.427 0.000 11.400 Seismic component of Pw 4.845 6.120 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 1006.167 4.328
Stabilizing forces: Passive pressure on base Pp -138.242 0.095 Siesmic component of Pp 140.102 0.900 Weight of the wall + base 1664.615 8.527 Weight of soil on the base 1.468 14.400 Hydrostatic pressure on top 382.525 14.400 of rear portion of base Hydrostatic pressure on top 0.000 2.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 19737.26 kNm Destabilizing moment Mo : 7471.99 kNm
Safety factor against overturning = Mr/Mo = 2.642
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 2056.26 kN Frictional resistance Pfric : 1439.81 kN Passive Pressure on shear key : 414.73 kN Passive pressure on base : 138.24 kN => Total Horiz. resistance Fr : 1992.78 kN
Horizontal sliding force on wall Fhw : 1978.70 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1978.70 kN
Safety factor against overall sliding = Fr/Fh = 1.007
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :188.94 kPa Minimum pressure : 73.68 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 1874.1 kN Shear stress at bottom of wall v = 0.26 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
10.2
0 10.4
6
4.20
1.5
0
1.5
0
12.0
0
1.5
0
0.00° 4.00
3.20
7.40 6.00
4.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 4.42SFovt (ULS) = 2.64
SFslip = 1.67SFslip (ULS) = 1.01
Kas=0.80Kps=7.59
V=1874.1kNv= 0.26MPavc= 0.36MPa
µ=0.70
188.9kPa73.7kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 2- NO WATER-SOIL FULL DOWNSTREAM
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 12 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 12 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 10.46 xf (m) 4 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.5 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 4 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 6 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 14.723 0.797 8.500 11.400 Siesmic component of Pa 10.175 0.924 5.875 11.400 Triangular W-table press Pw 11.605 0.613 0.000 11.400 Seismic component of Pw 3.283 0.900 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 628.854 4.328
Stabilizing forces: Passive pressure on base Pp -9830.548 0.757 Siesmic component of Pp 9962.799 7.200 Weight of the wall + base 1849.572 8.527 Weight of soil on the base 919.314 3.059 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 26025.43 kNm Destabilizing moment Mo : 2643.49 kNm
Safety factor against overturning = Mr/Mo = 9.845
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 2777.39 kN Frictional resistance Pfric : 1944.75 kN Passive Pressure on shear key : 2611.24 kN Passive pressure on base : 9830.55 kN => Total Horiz. resistance Fr : 14386.53 kN
Horizontal sliding force on wall Fhw : 655.18 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 655.18 kN
Safety factor against overall sliding = Fr/Fh = 21.958
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 23.868 0.793 11.900 11.400 Siesmic component of Pa 16.281 0.924 9.400 11.400 Triangular W-table press Pw 17.297 0.621 0.000 11.400 Seismic component of Pw 4.597 0.900 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 1006.167 4.328
Stabilizing forces: Passive pressure on base Pp -8847.493 0.757 Siesmic component of Pp 8966.519 7.200 Weight of the wall + base 1664.615 8.527 Weight of soil on the base 827.383 3.059 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 23422.89 kNm Destabilizing moment Mo : 4248.49 kNm
Safety factor against overturning = Mr/Mo = 5.513
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 2499.65 kN Frictional resistance Pfric : 1750.27 kN Passive Pressure on shear key : 2350.12 kN Passive pressure on base : 8847.49 kN => Total Horiz. resistance Fr : 12947.88 kN
