Bridge Abutment Pier Design as Per IRC

Design Abutment Foundation

Page 1

2.0 Design of Substructure 2.1 Design of Abutment Section of Abutment 0.25

0.4

40 m Standard DoR Superstructure 10 Nos of Span 215.5 Deck Level Concrete Grade 3 All Concrete M30

1.5

0.3 A6 A7

1.0

0.5 0.61

A5

0.5

3.4

A2

0.9

3.5

210.5 HFL

0.00 A3

3.50 6.50 Y

1.0020

A1

206.7 AGL 203.00 LBL

0.01 4.005 A4

x

0.4

A

204.60 SBL 1.50

1.50

0.30

A8

203.1 CTL This prelimanry section is defined by considering hydrological analysis and geotechnical recommendation

T

SBL = Stem Bottom Level CTL = Cap Top Level AGL = Average Ground Level

Material Properties Concrete grade Steel grade Allowable stress of steel in tension and shear Allowable stress of steel in direct compression Allowable compressive stress in concrete in flexure Allowable comp. stress in concrete in direct compression Modular ratio (m) Neutral axis factor The resisting moment coefficient

(fck) (fe) Sst = Ssc = Scbc = Scc = m=

30 500 240 205 10.00 7.5

N/mm² N/mm² N/mm² N/mm² N/mm² N/mm²

10

k

0.29

j

0.90

R

1.33

IRC:21-2000, 303.2.1, Table 9,10 Levels High Flood Level Average Ground Level Total depth of longitudinal Girder including Slab Provided Clear free board Level of Deck Surface Thickness of abutment cap Top level of Footing/cap (SBL) Thickness of Footing/Cap Bottem level of Footing/Cap (FBL) Thickness of Bearing Thickness of Bearing concrete Pad Hence the total height of abutment H=

Abutment_openFoundation

210.5 206.7 3.00 1.5 215.50 0.9 204.60 1.50 203.10 0.3 0.2 10.90

m m m m m m m m m m m m

Rapti Bridge Design 5_3_Pile.xls


Page 2

As per IRC : 6-2000, 217.1 for Equivqlent live load Surcharge Equivalent Height of Abutment Length of Abutment Span Length

1.2 12.1 11 40

H eq= L=

m m m m

Approach Slab Diamensions Thickness of approach slab Length of Approach Slab Width of Approach Slab Ballast Wall Width of Ballast wall Length of Ballast wall Wing Wall Thickness of wing wall

0.3 m 33.50 50 m 11 m 0.4 m 11 m 0.4 m

Soil Data & Seismic Data Unit weight of backfill soil Unit weight of concrete Horizontal seismic coefficient Vertical seismic coefficient 0.36 Zone Factor (z) Importance Factor(I) 1

 conc  

A l b t th th Angle between the wallll andd earth Angle of internal friction of soil Angle of friction between soil and wall

  

16 kN/m³ 24 kN/m³ 0.150 0.075

Degree 0 35 16

Analysis and Design of Abutment Stem Area and C.G Calculation with respect to bottom of stem point A 2

Area (m ) CG-X CG-Y Weight (KN) Symbol A1 1.76 0.20 5.45 464.64 A2 1.35 1.15 6.95 356.40 A3 9.750 1.13 3.25 2574.00 A4 0.98 2.00 2.17 257.40 A5 5.95 -1.17 8.77 57.12 A6 3.50 -1.75 10.40 33.60 A7 0.13 -0.13 10.35 33.00 Total 23.41 3776.16 C G ffrom A C.G 1 0020 1.0020 4 005 4.005 Position of C.G From Superstructure Load Point 0.0080

Forces on the Abutment Total Dead Load from superstructure Total Critical Live load Excluding impact Total Critical Live load including impact

4280.00 KN 1186.00 KN

Earth Pressure force (Including live load surcharge) Total Static earth p pressure = 0.5*  * Heq² * tan²(45° ( - / /2)*L ) = Which act at a distance from abutment base (0.42*Heq)

Effect of buyoncy

I.F

1.0978

1282.6 KN

[IRC:6-2000, 217.1] 3491.4575 KN 5.082 m

[IRC:6-2000, 216.4 (a)]

Area of stem at top = Depth of submerged part of abutment = Area of stem at base = Area of stem at HFL = Volume of submerged part of abutment = Taking 1/2 of the volume, Net upward force due to buyoncy =


16.5 5.90 19.8 19.495385 115.92138 -579.6069

m² m m² m² m³ kN



Page 3

Frictional force due to resistance of bearings For Pot Bearing Vertical dead Load Total No of Bearing Per Abutment

2140 kN 2 2 250000 mm 8.56 kN/mm2

Contact area of Pot Bearing (Assuming size 500mmX500mm) Contact Stress (sp) Pot bearing constant (k) Maximum i Friction i i C Coefficient ffi i μmax =

1.00 0.065

Maxmimum Frictional Force Total Lateral force due to frictional resistance of bearings, Lateral force due to frictional resistance of bearings,

138.36 kN 276.72 kN 276.72 kN

Breaking Force:( As Per IRC:6-2000, 214.2) Braking force = 20% of the weight of the design vehicle (Class A) And this force acts along the bridge at 1.2m above the road level Total weight of the IRC Class A vehicle = Therefore braking force length =

12.10 m from base 543.29 543 29 kN 54.329 kN

Seismic Forces on Abutment [IRC : Seismic Forces Due to back fill and Approach Slab are also considered.

Horizontal seismic forces: Superstructure: Abutment: Backfill soil mass: This forces will act at 0.5 Heq

642.00 566.42 523.72 6.05

kN kN kN m

Vertical seismic forces: Superstructure: Abutment:

321.00 kN 283.21 kN

Loads and Moment Calculation The transverce forces and moments are not calculated since it will not be critical due to high moment of inertia. Taking Moments on C.G of Abutment Load Horizon Vertical H i V i l Coefficient Vertical force Horizontal Lever arm, Particular tal force Lever arm, (kN) (m) IRC:6-2000, (kN) (m) 202.3 combination I Superstructure dead load

Dry case, Non-seismic 1

Increment factor for allowable stresses*

4280.00

Moment (kN.m) 1

0.01

34.17 10.24

Live load

1

1282.55

0.01

Abutment

1

3776.16

0.00

Soil mass

1

0.00 3491.46

5.08

17743.59

Tractive/Braking force

1

54.33

12.10

657.38

Frictional force

1

276.72

7.40

2047.76

3822.51

24.58

20493.14

Total combination VI

9338.71 Dry case, Seismic



1.5


Design Abutment Foundation Non seismic forces Superstructure dead load Live load Abutment Soil mass

Page 4 1

4280.00

1.01

0.5

641.28

0.01

4322.80 5.12

1

3776.16

0.00

0.00

1

3491.46

5.08


0.5

27.16

12.10

17743.59 328.69

Frictional force

0.5

138.36

7.40

1023.88 5074.36

Additi l seismic Additional i mi forces f r Superstructure

1

321.00

0.008

642.00

7.90

Abutment

1

283.21

0.000

566.42

4.01

2268.63

Soil mass Total

1

523.72 5389.13

6.05

3168.50 33935.57

9301.65

combination I-a Flooded case, Non-seismic


1

Superstructure dead load

1

4280.00

0.01

34.17

Live load

1

1282.55

0.01

10.24

Abutment

1

3776.16

0.00

Soil mass

1

0.00 3491.46

5.08

17743.59


1

54.33

12.10

657.38

Frictional force

1

276.72

7.40

2047.76

Buyoncy

1

3822.51

24.58

20493.14

Total combination VI-a Non seismic forces Superstructure dead load Live load Abutment Soil mass

