Mitchie Balamiento

Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design Data Contrete Grade M30 25 KN/m3 Unit Weight of Concrete As per IRC 21-1987 Flexural Comp. Stress,scbc Direct Comp. Stress,scd Shear Stress,scbc Bond Stress,scbc Poisson's Ration, u Modular ratio, m k j R For TMT Steel, Fe500 Max. Allow.Tensile stress,sst Max. Allow.Comp. stress,sst - 2 N/mm N/mm2 N/mm2 N/mm2 N/mm2 2 240 N/mm 2 205 N/mm Unit Weight of Backfill f of Backfill Friction angle bet. Soil & Wall Allowable Soil Pressure - Max. Scour depth from HFL Vertical Clearence KN/m3 deg. deg. KN/m2 6.290 m 2.00 m Structural Component Dimensions Ht. of Bridge deck = Bearing Ht = Total Ht = Ht BackW = Cap ht = Stem Ht = BW Width = Cap W = StemW = be ( tappered width ) = Width of the abutment = Total Stem base width = - m ( assumed ) ( from General Arrangement ) m m m m m m m m m 0.4 1.400 m Effective Span = Total Length of Span = Overall depth of L-Girder = 30.00 m 30.00 m 2.40 m Cap thk 0.5 Approach Slab 0.1 m h= L B D 10.300 m 3.50 m 7.50 m 0.30 m 1.200 Total width = 1.30 2.50 m Design value Calculation A. Dead Load Dead Load from Super Structure = CG about centre of base = Moment about centre of base = 256.36 KN/m -0.650 m -166.64 KNm Load of Abutment Part Wt., KN/m Dist. from centre of base,m 1 29.0 - - - KN/m AEMC Pvt. Ltd. (Per meter abutment length) Moment about centre of base -45.0 -49.7 - -231.4 KNm 1.300 Detailed Design Report of Madi Pakki Bridge at Pyuthan District B. Live Load Class AA Loading Impact Factor fraction e 0.10 R R 3.6m 194.44KN/m p RA RB Leff Leff. 30.00 m RA 658.0 KN RA 723.8 KN ( Including IF ) RA 65.80 KN/m Moment due to LL about centre of base Class A Loading Max. Reaction in this loading position P3 Anti-Clockwise P4 P5 P1 -42.77 KNm P7 P6 P8 P2 1.2 4.3 3 3 3 30 R1 R2 P3 P4 P5 P6 P7 P8 Koad,KN Dist.,m- R1 Impact Factor R1 including impact factor - KN- KN/m R1 Moment due to LL about centre of base Live Load Moment -62.14 KNm Anti-Clockwise -42.77 KNm Anti-Clockwise Class 70R Wheel Load Due to IRC 70R Wheel Load in Longitudional direction. Maximum live load on Abutment from Right Side, Bridge Length, L = 30.00 m P1 P2 P3 P4 P5 P6 P7 Koad,KN Dist.,m- (170x20+170x-x-x-x-x10.56+80x6.60)/20 R1 Impact factor Footpath Live Load IRC 6-2014, Clause 206.3 Live Load Reaction to Abutment Reaction to Abutment Moment - KN 1.125 Maximum LL including impact factor,R1 = 84.81 KN/m Moment due to LL about centre of base = -55.12 KNm Anti-Clockwise Maximum Maximum = = 95.60 KN/m -42.77 KNm Anti-Clockwise Live Load Live Load Moment - -7.98 Total Total AEMC Pvt. Ltd. = = KN/m2 KN KN/m KNm Kerb Width = Maximum Live Load = Maximum Live Load Moment = 1.5 107.87 KN/m -50.75 KNm Anti-Clockwise Detailed Design Report of Madi Pakki Bridge at Pyuthan District C. Load due to Earth Pressure Adopting Coulomb's Theory Active Earth Pressure Coefficient, Ka As per IRC, taking Live load surcharge equivalent to 1.2m earth fill Horizontal Force due to LL surcharge and approach slab C.G. of the force Horizontal Force due to Active Earth Pressure C.G. of the force Moment due to the force about abutment base 0.297 6.42 KN/m - KN/m 6.090 m 3469.08 KNm Toward Right From Abutment Base Toward Right From Abutment Base Clockwise D. Load due to Temperature Variation and Shrinkage Coefficient of Thermal Expansion 1.17E-05 /°C Strain due to temp. variation ,(±30°C) Strain due to concrete shrinkage Total due to Temperature Variation and Shrinkage Horizontal deformation of deck affecting one abutment 3.51E-04 2.00E-04 5.51E-04 8.27 mm Strain in bearing 0.24 Horizontal force 6.08 KN/m acting at the distance of Moment due to the force about abutment base 11.6 m 