Horizontal sliding force on wall Fhw : 1047.33 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1047.33 kN
Safety factor against overall sliding = Fr/Fh = 12.363
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :175.10 kPa Minimum pressure :144.14 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 942.7 kN Shear stress at bottom of wall v = 0.13 MPa OK Allowable shear stress vc = 0.38 MPa (based on Wall tensile reinf.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
1.5
0
10.4
6
4.20
1.5
0
12.0
0
12.0
0
1.5
0
0.00° 4.00
3.20
7.40 6.00
4.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 9.85SFovt (ULS) = 5.51
SFslip = 21.96SFslip (ULS) = 12.36
Kas=0.80Kps=7.59
V=942.7kNv= 0.13MPavc= 0.38MPa
µ=0.70
175.1kPa 144.1kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 3, NO WATER-SOIL FULL UPSTREAM
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 12 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 12 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 10.46 xf (m) 6 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.5 At (m) 3.2 L (kN/m) 0 Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 350
B (m) 6 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4 Cov base mm 50 x (m) 0 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.467 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :1.467 Seismic Passive Pressure coefficient Kps :8.411 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 19.360 0.793 24.603 11.237 Siesmic component of Pa 13.197 0.924 16.772 10.880 Triangular W-table press Pw 9.167 0.643 0.000 13.743 Seismic component of Pw 3.283 0.900 0.000 13.640 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 628.854 4.328
Stabilizing forces: Passive pressure on base Pp-10900.660 1.389 Siesmic component of Pp 8892.687 7.200 Weight of the wall + base 1849.572 8.873 Weight of soil on the base 943.615 3.031 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 34417.27 kNm Destabilizing moment Mo : 2466.34 kNm
Safety factor against overturning = Mr/Mo = 13.955
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 2817.79 kN Frictional resistance Pfric : 1973.04 kN Passive Pressure on shear key : 2895.49 kN Passive pressure on base : 10900.66 kN => Total Horiz. resistance Fr : 15769.19 kN
Horizontal sliding force on wall Fhw : 657.38 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 657.38 kN
Safety factor against overall sliding = Fr/Fh = 23.988
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 31.326 0.790 34.444 11.237 Siesmic component of Pa 21.116 0.924 26.834 10.880 Triangular W-table press Pw 13.884 0.651 0.000 13.743 Seismic component of Pw 4.597 0.900 0.000 13.640 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 1006.167 4.328
Stabilizing forces: Passive pressure on base Pp -9810.594 1.389 Siesmic component of Pp 8003.419 7.200 Weight of the wall + base 1664.615 8.873 Weight of soil on the base 849.254 3.031 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 30975.54 kNm Destabilizing moment Mo : 4001.23 kNm
Safety factor against overturning = Mr/Mo = 7.742
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 2536.01 kN Frictional resistance Pfric : 1775.73 kN Passive Pressure on shear key : 2605.94 kN Passive pressure on base : 9810.59 kN => Total Horiz. resistance Fr : 14192.27 kN
Horizontal sliding force on wall Fhw : 1051.38 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1051.38 kN
Safety factor against overall sliding = Fr/Fh = 13.499
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :309.31 kPa Minimum pressure : 14.57 kPa Maximum pressure occurs at right hand side of base
0
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 852.8 kN Shear stress at bottom of wall v = 0.12 MPa OK Allowable shear stress vc = 0.39 MPa (based on Wall tensile reinf.)
SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
1.5
0
10.4
6
1.5
0
12.0
0
12.0
0
1.5
0
0.00° 6.00
3.20
7.40 4.00
6.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 13.95SFovt (ULS) = 7.74
SFslip = 23.99SFslip (ULS) = 13.50
Kas=1.47Kps=8.41
V=852.8kNv= 0.12MPavc= 0.39MPa
µ=0.70
309.3kPa
14.6kPa
SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
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01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 4, NO WATER-NO SOIL
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 12 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 1.44 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 10.46 xf (m) 6 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 1.5 At (m) 3.2 L (kN/m) 0 Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 350
B (m) 6 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 4 Cov base mm 50 x (m) 0 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.467 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :1.467 Seismic Passive Pressure coefficient Kps :8.411 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 19.360 0.793 24.603 11.237 Siesmic component of Pa 13.197 0.924 16.772 10.880 Triangular W-table press Pw 9.167 0.643 0.000 13.743 Seismic component of Pw 3.283 0.900 0.000 13.640 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 628.854 4.328
Stabilizing forces: Passive pressure on base Pp -156.970 0.167 Siesmic component of Pp 128.055 0.864 Weight of the wall + base 1849.572 8.873 Weight of soil on the base 2.395 15.396 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 16473.74 kNm Destabilizing moment Mo : 2466.34 kNm
Safety factor against overturning = Mr/Mo = 6.679
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 1876.57 kN Frictional resistance Pfric : 1313.99 kN Passive Pressure on shear key : 497.34 kN Passive pressure on base : 156.97 kN => Total Horiz. resistance Fr : 1968.30 kN
Horizontal sliding force on wall Fhw : 657.38 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 657.38 kN
Safety factor against overall sliding = Fr/Fh = 2.994
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 31.326 0.790 34.444 11.237 Siesmic component of Pa 21.116 0.924 26.834 10.880 Triangular W-table press Pw 13.884 0.651 0.000 13.743 Seismic component of Pw 4.597 0.900 0.000 13.640 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 1006.167 4.328
Stabilizing forces: Passive pressure on base Pp -141.273 0.167 Siesmic component of Pp 115.249 0.864 Weight of the wall + base 1664.615 8.873 Weight of soil on the base 2.156 15.396 Hydrostatic pressure on top 0.000 0.000 of rear portion of base Hydrostatic pressure on top 0.000 0.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.)
SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
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E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 14826.37 kNm Destabilizing moment Mo : 4001.23 kNm
Safety factor against overturning = Mr/Mo = 3.705
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 1688.91 kN Frictional resistance Pfric : 1182.59 kN Passive Pressure on shear key : 447.61 kN Passive pressure on base : 141.27 kN => Total Horiz. resistance Fr : 1771.47 kN
Horizontal sliding force on wall Fhw : 1051.38 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1051.38 kN
Safety factor against overall sliding = Fr/Fh = 1.685
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :153.80 kPa Minimum pressure : 61.90 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 852.8 kN Shear stress at bottom of wall v = 0.12 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
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Calcs by Checked by Date
Software Consultants (Pty) Ltd
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04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
1.5
0
10.4
6
1.5
0
1.4
4
12.0
0
1.5
0
0.00° 6.00
3.20
7.40 4.00
6.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 6.68SFovt (ULS) = 3.71
SFslip = 2.99SFslip (ULS) = 1.68
Kas=1.47Kps=8.41
V=852.8kNv= 0.12MPavc= 0.36MPa
µ=0.70
153.8kPa61.9kPa
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