-579.61 8759.10

Flooded case, Seismic


1.5

1

4280.00

0.01

0.5

641.28

0.01

34.17 5.12

1

3776.16

0.00

0.00

1

3491.46

5.08


0.5

27.16

12.10

328.69

Frictional force

0.5

138.36

7.40

1023.88

Buyoncy

1

17743.59

-579.61

Additional seismic forces Superstructure

1

321.00

0.01

642.00

7.90

5074.36

Abutment

1

283.21

0.00

566.42

4.01

2268.63

Soil mass

1

523.72

6.05

Total

8722.04

Maximum Loads

9338.71


3168.50

5389.13

29646.94

5389.13

33935.57

IRC:6-2000, 202.3




Page 5

2.1.1 Design of abutment stem Section Abutment Stem will be designed as compression member with uniaxial moment. Overall Thickness of Stem at base Length of the abutment Gross cross sectional area of the stem percentage of longitudinal tensile reinforcement the percentage of longitudinal compressive reifnrocement Percentage of steel to be provided as per IRC:21-2000, IRC:21 2000 306.2.2 306 2 2 Total percentage of longitudinal reinforcement = Then the initial total area of reinforcement Net area of concrete Let the effective cover (referring to the CG of bars) Hence the effective depth

D= L= Ag =

1800 mm 11000 mm 19800000

pst psc

Asc = Ac = cover (d')= d_eff =

0.25 0.13 03 0.3 0.38 75240 19724760 65 1735

mm² % % % % OK mm² mm² mm mm 4

Moment of inertia I = 4.788.E+12 mm Section modulus Z = 5.519.E+09 mm³ Radius of gyration SQRT(I/Z*L) k= 501 mm Height of the abutment (upto abutment cap) 6500 mm Effective length (height) factor (IRC:21-2000, 306.1.2, Table 13) = 1.75 Effective height of the abutment 11375 mm Ratio of Effective length : Radius of gyration = 22.71 Hence it is treated as a Short Column Th di t The directt comp. stress, Scc_cal = P/(Ac+1.5*m*Asc) N/mm² The comp. stress in bending Scbc_cal = M/Z N/mm² Interaction Condition to be satisfied: [Scc_cal/Scc] + [Scbc_cal/Scbc] = <1 Comp. Stress Non-Seismic Case Seismic Case [Scc_cal/Scc] + [Scbc_cal/Scbc] Condition Scc_cal = 0.45 0.45 0.431 Non sesmic <1 Satisfied Scbc_cal = 3.71 6.15 0.674 Sesmic <1 Satisfied Reinforcement Calculation Reinforcement Tensile reinforcement (AS1+AS2) Compressive Reinforcement

Area (mm2)

Bar dia (mm)

49500

25740 Total area of tensile reinforcement Ast= Total area of compressive reinforcement Asc= (AS3+AS4)

Nos 25 105 20

85

Total provided area of longitudinal steel =

Spacing (mm) c/c 100 AS1 130 51542 26704 80700 0.408

AS2 mm² mm² mm² % OK

Provided Nos 110 85

Check For Shear Critical shear force at the base 3822510.67 N Effective area of the section 19800000 mm² Shear Stress 0.193 N/mm² Permissible Shear Stress 0 270 N/mm² 0.270 [IRC:21-2000, Table 12B]


OK



Page 6

Check For Cracked or Uncracked Section For uncracked section (Scbc_cal - Scc_cal) < 0.25*(Scc_cal + Scbc_cal) Case (Scbc_cal - Scc_cal) 0.25*(Scc_cal + Scbc_cal) Section is Non seismic condition: 3.27 1.04 Cracked Seismic condition: 5.70 1.65 Cracked As The Section is cracked Reinforcement and section should be checked for cracked condition Critical Neutral axis x 555.16 mm The resultant Stress Scb 4 081 N/mm² 4.081 Stress in tension reinforcement: Ss = m*Scb*(D-d'-x)/x = 86.74 N/mm² < 240 OK Stress in compression reinforcement: Ssc = 1.5m*Scb*(x-d')/x = 54.05 N/mm² < 205 OK




Page 7

Distribution Bar calculation Let the percentage of distribution bars be

20 % of the total longitudinal reinforcement

Hence, area of distribution bars = Let's use bars of 16 mm Unit area = Total number of distribution bars on each face of the stem = Spacing @ Provided spacing 160 mm and bar dia is No of Bar 56 on each face of stem Development / Lap length to be provided where necessary =

16139.932 201.06 mm² 41 160 16 mm

mm² nos mm c/c (AS3)

1150 mm

Summary of reinforcement of abutment stem Section

AS3 AS1

AS3

Ø 16 @ 160 c/c

AS1

AS3

Ø 25 @ 100 c/c

Ø 16 @ 160 c/c

AS3

Ø 25 @ 100 c/c

Ø 20 @ 130 c/c

Ø 20 @ 130 c/c

Above curtailment

Below curtailment

AS3 AS1

Ø 20 @ 130 c/c

Height of curtailmnet No Curtailment

Ø 25 @ 100 c/c AS3 Ø 16 @ 160 c/c

AS3 AS1

Ø 20 @ 130 c/c

Ø 25 @ 100 c/c

2.1.2 Design of Abutment Cap Calculation of Vertical Load Superstructure Dead Load 4280 Live Load Including Impact 1282.6 Total Load 5562.6 Total Load per Girder 2781.3 No of Longitidunal Girder 2 Depth of Abutment Cap D= 900 Check For Punching Stress: Bearing Size provided L= 500 B= 500 au p = ks(0 au_p ks(0.16 16*sqrt(fck)) sqrt(fck)) Allowable punching Stress = Where ks is minimum of 1 and 0.5 + bc

and bc = B/L

So, ks = Allowable punching Stress tau_p = Total Punching Stress Developed au_developed = V/Po*D

where Po is perimeter of affected Area = 2 (2D+L+B) Po So, Punching Stress Developed au_developed =

KN KN KN KN mm mm mm

1 1 0.876 N/mm²

5600 mm 0.5518 N/mm²

< 0.876 N/mm² Ok As depth is safe for punching no additional reinforcement is required. Providing nominal reinforcement. Reinforcement Bar dia (mm) Reinforcement along length of cap 12 Stirrups around the cap 10 And Provide 2 layers of 8 mm bar mesh of length L: Breadth : Abutment_openFoundation

Nos 28 62 650 mm 650 mm

Spacing (mm) c/c provided

175 175

Level AC1 AC2

AC3



Page 8

Summary of reinforcement of abutment Cap Section Ø8mm 2 layers of bar mesh AC3 Ø 10 @ 175 mmc/c AC2