70.50 KNm From Abutment Base Clockwise E. Load due to Braking Effect Londitudinal Force (toward right) C.G. of the force Moment due to the force about abutment base AEMC Pvt. Ltd. 3.80 KN/m Due to Braking Effect 4.10 m From Abutment Base 15.58 KNm Clockwise Detailed Design Report of Madi Pakki Bridge at Pyuthan District F. Load due to Seismic Forces Ave.SPT Superstructure DL+LL Horizontal Force for 1mm def. of top pier/abutment Fundamental Time Period, T Ave. response acceleration coefficient for 5% Damping, Sa/g Importance Factor, I Zone Factor, Z : Response Reduction Factor Horizantal Seismic Coefficient, Ah - KN KN sec Zone V 0.18 Description DL of superstructure DL of Abutment Part 1 DL of Abutment Part 2 DL of Abutment Part 3 DL of Abutment Part 4 Approach Slab Backfill Total Total Load,KN/m Seismic Load, KN/m- Liver Arm, m- Moment,KNm (Per meter abutment length- Summary of Loads and Moments (Per meter abutment length) Description Vertical Load,KN/m A. Dead Load 820.24 B. Live Load 107.87 C. Load due to Earth Pressure D. Load due to Temperature Variation and Shrinkage E. Load due to Braking Effect F. Load due to Seismic Forces Horizontal Force, KN/m Moment, KNm -166.64 - 568.41 Toward Right 6.08 3.80 Toward Right 150.86 Loading Combination Vertical Load,KN/m Horizontal Force, KN/m Moment, KNm Case I A+B+C+D+E- Case II A+B+C+D+E+F-m Structural Design Ac = 27.5 fcd = - KN 928.1 KN Axial Load = Ultimate Axial Load = 0.1 OK So, this abutment can be designed as a slab / flexure member AEMC Pvt. Ltd. 0 Anti-Clockwise Clockwise Clockwise Clockwise Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design of Abutment Stem Design Moment 3772.54 KNm Required thickness of section Provided thickness of section Clear cover to reinforcement 1686.5 mm 2500.0 mm 75.0 mm each face - OK Available effective depth, assuming 32mm f bars d Ast required Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided % of Steel Stress in Steel - mm mm 2 mm Nos. mm OK 2 - Check for Shear Design Shear Force Percentage of Steel Shear Stress,tv 578.29 KN 0.03 % 0.02 N/mm2 Allowable Shear Stress as per code, K1 K2 tco tc AEMC Pvt. Ltd. - N/mm 2 0.190 N/mm Safe in Shear Detailed Design Report of Madi Pakki Bridge at Pyuthan District Check for Shear at below Abutment cap Design Shear Force Percentage of Steel Effe. d just below abutment cap 9.88 KN 0.01 % 1250.00 mm 0.001 N/mm2 Shear Stress,tv Allowable Shear Stress as per code, K1 K2 tco - N/mm 2 0.170 N/mm tc Safe in Shear Check of Stress in concrete and steel for Case II Moment 4961.67 KNm Stress in Steel 282.66 Shear Force = OK 729.16 KN 2 0.027 N/mm Shear Stress developed Distribution Bar Dia. Spacing % of Steel OK 25 mm 150 mm 0.175 Crack Width : 25 N/mm2 N/mm2 500 2 Area of reinforcement " As " = 7238 mm b= 1000 mm h= 2500 mm d= 2425 mm Minimum cover to tension reinforcement " CO " = 75.0 mm Maxmum bar spacing " S " = 110 mm Bar dia " DIA " = 32 mm " acr " =(((S/2)^2+(CO+DIA/2)^2)^(1/2)-DIA/2) as default or enter other value = 90.3 "acr " is distance from the point considered to the surface of the nearest longitudinal bar Applied service moment " Ms "= 3772.5 fcu= fy= mm KNm CALCULATIONS moduli of elasticity of concrete " Ec" = (1/2)*(20+0.2*fcu) = moduli of elasticity of steel " Es " = Modular ratio " a " = (Es/Ec) = " r " = As/bd = 2 0.5 depth to neutral axis, "x" = (-a.r +((a.r) + 2.a.r) .d = - KN/mm2 KN/mm2 mm " Z " = d-(x/3) = 2194 Reinforcement stress " fs " = Ms/(As*Z) = N/mm2 238 Concrete stress " fc " = (fs*As)/(0.5*b*x) = N/mm2 4.96 Strain at soffit of concrete beam/slab " e1 " = (fs/Es)*(h-x)/(d-x) =- Strain due to stiffening effect of concrete between cracks " e2 " = e2 = b.