01
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Retaining Wall Design : Ver W2.4.01 - 01 Apr 2008Title : EARTHQUAKE DESIGN CASE 5 WATER FULL-SOIL FULL
C14Input Data
Wall Dimensions Unfactored Live Loads General Parameters Design Parameters
H1 (m) 12 C (m) 1.5 W (kN/m²) Soil frict (°) 35 SF Overt. 1.5
H2 (m) 10.27 F (m) 1.5 P (kN) 0 Fill slope (°) 0 SF Slip 1.25
H3 (m) 10.46 xf (m) 4 xp (m) 0 Wall frict (°) 30 ULS DL Factor 1.4
Hw (m) 10.2 At (m) 3.2 L (kN/m) Conc kN/m3 24 ULS LL Factor 1.6
Hr (m) Ab (m) 7.4 xl (m) Soil kN/m3 18 Pmax (kPa) 300
B (m) 4 Cov wall mm 50 Lh (kN/m) 0 fcu (MPa) 30 Soil Poisson 0.5
D (m) 6 Cov base mm 50 x (m) 4.2 fy (MPa) 425 DL Factor Ovt. 0.9
Seepage not allowedActive pressure NOT applied on back of shear key for sliding
Theory : Coulomb Wall type : Cantilever
SEISMIC ANALYSIS SETTINGS:
Seismic Analysis ON/OFF:ON
Hor Accel. (g)
Vert Accel. (g)
Include LL's
0.34
0.17
Y
VALUES OF PRESSURE COEFFICIENTS:
Active Pressure coefficient Ka :0.246 Passive Pressure coefficient Kp :15.273 Seismic Active Pressure coefficient Kas :0.796 Seismic Passive Pressure coefficient Kps :7.585 Base frictional constant µ :0.700
FORCES ACTING ON THE WALL AT SLS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 14.723 0.797 8.500 11.400 Siesmic component of Pa 10.175 0.924 5.875 11.400 Triangular W-table press Pw 12.232 0.630 0.000 11.400 W-table pr below free water 175.312 0.770 0.000 11.400 Free water pressure Pwf 492.924 4.427 0.000 11.400 Seismic component of Pw 3.461 6.120 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 628.854 4.328
Stabilizing forces: Passive pressure on base Pp -7200.392 0.648 Siesmic component of Pp 7297.259 6.162 Weight of the wall + base 1849.572 8.527 Weight of soil on the base 726.815 2.864 Hydrostatic pressure on top 425.028 14.400 of rear portion of base Hydrostatic pressure on top 0.000 2.000
SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
02
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
of front portion of base
EQUILIBRIUM CALCULATIONS AT SLS All forces/moments are per m width
1.Moment Equilibrium
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 28638.42 kNm Destabilizing moment Mo : 4961.07 kNm
Safety factor against overturning = Mr/Mo = 5.773
2.Force Equilibrium at SLS
Sum of Vertical forces Pv : 3009.92 kN Frictional resistance Pfric : 2107.57 kN Passive Pressure on shear key : 2256.93 kN Passive pressure on base : 7200.39 kN => Total Horiz. resistance Fr : 11564.89 kN
Horizontal sliding force on wall Fhw : 1324.04 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1324.04 kN
Safety factor against overall sliding = Fr/Fh = 8.735
FORCES ACTING ON THE WALL AT ULS: All forces/moments are per m width
FORCES (kN ) and their LEVER ARMS (m ) Description F Horizontal Lever arm F Vertical Lever arm left (+) down (+) Destabilizing forces: Total Active pressure Pa 23.868 0.793 11.900 11.400 Siesmic component of Pa 16.281 0.924 9.400 11.400 Triangular W-table press Pw 13.138 -0.727 0.000 11.400 W-table pr below free water 245.437 0.770 0.000 11.400 Free water pressure Pwf 690.093 4.427 0.000 11.400 Seismic component of Pw 4.845 6.120 0.000 11.400 Hydrostatic pressure on bot 0.000 8.700 of base: uniform portion Hydrostatic pressure on bot 0.000 11.600 of base: triangular portion Siesmic wall inertia 1006.167 4.328
Stabilizing forces: Passive pressure on base Pp -6480.353 0.648 Siesmic component of Pp 6567.533 6.162 Weight of the wall + base 1664.615 8.527 Weight of soil on the base 654.134 2.864 Hydrostatic pressure on top 382.525 14.400 of rear portion of base Hydrostatic pressure on top 0.000 2.000 of front portion of base
EQUILIBRIUM CALCULATIONS AT ULS All forces/moments are per m width
1.Moment Equilibrium
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
03
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Point of rotation: bottom front corner of base.
For Overturning moment Mo calculate as follows: Mo = Sum(hor. forces x l.a.) - Sum(vert. forces x l.a.) For Stabilizing moment Mr calculate as follows: Mr = -Sum(hor. forces x l.a.) + Sum(vert. forces x l.a.) where l.a. = lever arm of each force.