Ø 12 @ 175 mmc/c AC1 Ø 10 @ 175 mmc/c AC2 Ø8mm 2 layers of bar mesh AC3

Ø 12 @ 175 mmc/c AC1

2.1.3 Design of Back Wall/DirtWall Total Horizontal force due to earth pressure including live load surcharge is given by 0.5.s.(height of ballast wall+1.2(eq live load surcharge))2.tan2(45°-/2)*L= which acts at a distance 0.42H from backwall base of Total Seismic earth pressure Including live load surcharge is given by (0.5* g Ka_dyn*H² *L) = Horizontal component of this force = This force acts at 0.5*H, hence lever arm = Self weight of backwall these act at a distance from backwall toe of Moment due to earth pressure about abutment base Moment due to seismic forces Moment due self weight Total Moment about backwall toe Total Base Shear Providing 40 mm cover and total thickness of ballast wall is & dia of main bar & Distribution bar are 25 mm & So, available effective depth = Critical neutral axis, xc = Lever arm , Z =

Scbc*deff/((Sst/m)+Scbc) deff-xc/3

Required area of tensile steel (M/Z*Sst) =

420.16 KN 1.764 m

63.02 kN 2.1 m 316 8 kN 316.8 0.2 m 741.17 kN.m 132.35 kN.m 63.36 kN.m 936.88 kNm 483.19 kN 400 mm 12 mm respectively 322.5 mm 94.85 mm 290.88 mm

13420.09 mm²

So, No of main bar 28 @ spaicng 405 mm c/c Provided Reinforcement Nos Reinforcement Dia of Bar Spacing (mm) c/c provided 210 53 Main Bar (Back Face) 25 Distribution Bar (Horizontal bar at 12 300 11 each face) Compression Bar (Front Face) 20 260 43


>300

mm

Level AB1 AB3 AB2



Page 9

Summary of reinforcement of Back Wall 250

400 100

Ø 20 AB7

Ø 25 @ 210 mmc/c AB1 Ø 12 @ 300 mmc/c AB3 250 Ø 10 AB5

Ø 20 @ 260 mmc/c AB2 Ø 10 AB6

250

Ø 16 AB8

Ø 16 AB4

2.1.3 Design of Pile Foundation 0.25

0.4

1.5

03 0.3 A6 A7

1.0

0.5

3

0.61 A5

0.5

3.4

A2

0.9

0

3.5

210.5 HFL

A3

10.90

3.50

12.40

6.50 Y

206.7 AGL 203 LBL

A1 0.12

A4

x

3.43

A

204.6 SBL 1.50

1 50 1.50

0.3

A8

203.1 CBL 2.80

1.80 7.40

2.80

195.962 MSL 20.00

183.10 FL ** FL = Foundation Level




Page 10 210.5

HFL 14.538

206.7

AGL 3.60

203.10

2.10 7.14

195 962 195.962

MSL 6.122603013

20.00

12.86 189.839397

level of fixity

6.74 183.10

Foundation level

0.7 3.00 13.40

7.40 3.00

Length of Pile cap Along Brodge Axis = Length of Pile Cap Across Bridge Axis = Depth of Fixity from maximum Scour Level = (IS 2911 part I section II, Appendix C, Adopting Max value) Diameter Di t off Pile Pil = Depth of Pile = No of Pile in one row = (Along Bridge Axis) No of Row = Total No of Pile (n) = Embedded length of Pile = Thickness of Pile Cap = IRC 78:2000 Cl 709.5

Factor of Saftey FS = IRC 78:2000 Cl 709.3 offset of pile cap from the outer face of outermost pile =


7.40 m 13.40 m 6.12 m 1m 20.00 m 3 5 15 12.86 1.50 m OK 2.5 0.2 m Ok



Page 11

Center to center distance of the piles Along Bridge Axis (Xi) = Across Bridge Axis (Yi) = Width of Pile Group (Outer Surface of The piles) along Axis (B) = Width of Pile Group (Outer Surface of The piles) across Axis (L) = Area Enclosed by pile Groups (Ag) =

3.00 3.00 6.70 12.70

m m m m 2 85.09 m

Area and C.G Calculation with respect to CG of Pile Cap Area (m2) CG-X Symbol CG-Y Weight (KN) A1 1.76 0.70 6.95 464.64 A2 1.35 -0.25 8.45 356.40 A3 9.75 -0.05 4.75 2574.00 A4 0.98 -0.70 3.67 257.40 A5 5.95 -1.63 10.27 57.12 A6 3.50 2.65 11.90 33.60 A7 0.13 1.03 11.85 33.00 A8 11.10 0.00 0.75 2930.40 Total 34.51 6706.56 C.G from CL of cap -0.0064 3.427 m Position of superstructure load point CG of pile cap= Position of C.G From Superstructure Load Point Height of Abutment (H) Height of Abutment Including Cap (H') Length of Abutment (L) Over all Length of Cap (L') Horizontal Nonseismic Forces Forces due to breaking force Horizontal forces due to reisitence of bearing Earth pressure (0.5* g * H² * tan²(45° - f/2)*L) at 0.42H Vertical Nonseismic Forces Live Load Dead Load from superstructure Dead load of Abutment and Footing Vertical Load of Soil Mass Vertical Load of Approach Slab Horizontal seismic forces:

-0.01 0.12 10.90 12.40 11.00 7.40

m

m m m m m

kN 54.329 276.72 3491.46

kN 1282.55 4280.00 6706.56 2685.76 277.2

kN

Approach Slab

642.00 1005.98 402.86 41.58

Vertical seismic forces:

kN

Superstructure

321.00 502.99 201.43 20.79

Superstructure Abutment and footing Soil mass

Abutment and footing Soil mass Approach Slab

Buyoncy (IRC:6-2000, (IRC:6 2000, 216.4 (a) Upward pressure due to buyoncy =


-1981 kN at

Vertical lever arm m 4.20 8.90 5.71 Horizontal lever arm m 0.12 0.12 0.12 2.29 1.94 Vertical lever arm m 9.40 3.43 6.20 12.25 Horizontal lever arm m 0.12 0.12 2.29 1.94 -0.01 m



Page 12

115.92 82.14

Volume of Submerged part of Stem Volume of cap

Loads and Moment Calculation Particular

combination I Superstructure dead load

Load Moment Moment Horizon Vertical Coefficient Vertical force Horizontal Lever arm, Along Axix tal force Lever arm, Along Axis (kN.m) (kN) (m) IRC:6-2000, (m) (kN.m) (+ve) (kN) (-ve) 202.3 Dry case, Non-seismic 1