(h-x)2/(3.Es.As.(d-x)) for crack widths of 0.2 mm Used e2 = 1.5.b.(h-x)2/(3.Es.As.(d-x)) for crack widths of 0.1 mm n/a e2 =- Average strain for calculation of crack width " em "= e1-e2 =- Calculated crack width, " w " = 3.a cr.em/(1+2.(acr-c)/(h-x)) CALCULATED CRACK WIDTH, 'w' = 0.165 Front Face Steel Main Bar Distribution Bar KN/m AEMC Pvt. Ltd. p Leff Dia. Spacing % of Steel Dia. Spacing % of Steel e R - mm mm mm mm R mm OK Detailed Design Report of Madi Pakki Bridge at Pyuthan District Output: Main Bar Location From Stem Base to (1/3 Stem Ht. + d) 2426 mm From (1/2 Stem Ht. + d) to Abutment Cap 7874 mm Nos. Rear Face Steel Distribution Bar Dia.,mm Nos. 99 32 @110mm 49.5 0 @220mm Main Bar Dia.,mm Nos. 16 25 @150mm 52 25 @150mm Front Face Steel Distribution Bar Dia.,mm 73 32 @150mm 37 32 @300mm Nos. Dia.,mm 69 25 @150mm -69 25 @150mm Design of Abutment Cap Vertical Force due to DL Vertical Force due to LL Total Load Vertical Load, V = Bearing Size l b 2820.00 KN 1051.56 KN 3871.56 KN- KN 300 mm 250 mm 0.800 N/mm2 Permissible Punching Stress Depth of Abutment Cap 1300.0 mm Po = 2(2D+L+B) = 6300.0 mm Punching Stress developed = V/(Po x D) 2 0.236 N/mm OK Output: Transverse Bar Nos. Dia.,mm 73 12 @200mm Location Abutment Cap Longitudinal Bar(Top+Bottom) Nos. Dia.,mm 22 20 @100mm Longitudinal Bar(Side) Nos. Dia.,mm 20 20 @100mm Design of Dirt Wall Horizontal Force due to LL surcharge and approach slab C.G. of the force from base of dirt wall Horizontal Force due to Active Earth Pressure C.G. of the force from base of dirt wall 18.60 KN/m 1.45 m 22.48 KN/m 1.218 m Moment due to the force about dirt wall base 54.36 KNm Self Wt. of dirt wall 29.00 KN/m LL on dirt wall C.G. of the force from toe of dirt wall 57 KN 0.2 m Moment due to self wt. and LL 17.20 KNm Total Moment 71.56 KNm Available effective depth, assuming 12mm f bars d Ast required Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided Distribution Bar Main Bar AEMC Pvt. Ltd. Nos. mm 2 mm mm Nos. mm 2 Dia. Spacing Output: Location Dirt Wall - OK 10 mm 200 mm Rear Face Steel Distribution Bar Dia.,mm 72 10 @100mm Nos. Dia.,mm 18 10 @200mm Main Bar Nos. 72 @100mm Front Face Steel Distribution Bar Dia.,mm Nos. Dia.,mm 12 18 10 @200mm Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design Data Contrete Grade M30 Unit Weight of Concrete As per IRC 21-1987 Flexural Comp. Stress,scbc Direct Comp. Stress,scd Shear Stress,scbc Bond Stress,scbc Poisson's Ration, u Modular ratio, m k j R For TMT Steel, Fe500 Max. Allow.Tensile stress,sst Max. Allow.Comp. stress,sst Unit Weight of Backfill f of Backfill Friction angle bet. Soil & Wall Allowable Soil Pressure Max. Scour depth from HFL Vertical Clearence 25 KN/m 3 2 10 N/mm 2 6.2 N/mm 2 0.335 N/mm 2 1.125 N/mm- N/mm 2 240 N/mm 2 205 N/mm- KN/m3 deg. deg. KN/m2 6.290 m 2 m Structural Component Dimensions 30 m 30 m 2.4 m 3.50 m 7.50 m 0.30 m Depth of Foundation below Max. Scour depth 5.33 m 4 H Total Width = T 13.2 m PT PH 11.0 m 11.0 m Pmin Min. Stem Breadth Min. Base Breadth 2.50 2.20 6.7 Design value Calculation A. Dead Load Dead Load from Super Structure Moment due to superstructure DL AEMC Pvt. Ltd. 256.36 KN/m 1512.5 KNm Anticlockwise Pmax Effective Span Total Length of Span Overall depth of L-Girder Approach Slab L B D Detailed Design Report of Madi Pakki Bridge at Pyuthan District Load of Abutment Part Wt., KN Dist. from Foundation Toe,m Moment about Toe- KN/m 7989.2 KNm Loss of weight due to Buoyancy 62.90 KN/m On foundation 290.40 KN/m Moment about Toe 6072.5 KNm B. Live Load Class AA Loading Impact Factor fraction 0.10 e R R 3.6m 194.44KN/m p RA RB Leff Leff. 30.00 m RA 658.0 KN RA 723.8 KN ( Including IF ) RA 65.80 KN/m Moment due to LL about Toe (Class AA) = Class A Loading Max. Reaction in this loading position P3 P2 1.2 KNm Anticlockwise P4 P5 P1 408 4.3 P7 P6 3 3 P8 3 30 R1 R2 P3 P4 P5 P6 P7 P8 Koad,KN Dist.,m- R1 84.60 KN/m R1 - KN/m Moment due to LL about Toe (Class A) 592.70 KNm Impact Factor R1 including impact factor Class 70R Wheel Load Due to IRC 70R Wheel Load in Longitudional direction. Maximum live load on Abutment from Right Side, Bridge Length, L = 30.00 m AEMC Pvt. Ltd. - Anticlockwise Detailed Design Report of Madi Pakki Bridge at Pyuthan District P1 P2 P3 P4 P5 P6 P7 Koad,KN Dist.,m- (170x20+170x-x-x-x-x10.56+80x6.60)/20 R1 Impact factor = = - KN 1.125 Maximum LL including impact factor,R1 = Moment due to LL about Toe = 525.79 KNm = = 95.60 KN/m 592.70 KNm Maximum Live Load Maximum Live Load Moment AEMC Pvt. Ltd. 84.81 KN/m Detailed Design Report of Madi Pakki Bridge at Pyuthan District C. Load due to Earth Pressure Adopting Coulomb's Theory Active Earth Pressure Coefficient, Ka 0.297 As per IRC, taking Live load surcharge equivalent to 1.2m earth fill Horizontal Force due to LL surcharge and approach slab C.G. of the force Horizontal Force due to Active Earth Pressure C.G. of the force 144.33 KN/m- KN/m 5.567 m Toward Right From Abutment Base Toward Right From Abutment Base Moment due to the force about Toe 5354.98 KNm Clockwise Wt. of Backfill behind the abutment resting on foundation Moment due to the force about Toe 1748.70 KN/m 17224.7 KMm Anticlockwise D. Load due to Temperature Variation and Shrinkage Coefficient of Thermal Expansion 1.17E-05 /°C Strain due to temp. variation ,(±30°C) Strain due to concrete shrinkage Total due to Temperature Variation and Shrinkage Horizontal deformation of deck affecting one abutment 3.51E-04 2.00E-04 5.51E-04 8.27 mm Strain in bearing 0.24 Horizontal force 66.85 KN/m acting at the distance of Moment due to the force about Toe AEMC Pvt. Ltd. 12.5 m 835.62 KNm From Abutment Base Clockwise Detailed Design Report of Madi Pakki Bridge at Pyuthan District E. Load due to Braking Effect Londitudinal Force (toward right) C.G. of the force Moment due to the force about Toe 3.80 KN/m Due to Braking Effect 4.10 m From Abutment Base 15.58 KNm Clockwise F. Load due to Seismic Forces Horizontal Seismic Coefficient, Ah b l Description DL of superstructure DL of Abutment Part 1 DL of Abutment Part 2 DL of Abutment Part 3 DL of Abutment Part 4 DL of Abutment Part 5 Approach Slab Backfill Total Total Load,KN Seismic Load, KN- Liver Arm, m- 0.18 (Zone v) 1.0 1.5 Moment,KNm- Summary of Loads and Moments Description Vertical Load,KN/m A. 1 Dead Load 1546.24 A.2 Dead Load including Buoyancy effect 1255.84 A.3 Load due to BackFill 1748.70 B. Live Load 95.60 C. Load due to Earth Pressure D. Load due to Temperature Variation and Shrinkage E. Load due to Braking Effect F. Load due to Seismic Forces Horizontal Force, KN/m - Toward Right Toward Right Toward Left Toward Right Moment, KNm 9501.70 Anticlockwise- Anticlockwise 592.70 Anticlockwise 5354.98 Clockwise 3335.85 Clockwise (Buoyancy effect) 0.00 Anticlockwise 835.62 Clockwise 15.58 Clockwise 4198.78 Loading Combination Vertical Load,KN/m Horizontal Force, KN/m Moment, KNm , Anticlockwise Moment, KNm , Clockwise AEMC Pvt. Ltd. Case I A1+A3+B+C+D+E- Case II A2+A3+C+D+E-m Case III A1+A3+B+C+D+E+F- Abutment_Foundation 5 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Case I Check for Sliding Resisting Force Driving Force FOS Checking for Overturning Resisting Moments Overturning Moment FOS Check for Bearing Capacity Failure Eccentricity Pmin Pmax 2373.37 KN 960.46 KN 2.47 Safe in Sliding (IRC 78-2000, 706.3.4) Safe in