Stabilizing moment Mr : 25774.58 kNm Destabilizing moment Mo : 7471.99 kNm
Safety factor against overturning = Mr/Mo = 3.449
2.Force Equilibrium at ULS
Sum of Vertical forces Pv : 2708.92 kN Frictional resistance Pfric : 1896.81 kN Passive Pressure on shear key : 2031.24 kN Passive pressure on base : 6480.35 kN => Total Horiz. resistance Fr : 10408.40 kN
Horizontal sliding force on wall Fhw : 1978.70 kN Horizontal sliding force on shear key Fht : 0.00 kN => Total Horizontal sliding force Fh : 1978.70 kN
Safety factor against overall sliding = Fr/Fh = 5.260
SOIL PRESSURES UNDER BASE AT SLS
Maximum pressure :222.70 kPa Minimum pressure :123.26 kPa Maximum pressure occurs at left hand side of base
SHEAR CHECK AT WALL-BASE JUNCTION TO BS8110 - 1997
Shear force at bottom of wall V = 1874.1 kN Shear stress at bottom of wall v = 0.26 MPa OK Allowable shear stress vc = 0.36 MPa (based on Wall tensile reinf.)
SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
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E-Mail : [email protected]
04
LUKUGA BARRAGE
REPUBLIC OF CONGO
ZKL MOO 12-Sep-13
Sketch of Wall
10.2
0 10.4
6
4.20
1.5
0
10.2
7
12.0
0
1.5
0
0.00° 4.00
3.20
7.40 6.00
4.00
30.0
0°
kh =0.34gkv =0.17g
Wall type: CantileverTheory: Coulomb
Design code: BS8110 - 1997
SFovt = 5.77SFovt (ULS) = 3.45
SFslip = 8.73SFslip (ULS) = 5.26
Kas=0.80Kps=7.59
V=1874.1kNv= 0.26MPavc= 0.36MPa
µ=0.70
222.7kPa123.3kPa
Otieno Odongo & Partners Consulting Engineers
LUKUGA BARRAGE
Structural Calculations Date Sep-13480.00 Metre span Barrage Calculations by ZKL
concrete sheet pile Calculations Checked MOO
SHEET PILES
TYPE: GRANULAR SOIL
Piles used as earth retaining structures
BS 8004
Cl. 2.4.6 Sheet piles provide stability against earth movement
Upstream-dredging due to erosion power
1. Assume 2/3rd of theoretical pressure resistance is mobilised onto embedded length.
H= Total length of piles
BS 8004 d= embedded length below drench level
Cl. 1.2.69
F 30 degrees
sinF 0.5
Ka= 1/3
Kp= 2
surcharge, q
h
min exc
d0d
Pa
Pp
R
PqUPSTREAM
DOWNSTREAM
C
H
Otieno Odongo & Partners Consulting Engineers
LUKUGA BARRAGE
Structural Calculations Date Sep-13480.00 Metre span Barrage Calculations by ZKL
concrete sheet pile Calculations Checked MOO
2. Pressure of pile at the bottom
da= dv*Ka 1/3*17*H _ _ __ __ __(i) kN/m2
dp= dv*Kp 2*17*d _ _ __ __ __(i) kN/m2
Surchage q
Pq= Ka*surcharge*(h+min_exc+d)_ _ __ __ __(iii)
1/3*10*H
Take 1m strips of sheet pile wall.
Force Pa= 1/2*{da*H}= 2.83H2
kN
Force Pb= 1/2*{dp*d}= 17d2
kN
Force Pq= 1.67H2kN
R- assumed to act as a line force along the bottom edge
Take moments about C:
MPp={MPa+MPq}
2.83H2*H/3= {17d2*d/3+1.67H2*H/2}
0.11H3 5.67d3
H 3.72d
H= (h+min_exc+d)
H 4.5+d m
3.72d= 4.5+d m
d= 1.65 m
H 6.15 m
Use 7m deep sheet wall cast insitu
Forces Pa and Pb are balanced by additional pasive resistance developed
near the bottom of the piling R