4280.00

1

0.12

498.35

Live load

1

1282.55

0.12

149.34

Abutment

1

6706.56

0.12

780.88

Soil mass/earth pressure

1

2685.76

2.29 3491.46

Approach Slab

1

277.2


1

276.72

8.90

Frictional force

1

54.33

4.20

3822.51

18.81

Total combination VI Non seismic forces

1.94

15232.07 Dry case, Seismic

5.71

13783.24 538.76


2462.84 228.18 15750.56

2691.03

1.5


1

4280.00

0.12

Live load

1

1282.55

0.12

498.35 149.34

Abutment

1

6706.56

0.12

780.88

Soil mass/earth pressure

1

2685.76

2.29 3491.46

Approach Slab

1

277.20

5.71

13783.24

1.94


1

276.72

8.90

2462.84

Frictional force

1

54.33

4.20

228.18


1

321.00

0.116

642.00

9.40

37.38

6034.80

Abutment

1

502.99

0.116 1005.98

3.43

58.57

3447.94

Soil mass

1

201.43

2.294

402.86

6.20

462.00

2497.76

Approach Slab

1

20.79

1.944

41.58

12.25

40.41

509.36

15810.15

15180.88

Total

16257.50

combination I-a Flooded case, Non-seismic Superstructure dead load

1

5914.94 Increment factor for allowable stresses*

4280.00

1

0.12

498.35

Live load

1

1282.55

0.12

149.34

Abutment

1

6706.56

0.12

780.88

Soil mass

1

2685.76

Approach Slab

1

277.2


1

276.72

8.90

2462.84

Frictional force

1

54.33

4.20

228.18

Buyoncy

1

Total combination VI-a Non seismic forces

2.29 3491.46

-1980.61

13783.24 538.76

-0.01

13251.46 Flooded case, Seismic

5.71

1.94

-12.7 3822.51

15737.82



1

4280.00

0.12

Live load

1

1282.55

0.12

149.34

Abutment

1

6706.56

0.12

780.88

Soil mass

1

2685.76

Approach Slab

1

277.20


1

276.72

8.90

Frictional force

1

54.33

4.20

Buyoncy

1

-1980.61


498.35

2.29 3491.46

5.71

1.94

-0.01

2691.03

1.5

13783.24 538.76 2462.84 228.18 -12.7



Page 13


1

321.00

0.12

642.00

9.40

37.38

6034.80

Abutment

1

502.99

0.12 1005.98

3.43

58.57

3447.94

Soil mass

1

201.43

2.29

402.86

6.20

462.00

2497.76

Approach Slab

1

20.79

1.94

41.58

12.25

40.41

509.36

16336.16

15180.88

Total

14297.67

Increment factor for allowable stresses* Summary of Loads Particular/Load cases Vertical force (kN)

5914.94 IRC:6-2000, 202.3

Horizontal force (kN)

Moment Along Axis (kN.m)

Non Seismic case Dry (comb. I) 15232.07 3822.51 Flooded (comb. I-a) 13251.46 3822.51 Seismic case Dry (comb. VI) 16257.50 5914.94 Flooded (comb VI-a) 14297.67 5914.94 Max Loads: 16257.50 5914.94 Maximum load on individual piles Maximum and Minimum Load is given by

Moment Across Axix (kN.m)

15750.56 15737.82

2691.03 2691.03

15810.15 16336.16 16336.16

15180.88 15180.88 15180.88

V max = [V/n] + (Mxx*Xmax)/ Xi² + (Myy*Ymax)/ Yi² V min = [V/n] - (Mxx*Xmax)/ Xi² - (Myy*Ymax)/ Yi²

Moment of Inertia of Piles Xi²=

90.00 m²

Yi²=

1134.00 m²

Maximum Load will be on outermost pile So, X max = Y max = Particular/Load cases Vertical force (kN) f

3.00 6.00

Vmax

Vmin

Non Seismic case Dry (comb. I) 15232.07 1554.73 Flooded (comb. I-a) 13251.46 1422.26 Seismic case Dry (comb. VI) 16257.50 1691.16 Flooded (comb VI-a) 14297.67 1578.04 g of Pile Design Concrete grade Steel grade Allowable stress of steel in tension and shear Allowable stress of steel in direct compression Allowable compressive stress in concrete in flexure Allowable comp. stress in concrete in direct compression Modular ratio (m) Neutral axis factor The resisting moment coefficient

Cover Horizontal Force Per Pile

Recommended Pile Capacity

Hmax from soil Investigation

476.21 254.83 344.60 254.83

1650 1650

OK OK

476.51 394.33 336.35 394.33

2475 2475

OK OK


30 500 240 205 10.00 7.5 0.29

j

0.90

R



10

k

Non Seismic Seismic

Remark

1.33

80 mm 254.8 kN 394.3 kN



Page 14




Page 15

2.74E+04 MN/m2

Elasticity of Concrete,

4 4.91E-02 m

Moment of Inertia, Soil Type

Cohensionless Soil

Calculation for Cohesionless Soil

Calculation for Cohesive Soil

Calculate

Not Applicable

ηh

5 MN/m3

3 20000 kN/m

k1 ((IS :2911/Part1/Sec2-2010/Table 4))

(T bl 3 IS 2911) (Table

K orr ηh h

Stiffness Factor T

3.06 m 12.86 m

Embedded length of Pile (Le)

L1

4000

Relative Stiffness Factor, R

0.8 m

Embedded length of pile, Le

7.14 m

L1

12.86 m

7.14 m

L1/T

2.3

L1/R

8.88

Lf/T

2

Lf/R

1.950

Lf

6.12

Lf

Non Seismic Case

Seismic Case

1689.63

Fixed End Moment, MF Reduction Factor, m

1.6 m

2614.52 KNm

0.85

0.85 (IS :2911/Part1/Sec2-2010/Fig. 3, Fixed Head /Amend

Actual maximum moment, M

1436.18

2222.34 KNm

Maximum Axial Force (kN)

1554.73

1691.16

Design For Non Seismic Case

Sectional area of pile = (Ag) Let Provide main reinforcement 1.5 % of Sectional area Total Area of reinforcement Let Provide 25 mm dia bars. Provided Number of Bar 24 Provide in one row Spacing between the bars = 130 Cover provided Let provided diameter of transverse reinforcement the diameter up to the line of reinforcement Dc So Area of Steel Provided (As) So Area of Concrete (Ac) Check for Section capacity of Stem Equivalent area of Section Ae = Ac+(1.5m-1)*As= Equivalent moment of inertia of section Ie = (PI*D^4/64) + (m-1)*As*Dc² / 8

785398.2 mm² 11780.972 mm² (AP5) mm 75 10 850 11780.972 785398.2

mm mm mm mm² mm²

950331.8 mm² 4

6.23E+10 mm

3 124681958 mm 1.636 N/mm² 11.519 N/mm² 1.3700 !!! !!! 1.3460 !!!

Ze = 2*Ie/D = Scc = P/Ae = Scb = M/Ze = (Scc/Sacc + Scb/Sacb) =

Seismic Case:

(Scc/Sacc + Scb/Sacb) =

Summary of reinforcement of Pile Section

Provide 24 nos of 25 mm dia bars Lateral Ties Minimum volume of lateral reinforcement per meter length of pile Volume of tie of 10 mm tie Number of Ties per meter of pile = & Spacing =

APL1 0.3 %

3 2356194.49 mm 3 207261.7 mm 12

84.00


mm c/c APL2



Page 16


Ø 25 @ 24 Nos APL1

Ø 10 @ 84 mmc/c APL2 Design of Pile Cap

(Assumed Maximum Loaded Pile at outermost edge)

3.00 2.1 3.00

Bending Moment at the face stem = (per meter width of pile cap) Neutral Axis Factor Xc [m*Scbc/m*Scbc+Sst] = Lever Arm Z [1-Xc/3] = Moment of Resistance Factor R [Scbc/2*Z*Xc] = Minimum Effective depth requireq deff_min [sqrt(M/R*b] =

1325.2 kN-m 0.29 0.90 1.33 999.53 mm

Provided Over all Depth Cover provided (Top and Cover) S effective So, ff ti actual t l depth d pth deff