Overturning (IRC 78-2000, 706.3.4) - KNm 6206.18 KNm 4.40 0.373 m 2 213.31 KN/m 2 300.41 KN/m OK, No Tension Safe in Bearing Capacity Case II Check for Sliding Resisting Force Driving Force FOS Checking for Overturning Resisting Moments Overturning Moment FOS Check for Bearing Capacity Failure Eccentricity Pmin Pmax 2103.18 KN 714.50 KN 2.94 Safe in Sliding (IRC 78-2000, 706.3.4) Safe in Overturning (IRC 78-2000, 706.3.4) - KNm 4187.05 KNm 5.93 -0.264 m 2 254.92 KN/m 2 200.32 KN/m OK, No Tension Safe in Bearing Capacity Case III Check for Sliding Resisting Force Driving Force FOS Checking for Overturning Resisting Moments Overturning Moment FOS Check for Bearing Capacity Failure Eccentricity Pmin Pmax Case I KN/m2 AEMC Pvt. Ltd. 2373.37 KN 1556.8 KN 1.52 Safe in Sliding (IRC 78-2000, 706.3.4) Safe in Overturning (IRC 78-2000, 706.3.4) - KNm- KNm 2.63 1.611 m 2 68.73 KN/m 2 444.99 KN/m Pmin Pmax PH - Case II KN/m- PT 300.41 200.32 OK, No Tension Safe in Bearing Capacity CaseIII KN/m- Abutment_Foundation 6 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design of Heel Slab Downward Pressure due to slab and backfill 316.00 KN/m 2 61.08 KN/m2 2 56.29 KN/m Net downward pressure at Heel edge Net downward pressure at Heel near stem base Moment about H Upward 1335.18 KNm Design Moment Required thickness of section Provided thickness of section Clear cover to reinforcement 1335.18 KNm 1003.3 mm 2200.0 mm 75.0 mm each face - OK Available effective depth, assuming 32mm f bars d Ast required per m Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided per m Stress in Steel Distribution Bar AEMC Pvt. Ltd. 160.35 mm mm2 mm Nos. mm2 OK Dia. Spacing % of Steel 32 mm 200 mm 0.183 Abutment_Foundation 7 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design of Toe Slab Downward Pressure due to slab 55.00 KN/m 2 2 Net downward pressure at Toe edge Net downward pressure at Toe near stem base -389.99 KN/m 2 -389.99 KN/m Moment about T 3119.94 KNm Design Moment Required thickness of section Provided thickness of section Clear cover to reinforcement Upward Upward 3119.94 KNm 1533.7 mm 2200.0 mm 75.0 mm each face - OK Available effective depth, assuming 32mm f bars d Ast required per m Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided per m mm mm2 mm Nos. mm2 Stress in Steel 208.59 OK Distribution Bar Dia. 32 mm Spacing 200 mm % of Steel 0.183 Check for Punching Shear Max. Vertical Load - KN Permissible Punching Stress 0.800 N/mm2 Punching Stress developed 2 0.060 N/mm Output: Bottom Steel Main Bar Location Foundation Slab Curtailment Length (mm) 9200 AEMC Pvt. Ltd. OK 6500 Top Steel Distribution Bar Nos. Dia.,mm 97 32 @110mm 48.5 32 @220mm Nos. Dia.,mm 66 32 @200mm 66 32 @200mm Main Bar Nos. Dia.,mm 54 32 @200mm 27 32 @400mm Distribution Bar Nos. Dia.,mm 66 32 @200mm 66 32 @200mm Abutment_Foundation 8 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design Data Contrete Grade fck Unit Weight of Concrete M30 2 30 N/mm 3 25 KN/m As per IRC 21-1987 Flexural Comp. Stress,scbc 2 10 N/mm 2 6.2 N/mm Direct Comp. Stress,scd Shear Stress,scbc 2 0.335 N/mm Bond Stress,scbc 2 1.125 N/mm Poisson's Ration, u Modular ratio, m k j R For TMT Steel, Fe500 - N/mm 2 240 N/mm 2 205 N/mm Max. Allow.Tensile stress,sst Max. Allow.Comp. stress,sst 3 18 KN/m 30 deg. 20.0 deg. Unit Weight of Backfill f of Backfill Friction angle bet. Soil & Wall 3 m/sec- m 2.000 m Maximum mean velocity of water current Pier Shape : Circular , K Max. Scour depth from HFL Vertical Clearence Structural Component Dimensions Effective Span Total Length of Span Overall depth of L-Girder 30 m 30 m 2.4 m Depth of Foundation below Max. Scour depth 2.44 m 2.80 m 1.475 