1500 mm 75 mm 1425 mm Ok 2 4295.9 mm

Area of Reinforcement required Ast [M/Z*deff*Sst] = Provided Reinforcement Reinforcement Tensile Reinforcement (Bottom) Bothway Top Bar (distribution bar) Top Reinforcement Bothway

Dia of Bar 25

Spacing (mm) c/c provided

Nos Per meter Total

120

9

Level

112.00 APC1+2 62.00

Ast Provided (Bottom) 4417 9 mm 4417.9 mm² > Ast required OK Min 0.12 % of gross area 25 mm Ast Provided (Top)


120 mm c/c 4090.6 mm² 0.29 %

APC3+4 112 OK

62



Page 17

Check For Shear Shear Force =

Seismic Case

441.41

Non Seismic Case

kN N/mm2

Shear Stress Developed = 0.3098 Reinforcement % = 0.31 N/mm2 Permissible shear Stress = 0.3588 Check For Punching Stress Depth of Section = All Allowable bl punching hi pressure, tau_p = kks(0.16*sqrt(fck)) (0 16* (f k)) Where, ks = the minimum of 1 and 0.5+bc = bc = B/L = 1

285.26

OK

N/mm2

OK

1500.00 mm

So, allowable punching Stress Provide Nominal Chair bar

kN N/mm2

0.2002 0.31 0.2392

Punching stress developed = 10 dia @

1.0 2 0.876 N/mm 2 0.17 N/mm 700 mm spacing

tau_p =

OK APC6

Summary of reinforcement of Pile Cap and Pile Section

Ø 10 @ 700c/c APC6

Ø 25 @ 120c/c APC3&APC4

3 Nos 10 mm bar Periphery APC5

Ø 25 @ 120c/c ( ) (APC1&APC2)

Ø 25 @ 24 Nos APL1

Ø 10 @ 84 mmc/c APL2



Design of Pier Cap and Stem

1

2.0 Design of Substructure 2.1 Design of Pier

Section of Pier A

B

0.75 1.48 TPL

1

2.500

2.500

212

2.00 4.45 BPL

210.00

HFL

210.5

LBL

203

SBL

201.50

7.50 2.45

10.50 2.60

12.10

1.60

1.60

FBL 13.40

7.40

This prelimanry section is defined by considering hydrological analysis and geotechnical recommendation Material Properties Concrete grade Steel grade Allowable stress of steel in tension and shear Allowable stress of steel in direct compression Allowable compressive stress in concrete in flexure Allowable comp. stress in concrete in direct compression Modular ratio (m) Neutral axis factor k j The resisting moment coefficient R IRC:21-2000, 303.2.1, Table 9,10 Levels High Flood Level Lowest Bed Level of pier Level of Deck Surface Thickness of Pier cap (overall Thickness) Total depth of longitudinal Girder including Slab Top level of pier cap (TPL) Pier_CAP+STEM

199.9

SBL = Stem Bottom Level FBL = Footing Bottom Level


30 500 240 205 10.00 7.5 10 0.32 0.89 0.95

210.5 203.00 215.5 2.00 3.00 212.00


m m m m m



Top level of Footing (SBL) Thickness of Footing/Cap Bottem level of Footing/Cap (FBL) Thickness of Bearing Including Pad Hence the total height of Pier Soil Data & Seismic Data Unit weight of backfill soil Unit weight of concrete Horizontal seismic coefficient Vertical seismic coefficient

201.50 1.60 199.90 0.5 12.10

H=  conc  

Forces on the Pier at Point Distance from center Total Dead Load from superstructure (kN) Total Critical Live load excluding impact (kN)

2

16 kN/m³ 24 kN/m³ 0.150 0.075 Degree

   Design of Pier Cap

Angle between the wall and earth Angle of internal friction of soil Angle of friction between soil and wall

m m m m m

0 32 16

A -2.50 2140.00 641.28

B 0.00 0.00 0.00

C 2.50 2140.00 641.00

Moment at the edge of the stem shaft

Due to dead load of the cap itself = Due to dead load from superstructure = Due to live load excluding impact = Due to Impact load =

427.38 5136 1539.0621 769.53105 7871.97

Hence Total Moment

Neutral Axis Factor Xc [m*Scbc/(m*Scbc+Sst)] = Lever Arm Z [1-Xc/3] = Moment of Resistance Factor R [[Scbc*Z*Xc]] = Assuming b=1 m Minimum Effective depth requireq deff_min [sqrt(M/R*b] =

Kn m Kn-m Kn-m Kn-m Kn-m Kn-m 0.29 0.90 2.65 1008.28 mm

Provided Over all Depth Cover provided (Top and Cover) Diameter of bar So, effective actual depth deff

2000 80 32 1824

Distance of the bearing center from the face of stem = Cap To be designed as Corbel Determination of Crobel Geometry Concrete grade 30 N/mm² Cover 40 mm h= 2.00 m d= 1.944 m av= 1 824 m 1.824

1200 mm

Width of Crobel (b) Total Vertical Load (V)

mm mm mm mm Ok

4.45 m 5562.28 KN

Pier_CAP+STEM



3

Calculation of Force as Strut and Tie Model

Calculation of x and z x= 0.1 d z= d-0.45x Cotb = av/z =

0.19 m 1.86 m 0.982

Sinb =

0.713

Cosb =

0.701

Fc = V/Sinb =

6000.06 KN

x=

160 mm

Now Ft =

ok

6577.30 KN 15120 23 mm22 15120.23

Area off Steel A S lA As= Area of Steel Considering Cantilever Area of Reinforcement required Ast [M/Z*deff*Sst] = Provide 32 mm bars at spacing Provided area of tensile reinforcement = Reinforcement at the bottom (compression side) Provide 25 mm bars at spacing

2

19937 mm 180.00 mm c/c, so nos of bars are 20106 mm2 OK AP1 AP6 200.00 mm c/c, so nos of bars are 2

11290 mm

Provided area of tensile reinforcement = Check for Shear Shear force at the critical section Due to dead load of the cap itself =

25

23

AP2

392.49 kN Pier_CAP+STEM



Due to dead load from superstructure = Due to live load excluding impact = Due to Impact load = Total Shear force Shear Stress developed, tau = V/(B*D) Allowable shear stress for the section (IRC:21-2000, Table 12A) = Percentage of longitudinal steel (tension+compression), pt = Allowable shear stress (IRC:21-2000, Table 12B) =

4

4280 kN 1282.55175 kN 641.275875 kN V= 6596.31763 kN 0.74115928 N/mm² 2.2 Section ok for shear 0.387 % tc = 0.264 < 0.741 Shear reinforcement is required Shear resisted by the longitudinal steel and concrete section = tc * B * d_eff = 2141033 N Shear force to be resisted by shear reinforcement Vus = 4455284 N Providing 8 legs of 16 mm Ø bars The shear steel area Asv = 1608.50 mm² Spacing of bars Sst * Asv *d_eff / Vus = 125 mm c/c Check for shear at bearings Check shear at a distance 1.20 m from the face of the stem Total Depth of beam at the bearing = 1510 mm Effective Depth of beam at the bearing= 1414 mm Shear forces: Due to dead load of the cap itself = 160.85 kN Due to dead load from superstructure = 4280.00 kN Due to live load excluding impact = 1282.55 kN Due to Impact load = 641.28 kN Total V= 6364.68 kN Shear Stress developed, tau = V/(B*D) 0.95 N/mm² Allowable shear stress for the section (IRC:21-2000, Table 12A) = 2.20 Section ok for shear Percentage of longitudinal steel (tension+compression), pt = 0.499 % Allowable shear stress (IRC:21-2000, Table 12B) = 0.320 N/mm² Shear resisted by the longitudinal steel and concrete section = tc * B * d_eff = 2012711 N Shear force to be resisted by shear reinforcement Vus = 4351971 N Providing 8 legs of 16 mm Ø bars The shear steel area Asv = 1608.50 mm² Spacing of bars Sst * Asv *d_eff / Vus = 125 mm c/c AP3 Ski reinforcement i f 0 1% off gross sectional i l area off the h beam b Skin @ 0.1% 8117 mm²² For each side = 4058 mm² each side Providing 16 mm bars 5 layers mm c/c, hence, 6 nos each side Provided area at each side = 10 leged 12064 mm² each side OK AP4 Check for punching shear 12 mm AP5 Average depth of section at bearing, i.e. at 1.2 m from the stem face= 1489.8 mm All Allowable bl punching hi pressure, tau_p = kks(0.16*sqrt(fck)) (0 16* (f k)) Where, ks = the minimum of 1 and 0.5+bc = 1 bc = B/L = 1 hence, tau_p = 2.27 Total punching stress developed = tau_punch = V/Lo*D Where Lo = perimeter around the critical plane = 2*(2D+L+B) = 6369.18 mm Hence, tau_punch = 0.0002 N/mm² Which is < 2 2712 OK 2.2712

Pier_CAP+STEM



5 Ø 32 @ 180 mm c/c AP6

Summary of reinforcement of Pier Cap

Ø 32 @ 180 mm c/c AP1

Ø 16 @ 5 layers AP4 Ø 32 @ 180 mm c/c AP1 Ø 16 @ 125 mm c/c AP3

Ø 16 @ 5 layers AP4 Ø 25 @ 200 mm c/c AP2

Ø 12 @ 5 layers AP5 Ø 25 @ 200 mm c/c AP2

Design of Pier Stem Length of stem column (between the surfaces of the restrains) Diameter of column D Effective length of column (IRC:21-2000, 306.2.1) [ effective length factor 1.2 ] Forces on the Pier at Point from superstructure

Impact factor

A B Distance from center -2.5 0 Dead Load (kN) 1 2140.00 0.00 Live load (kN) 1.098 641.28 0.00 Analysis y and Design g of pier p Stem Dead Load Dead Load From Superstructure Dead Load due to pier cap Dead Load of Pier Stem Total Dead Load Breaking Force:( As Per IRC:6-2000, 214.2) A)) Brakingg force = 20% of the weight g of the design g vehicle (Class ( Height of deck surface from the pier cap= And this force acts along the bridge at 1.2m above the road level Total weight of the IRC Class A vehicle = Therefore braking force length = Moment Due to Breaking Force

Effect of buyoncy

L=

10500 mm 2600 mm 12600 mm

Le =

Total Load Total Load CG of Load (absolute) (incl. impact) wrt center, m C (excl. impact)

2.5 2140.00 641.00

4280.00 4280.00 1282.28 1407.72

0.000 -0.001

8560.0 kN 702.00 kN 1083.10 kN 10345 kN

3.3 m 15.00 m from base 700 kN 140 kN 2100 kN-m

[IRC:6-2000, 216.4 (a)]

Area of stem at top = Depth of submerged part of Pier = Volume of submerged part of pier = Net upward force due to buyoncy = Live Load Live Load Excluding Impact = which will act at eccentricity ('CG of Load wrt center) Critical moment due to live load eccentricity

Pier_CAP+STEM

5.309 9.00 47.78 -477.84

m² m m³ kN

2564.55 kN -0.001 m -1.379375 kN-m



6

Frictional force due to resistance of bearings (temperature effect)

Lateral force due to frictional resistance of bearings, And this force acts along the bridge at Moment due to temperature effect

138.36 kN 10.50 m from base of stem 1452.80 kN-m

Force due to water current Exposed height to water current perimeter Area exposed Maximum mean velocity m/sec Maximum velocity, Sqrt(2)*V, (IRC:6-2000,213.3), V = Shape factor for square end (IRC:6-2000, 213.2), K = Pressure intensity =0.5KV² (IRC:6-2000, 213.2) = Hence force due to water current = Moment due to water current Seismic Forces on Seismic Forces Due to back fill and Approach Slab are also considered. Horizontal seismic forces: Forces (kN) Lever Arm (m) Superstructure: 1284.00 10.50 Pier cap 105.30 9.50 Pier stem 162.46 4.25 Total 1551.76 Vertical seismic forces: Superstructure: 642.00 Pier cap 52.65 Pier stem 81.23 Total 775.88

Pier_CAP+STEM

9.00 36.76 2.2 3.11 0.66 3.1944 78.28 704.49

m m

kN kN-m

Moment (kN-m) 13482.00 1000.35 690.47 15172.82



7

Loads and Moment Calculation Vertical Horizontal load along Horizontal Moment along load, P traffic(Y-Y) load across traffic (Y-Y) traffic (XX)

Combination combination I Dry case, Non-seismic Increment factor for allowable stresses* Total Dead load 1 10345.10 10345 10 Live load 1 2564.55 Tractive/Braking force 1 140.00 140.00 2100.00 Frictional force 1 138.36 1452.80 Total 13049.65 278.36 0.00 3552.80 combination VI Dry case, Seismic Increment factor for allowable stresses* Non seismic forces Total Dead load Live load Tractive/Braking force Frictional force Seismic forces Total

1 1 1 1 1

10345 10 10345.10 2564.55 140.00

1 -1.38

-1.38 1.5

-1.38

140.00 2100.00 138.36 1452.80 775.88 1551.76 1551.76 15172.82 13825.53 1830.13 1551.76 18725.63 combination I-a Flooded case, Non-seismic Increment factor for allowable stresses* Total Dead load 1 10345.10 Live load 1 2564.55 Tractive/Braking force 1 140.00 140.00 2100.00 Frictional force 1 138.36 1452.80 Buyoncy 1 -477.84 Water Current 1 78.28 Total 12571.81 278.36 78.28 3552.80 combination VI-a Flooded case,, Seismic Increment factor for allowable stresses* Total Dead load 1 10345.10 Live load 1 2564.55 Tractive/Braking force 1 140.00 140.00 Frictional force 1 138.36 Buyoncy 1 -477.84 1452.80 Water Current 1 78.28 Seismic forces 1 775.88 1551.76 1551.76 15172.82 Total 13347.69 1830.13 1630.04 16625.63 Maximum Loads 13825.53 1830.13 1630.04 18725.63

Pier_CAP+STEM

Moment across traffic (X-X)