1.475 L-Girder L-Girder 5.00 2.4 Diameter of Pier 1.15 0.5 2.0 1.0 1.0 1 2 10.600 12.600 630.600 m HFL 623.000 m GL My Mx 619.940 Max. Scour 2.80 Level 3.100 2.80 3.100 2.00 619.500 m 3 9.00 617.500 m 9.00 X 9.0 4.5 9.00 Y 7.30 X Y AEMC Pvt. Ltd. Kathmandu Pier 1 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design value Calculation A. Dead Load Dead Load from Super Structure Load of Pier Part 1 2 5640.00 KN Wt., KN- (Pier Cap ) (Pier Shaft ) 2599.24 KN Total Dead Load 8239.24 KN B. Live Load Class AA Loading Impact Factor fraction e 0.10 R R 3.6m 194.44KN/m p RA RB Leff Leff. 30.00 m 658.0 KN RA RA 723.8 KN Moment due to LL about abutment C.G. ( Including IF ) 1067.58 KNm Class A Loading Max. Reaction in this loading position P3 P4 P5 P1 1.1 P2 3.2 1.2 4.3 P7 P6 3 P8 3 3 30 R1' R1 R2 For R1 P3 P4 P5 P6 P7 P8 Motion Left Koad,KN Dist.,m- Impact Factor R1 including impact factor For R1' P2 P1 Moment due to unequal loading Vertical Load p AEMC Pvt. Ltd. Leff R1 960.99 KN R1 - KN Motion Left Koad,KN Dist.,m- Impact Factor R1 including impact factor Live Load Momente Live Load Moment Live Load - - R1' 49.91 KN R1' - KN 1518.55 KNm 1142.31 KN R 1518.55RKNm 4365.82 KNm 1142.31 KN ( My ) ( Mx) Pier 2 Detailed Design Report of Madi Pakki Bridge at Pyuthan District C. Load due to Temperature Variation and Shrinkage Coefficient of Thermal Expansion 1.30E-05 /°C Strain due to temp. variation ,(±30°C) Strain due to concrete shrinkage Total due to Temperature Variation and Shrinkage Horizontal deformation of deck affecting one Pier 3.90E-04 2.00E-04 5.90E-04 8.85 mm Strain in bearing 0.26 Horizontal force 225.72 KN acting at the distance of 12.6 m Moment due to the force about Pier base 2844.02 KNm From Pier Base ( My ) D. Load due to Braking Effect Londitudinal Force (toward right) C.G. of the force 41.8 KN 13.80 m Moment due to the force about Pier base 576.84 KNm Due to Braking Effect From Pier Base ( My ) E. Load due to Seismic Forces Horizontal Seismic Coefficient, a b l Description DL of superstructure DL of Pier Part 1 DL of Pier Part 2 Total Load,KN- Total Seismic Load, KN- - Liver Arm, m- Moment,KNm- ( My ) Seismic force in Transverse Direction Total live load on pier Sesmic force due to LL Leaver Arm Moment - KN KN m KNm ( Mx ) F. Load due to Water Current For pier parallel to the direction of water current, the intensity of pressure = 52 K V 2 = Ht. of HFL from base of pier 3.0888 KN/m2 11.100 m Force parallel to pier Moment parallel to pier 96.0 KN 532.8 KNm Water Current varying by 20 deg. Force parallel to pier Force perpendicular to pier 90.21 KN 32.83 KN Moment parallel to pier Moment perpendicular to pier 500.67 KNm 364.46 KNm G. Load due to Buoyancy Force due to Buoyancy on the pier shaft 683.485 KN Summary of Loads and Moments Description A. Dead Load B. Live Load C. Load due to Temperature Variation and Shrinkage D. Load due to Braking Effect E. Load due to Seismic Forces F. Load due to Water Current F. Load due to Water Current ( 20 deg. Skew Flow ) G. Load due to Buoyancy AEMC Pvt. Ltd. Horizontal Force, KN Vertical Travsv. Longitudinal Load,KN- - 90.21 Moment, KNm Travsv., Mx Longitudinal My - -683.48 Pier 3 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Loading Combination Case I A+B+C+D+F+G- Vertical Load,KN Horizontal Force, KN Moment, KNm , My Moment, KNm , Mx Case II A+B+C+D+E+F-m Design of Pier Stem Design Vertical Load Design Moment, My Design Moment, Mx 9381.55 KN- KNm 8616.40 KNm 2 6.158 m 4 3.017 m Cross sectional Area Ixx = Iyy - KN/m Shear Stress d'/D d' 0.10 0.28 m ( Cover ) My control the design Enhanced design moment, Mu 38126.7 KMm Mu/fck bD2 0.087 Pu/fck bD2 0.060 SP16, Chart 