15172.82 15171.44 1 -1.38

704.49 703.11

1.5 -1.38

704.49 15172.82 15875.94 15875.94



Non Seismic Case

8

Seismic Case

Resultant Critical forces: Vertical Load, P = 13049.65 kN Horizontal Load, H = 289.16 kN Moment, M = 3621.71 kN.m Increment factor for allowable stresses* IRC:6-2000, 202.3 Sectional area of stem = (Ag) Let Provide main reinforcement 1.5 % of Sectional area Total Area of reinforcement Let Provide 32 mm dia bars. Provided Number of Bar 100 Provide in one row Spacing between the bars = 77 Cover provided Grade of Concrete and Steel same as in Pier Cap Let provided diameter of transverse reinforcement the diameter up to the line of reinforcement Dc So Area of Steel Provided (As) So Area of Concrete (Ac) Check for Section capacity of Stem Equivalent area of Section Ae = Ac+(1.5m-1)*As= Equivalent moment of inertia of section Ie = (PI*D^4/64) + (m-1)*As*Dc² / 8

13825.53 kN 2450.80 kN 24100.24 kN.m

5309291.6 mm² 79639.3738 mm² (AP7) mm 40 mm 12 2480 80424.7719 5228866.8

mm mm mm² mm²

6354813.6 mm² 4

2.7997E+12 mm

3

Ze = 2*Ie/D = Scc = P/Ae = Scb = M/Ze =

2153577520 mm 2.054 N/mm² 1.682 N/mm² 0.4420 <1 Satisfied

Scc = P/Ae = Scb = M/Ze =

2.176 N/mm² 11.191 N/mm² 0.9394 <1 Satisfied

(Scc/Sacc + Scb/Sacb) =

Check For Seismic Case

Check the section for shear Resultant critical horizontal force: Shear stress developed, tau = Percentage of longitudinal steel (as provided)= Allowable shear stress tc = Hence, No shear reinforcement required. Provide nominal. Provide 12 mm circular rings @

125 mm c/c

Diameter of ring (mm)

Provide

500 mm c/c

(AP9)

12 mm Support bar @

Ø 12 @ 500 mm c/c (AP9)

2450795 0.462 1.515 0.482

N N/mm² % N/mm²

Satisfied 2520 (AP8)

Ø 32 @ 77 mm c/c (AP7)

Ø 32 @ 77 mm c/c (AP7) Ø 12 @ 125 mm c/c (AP8) Ø 12 @ 125 mm c/c (AP8) 6 no

Ø 12 @ 125 mm c/c (AP8)

Ø 12 @ 125 mm c/c (AP8) Ø 12 @ 125 mm c/c (AP6A) Pier_CAP+STEM


Design of Pier Foundation

1

2.0 Design of Substructure 2.1 Design of Pier Section of Pier A

B

1.48 TPL

1

2.500

2.500

212

2.00 4.45 BPL

210.00

HFL

210 5 210.5

LBL

203

SBL

201 50 201.50

7.50 2.45

10.50 2.60

12.10

1.60

1.60

FBL 13.40

199.9

7.40

22

MSL

193.700

FL 177.9 This prelimanry section is defined by considering hydrological analysis and geotechnical recommendation Material Properties Concrete grade Steel grade Allowable stress of steel in tension and shear Allowable stress of steel in direct compression Allowable compressive stress in concrete in flexure Allowable comp. stress in concrete in direct compression Modular ratio (m) Neutral axis factor k j The resisting moment coefficient R

Pier_Foundation

SBL = Stem Bottom Level FBL = Footing Bottom Level MSL = Maximum Scour Level (fck) (fe) Sst = Ssc = Scbc = Scc = m=

30 500 240 205 10.0 7.5 10 0.29 0.90 1.33

N/mm² N/mm² N/mm² N/mm² N/mm N/mm² N/mm²



2

IRC:21-2000, 303.2.1, Table 9,10 Levels High Flood Level Maximum Scour level for Pier Level of Deck Surface Thickness of Pier cap (overall Thickness)

210.5 203 215.5 2 212 201.5 1.6 199.9 0.5 12.10

Top level of pier cap (TPL)

Top level of Footing (SBL) Thickness of Footing/Cap Bottem level of Footing/Cap (FBL) Thickness of Bearing Hence the total height of Pier Soil Data & Seismic Data Unit weight of backfill soil Unit weight of concrete Horizontal seismic coefficient Vertical seismic coefficient

H=   conc conc  

Angle between the wall and earth  Angle of internal friction of soil  Angle of friction between soil and wall  Length of stem column (between the surfaces of the restrains) Diameter of column D Effective length of column (IRC:21-2000, 306.2.1) [ effective length factor 1.2 ] Forces on the Pier at Point from superstructure

Impact factor

Distance from center Dead Load (kN) 1 Live load (kN) 1.098 Forces at bottom of Footing Dead Load Dead Load From Superstructure Dead Load due to pier cap Dead Load of Pier Stem

A -2.50 2140.00 641.28

m m m m m

16 kN/m³ kN/m³ 24 kN/m 0.150 0.075 Degree 0 32 16 10500 mm 2600 mm 12600 mm

L= Le =

Total Load Total Load CG of Load (absolute) (incl. impact) wrt center, m C (excl. impact)

B 0.00 2.50 0.00 2140.00 0.00 641.00

4280.00 4280.00 1282.28 1407.72

0.000 -0.001

8560 kN 702.00 kN 1083.10 kN 3807.74 kN

D d lload Dead d off ffooting ti

Total Dead Load Breaking Force:( As Per IRC:6-2000, 214.2) Braking force = 20% of the weight of the design vehicle (Class A) Height of deck surface from the pier cap= And this force acts along the bridge at 1.2m above the road level Total weight of the IRC Class A vehicle = Therefore braking force length = Moment Due to Breaking Force

Effect of buyoncy

m m m m

14153 kN

3.3 m 16.60 m from base 700 kN 140 kN 2324 kN-m

[IRC:6-2000, 216.4 (a)]

Volume of submerged part of pier = Net upward force due to buyoncy =

127.11 m³ -1271.12 kN

Pier_Foundation



3

Live Load Live Load Excluding Impact = which will act at eccentricity ('CG of Load wrt center) Critical moment due to live load eccentricity

2564.55 kN -0.001 m -1.379375 kN-m

Frictional force due to resistance of bearings (temperature effect) Lateral force due to frictional resistance of bearings, And this force acts along the bridge at Moment due to temperature effect

138.36 kN 12.10 m from base 1674.18 kN-m

(From S. Sir) Force due to water current Exposed height to water current perimeter Area exposed Maximum mean velocity m/sec Maximum velocity, Sqrt(2)*V, (IRC:6-2000,213.3), V = 2000 213 2) K = Shape factor for square end (IRC:6 (IRC:6-2000, 213.2), Pressure intensity =0.5KV² (IRC:6-2000, 213.2) = Hence force due to water current = Moment due to water current Seismic Forces on Seismic Forces Due to back fill and Approach Slab are also considered. Horizontal seismic forces: Forces ((kN)) Lever Arm ((m)) Superstructure: 1027.20 12.10 Pier cap 105.30 11.10 Pier stem 162.46 5.85 Footing 571.16 0.80 Total 1866.13 Vertical seismic forces: Superstructure: 642.00 Pier cap 52.65 Pier stem 81.23 Footing 285.58 Total 1061.46

Pier_Foundation

10.60 43.29 2.2 3.11 0 66 0.66 3.1944 92.19 977.24

m m

kN kN-m

Moment ((kN-m)) 12429.12 1168.83 950.42 456.93 15005.30



4 210.5

HFL 16.8

203

LBL

199.90

3.10

1.50 6.20

193.7

MSL 4.9

22

15.80 188.8

level of fixity

10.90 177 90 177.90

Foundation level

0.7 3.00 13.40

1

7.40 3.00 Length of Pile cap Along Brodge Axis = Length of Pile Cap Across Bridge Axis = Depth of Fixity from maximum Scour Level =