56 p/fck p Ast required Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided - % mm2 mm Nos. each face mm2 OK Actual p 1.18 % From SP16, Chart 56 Mux = Muy 43904 KNm Pz 77947 KN P/Pz 0.120 Mx/Mux 0.686 My/Muy 0.196 an an (Mx/Mux) 0.87 + (Mx/Mux)a n 0.96 Safe Check for Shear Design Shear Force Percentage of Steel 2588.11 KN 1.18 % 2 0.19 N/mm Shear Stress,tv Allowable Shear Stress as per code, K1 K2 - tco 2 0.340 N/mm tc 2 0.387 N/mm Safe in Shear Distribution Bar Dia. No. of Bar Spacing % of Steel 12 mm 54 200 mm 0.04 Output: Main Bar Location Pire Base to Pier Cap AEMC Pvt. Ltd. Nos. 90 Dia.,mm 32 @ 79 mm Distribution Bar Nos. 54 Dia.,mm 12 @ 200 mm Pier 4 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design of Pier Cap Vertical Force due to DL Vertical Force due to LL 1410.00 KN 553.45 KN 1963.45 KN Total Load Moment d effective Ast required Ast required each Top/Bot face C/C Spacing Provided No. of 25mm Dia Bar Ast Provided on each face - 2160 KNm 1.950 m ( 50mm Cover ) mm2 mm2 mm mm2 OK Permissible Punching Stress 2 0.668 N/mm Punching Stress developed 2 0.224 N/mm OK Output: Transverse Bar Location Pier Cap AEMC Pvt. Ltd. Nos. 74 Dia.,mm 25 @ 100 mm Longitudinal Bar(Top+Bottom) Nos. 35 Dia.,mm 32 @ 203 mm Longitudinal Bar(Side) Nos. Dia.,mm 22 20 @150mm Pier 5 Detailed design of Madi Pakki Bridge at Pyuthan District. Circular Column M-N interaction curve fck fy R c ρ fcd = = = = = = fyd = 434.78 MPa f'cd = 12.24 MPa f'yd = = 413.04 MPa 0.395 ω' - q v' - μRd- - MPa MPa mm mm % MPa Cylindrical compressive strength Strength of Reinforcement Radius of Column Concrete Cover % of reinforcement Mechanical steel ratio NRd - MRd- Input N-M Com1 Com2 N, kN- M, kNm- - Axial Force, kN - N-M curve 40000 Series1 20000 0 -20000 -40000 0 10000 20000 30000 Bending Moment, kNm AEMC Pvt. Ltd. 40000 50000 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design Data Contrete Grade fck Unit Weight of Concrete M30 30 N/mm2 24 KN/m3 As per IRC 21-1987 Flexural Comp. Stress,scbc 2 10 N/mm 2 N/mm 6.2 Direct Comp. Stress,scd 2 0.335 N/mm 2 1.125 N/mm Shear Stress,scbc Bond Stress,scbc Poisson's Ration, u Modular ratio, m k j R For TMT Steel, Fe500 Max. Allow.Tensile stress,sst Max. Allow.Comp. stress,sst - Unit Weight of Backfill f of Backfill Friction angle bet. Soil & Wall Allowable Soil Pressure - Maximum mean velocity of water current Pier Shape : Semi Circular Ends , K Max. Scour depth from HFL Vertical Clearence 0.294 - N/mm2 2 240 N/mm 2 205 N/mm KN/m3 deg. deg. KN/m2 3 m/sec- m 2.000 m Structural Component Dimensions 30 m 30 m 2.4 m Depth of Foundation below Max. Scour depth 2.4 m 1.475 1.475 L-Girder L-Girder 2.4 Effective Span Total Length of Span Overall depth of L-Girder 1.0 0.5 1 10.600 12.600 630.600 m HFL 2 623.000 m GL 619.940 Max. Scour Level 2.00 3.10 2.80 3.10 3 AEMC Pvt. Ltd. Pmax PT PH Pmin 9.00 Pier_Foundation 1 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Design value Calculation A. Dead Load Dead Load from Super Structure Load of Pier Part 1 2 3 5640.00 KN Wt., KN- KN Total Dead Load (Pier Cap ) (Pier Shaft ) (Pier Raft ) - KN B. Live Load Class AA Loading Impact Factor fraction e 0.10 R R 3.6m 194.44KN/m p RA RB Leff Leff. 30.00 m RA 658.0 KN RA 723.8 KN ( Including IF ) Moment due to LL about abutment C.G. 1067.58 KNm Class A Loading Max. Reaction in this loading position P3 P4 P5 P1 1.1 P2 3.2 1.2 4.3 3 P7 P6 3 P8 3 0 R1' R1 R2 Impact Factor R1 including impact factor For R1' R1 960.99 KN R1 - KN Motion Left Impact Factor R1 including impact factor R1' 49.91 KN R1' - KN Moment due to unequal loading Vertical Load Leff p e R Live Load Moment Live Load Moment Live Load 1518.55 KNm 1142.31 KN 1518.55R KNm 4365.82 KNm 1142.31 KN ( My ) ( Mx) 1.1 C. Load due to Temperature Variation and Shrinkage Coefficient of Thermal Expansion 1.30E-05 /°C Strain due to temp. variation ,(±30°C) Strain due to concrete shrinkage Total due to Temperature Variation and Shrinkage Horizontal deformation of deck affecting one Pier 3.90E-04 2.00E-04 5.90E-04 8.85 mm Strain in bearing 0.26 Horizontal force 225.72 KN/m acting at the distance of Moment due to the force about Pier base AEMC Pvt. Ltd. 14.6 m 3295.46 KNm From Pier Raft Clockwise Pier_Foundation 2 Detailed Design Report of Madi Pakki Bridge at Pyuthan District D. Load due to Braking Effect Londitudinal Force (toward right) 41.8 KN C.G. of the force 15.80 m Moment due to the force about Pier base 660.44 KNm Due to Braking Effect From Pier Raft Clockwise E. Load due to Seismic Forces Horizontal Seismic Coefficient, a b l Description DL of superstructure DL of Pier Part 1 DL of Pier Part 2 DL of Pier Part 3 Total Total Load,KN Seismic Load, KN- Liver Arm, m- Total live load on pier Sesmic force due to LL Leaver Arm Moment KN KN m KNm - Moment,KNm- Seismic force in Transverse Direction- F. Load due to Water Current For pier parallel to the direction of water current, the intensity of pressure 3.0888 = 52 KN/m2 K V2 = Ht. of HFL from Raft of pier Force parallel to pier Moment parallel to pier 13.100 m 113.3 KN 742.1 KNm Water Current varying by 20 deg. Force parallel to pier 106.46 KN Force perpendicular to pier 38.75 KN Moment parallel to pier 697.34 KNm Moment perpendicular to pier 507.62 KNm G. Load due to Buoyancy Force due to Buoyancy on the pier shaft Force due to Buoyancy on Foundation 683.48 KN 1179.00 KN Summary of Loads and Moments Vertical Horizontal Force, KN Longitudinal Load,KN Travsv. A. Dead Load- B. Live Load 1142.31 C. Load due to Temperature Variation and Shrinkage 225.72 D. Load due to Braking Effect 41.80 E. Load due to Seismic Forces- F. Load due to Water Current 113.30 F. Load due to Water Current ( 20 deg. Skew Flow - G. Load due to Buoyancy -1862.48 Moment, KNm Travsv. Longitudinal Description 4365.82 - - Loading Combination Case I A+B+C+D+F+G- Vertical Load,KN Horizontal Force, KN Moment, KNm Case II A+B+C+D+E-m Case I Check for Bearing Capacity Failure Pmin Pmax 89.66 KN/m 191.99 KN/m2 Check for Bearing Capacity Failure Pmin Pmax -123.04 KN/m 450.68 KN/m2 2 Safe in Bearing Capacity Case II AEMC Pvt. Ltd. 2 Safe in Bearing Capacity Pier_Foundation 3 Detailed Design Report of Madi Pakki Bridge at Pyuthan District Pmin Pmax PH Case I 2 KN/m- Case II 2 KN/m - 156.75 253.07 PT Design of Raft 111.00 KN/m2 Downward Pressure due to slab and backfill 2 -339.68 KN/m 2 -142.07 KN/m Net downward pressure Net downward pressure at Heel near stem base Moment about H -1948.69 KNm Design Moment Required thickness of section Provided thickness of section Clear cover to reinforcement Upward Upward Sag 1948.69 KNm 1469.9 mm 2000.0 mm 75.0 mm each face - OK Available effective depth, assuming 32mm f bars d Ast required per m Provide steel bar of dia. No. of Bar C/C Spacing,mm Ast Provided per m Stress in Steel 211.53 Distribution Bar mm mm2 mm Nos. mm2 OK Dia. Spacing % of Steel 25 mm 150 mm 0.164 Check for Punching Shear Max. Vertical Load - KN Permissible Punching Stress Critical diameter for punching stress = Ø of pier + Thickness of slab = 4.8 m Perimeter of critical circle Lo = 15.08 m Punching Stress developed Output: Location Raft AEMC Pvt. Ltd. 0.716 N/mm 2 2 0.440 N/mm Bottom Steel Main Bar Distribution Bar Nos. Dia.,mm Nos. Dia.,mm- @150mm @150mm OK Top Steel Main Bar Distribution Bar Nos. Dia.,mm Nos. Dia.,mm- @150mm @150mm Pier_Foundation 4