0.7 7.40 m 13.40 m 4.9 m

(IS 2911 part I section II, Appendix C, Adopting Max value) Di Diameter off Pil Pile = Depth of Pile = No of Pile in one row = (Along Bridge Axis) No of Row = Total No of Pile (n) = Embedded length of Pile = Thickness of Pile Cap = 709 5 IRC 78:2000 Cl 709.5

Factor of Saftey FS = IRC 78:2000 Cl 709.3 offset of pile cap from the outer face of outermost pile = Center to center distance of the piles Along Bridge Axis (Xi) = Across Bridge Axis (Yi) =

Pier_Foundation

1m 22.00 m 3 5 15 15.80 1.60 m OK 2.5 0.20 m Ok 3.00 m 3.00 m



5

6.70 m 6.70 m

Width of Pile Group (Outer Surface of The piles) along Axis (B) = Width of Pile Group (Outer Surface of The piles) across Axis (L) =

44.89 m

Area Enclosed by pile Groups (Ag) = Loads and Moment Calculation

2

Vertical load, Horizontal load along Horizont Moment along P traffic(Y-Y) al load traffic (Y-Y) across traffic (XX)

Factor Combination combination I Dry case, Non-seismic Increment factor for allowable stresses* Total Dead load 1 14152.84 Live load 1 2564.55 Tractive/Braking force 1 140.00 140.00 2324.00 Frictional force 1 138.36 1674.18 Total 16857.39 278.36 0.00 3998.18 combination VI Dry case, Seismic Increment factor for allowable stresses* Non seismic forces Total Dead load Live load Tractive/Braking force Frictional force Seismic forces T l Total

1 0.5 0.5 0.5 1

14152.84 1282.28 70.00

Non Seismic case Dry (comb. I) Flooded (comb. I-a) Seismic case Dry (comb. VI) Flooded (comb VI-a) Max Loads:

force (kN)

1 -1.38

-1.38 1.5

-0.69

70.00 1162.00 69.18 837.09 1061.46 1866.13 1866.13 15005.30 16566 58 16566.58 2005 31 1866.13 2005.31 1866 13 17004 39 17004.39 combination I-a Flooded case, Non-seismic Increment factor for allowable stresses* Total Dead load 1 14152.84 Live load 1 2564.55 Tractive/Braking force 1 140.00 140.00 2324.00 Frictional force 1 138.36 1674.18 Buyoncy 1 -1271.12 Water Current 1 92.19 92 19 Total 15586.27 278.36 92.19 3998.18 Flooded case, Seismic Increment factor for allowable stresses* combination VI-a Total Dead load 1 14152.84 Live load 0.5 1282.28 Tractive/Braking force 0.5 70.00 70.00 Frictional force 0.5 69.18 Buyoncy 1 -1271.12 1674.18 Water Current 1 92.19 1 1061.46 1866.13 1866.13 15005.30 Seismic forces Total 15295.46 2005.31 1958.32 16679.48 Summary of Loads Moment Particular/Load cases Vertical Horizontal force (kN)

Moment across traffic (X-X)

Moment Along Axis (kN.m)

-1.38

977.24 977 24 975.86 1.5 -0.69

977.24 15005.30 15981.85

Across Axix (kN.m)

16857.39 15586.27

278.36 293.23

3998.18 3998.18

-1.38 975.86

16566.58 15295.46 16857.39

2739.28 2802.90 2802.90

17004.39 16679.48 17004.39

15004.61 15981.85 15981.85

Pier_Foundation

15005.30 15004 61 15004.61 1



6

Maximum load on individual piles Maximum and Minimum Load is given by V max = [V/n] + (Mxx*Xmax)/ Xi² + (Myy*Ymax)/ Yi² V min = [V/n] - (Mxx*Xmax)/ Xi² - (Myy*Ymax)/ Yi²

Moment of Inertia of Piles Xi²=

90.00 m²

Yi²=

270.00 m²

Maximum Load will be on outermost pile So, X max = Y max = Particular/Load cases Vertical force (kN)

3.00 6.00

Vmax

Vmin

Non Seismic case Dry (comb. I) 16857.39 1257.07 Flooded (comb. I-a) 15586.27 1194.04 Seismic case Dry (comb. VI) 16566.58 2004.69 Flooded (comb VI-a) 15295.46 1930.83 Design of Pile Concrete grade Steel grade Allowable stress of steel in tension and shear Allowable stress of steel in direct compression Allowable compressive stress in concrete in flexure Allowable comp. stress in concrete in direct compression Modular ratio (m)

Recommended Pile Capacity from soil Investigation

H max

990.58 884.13

18.56 19.55

1650 1650

OK OK

204.19 108.56

182.62 186.86

2475 2475

OK OK


30 500 240 205 10.00 7.5

k j

0.90

g moment coefficient The resisting

R

1.33

Non Seismic Seismic

Pier_Foundation

N/mm² N/mm² N/mm² N/mm N/mm² N/mm² N/mm²

10

Neutral axis factor

Cover Horizontal Force Per Pile

Remark

0.29

80 mm 19.5 kN 186.9 kN



7

Pier_Foundation



8

2.74E+04 MN/m 4.91E-02 m4

Elasticity of Concrete, Moment of Inertia, Soil Type

2

Cohensionless Soil

Calculation for Cohesionless Soil

Calculation for Cohesive Soil

Calculate

Not Applicable

ηh

5 MN/m3

(Table 3 IS 2911) Stiffness Factor T Embedded length of Pile (Le)

L1

K or ηh 3.06 m 15.80 m

Lf/T

2 6.12

15.80 m

L1

3.10 m

L1/R

0.72

Lf/R

1.950

Lf

Moment MF Fixed End Moment,

8.3 m Seismic Case

Non Seismic Case 90 15 90.15

Reduction Factor, m

861 67 KNm 861.67

0.85

Actual maximum moment, M Maximum Axial Force (kN)

4.3 m

Embedded length of pile, Le

1.0

Lf

4

Relative Stiffness Factor, R

3.10 m

L1/T

3 20000 kN/m

k1 ((IS :2911/Part1/Sec2-2010/Table 4))

0.85 (IS :2911/Part1/Sec2-2010/Fig. 3, Fixed Head /Amendent)

76.62

732.42 KNm

1257.07

2004.69

Design For Non Seismic Case

Sectional area of pile = (Ag) Let Provide main reinforcement 1.8 % of Sectional area Total Area of reinforcement Let Provide 20 mm dia bars. Provided Number of Bar 46 Provide in one row Spacing between the bars = 68 Cover provided Let provided diameter of transverse reinforcement the diameter up to the line of reinforcement Dc So Area of Steel Provided (As) So Area of Concrete (Ac) Check for Section capacity of Stem Equivalent area of Section Ae = Ac+(1.5m-1)*As= Equivalent moment of inertia of section Ie = (PI*D^4/64) + (m-1)*As*Dc² / 8

785398.2 mm² 14137.1669 mm² (AP5) mm 80 10 840 14451.3262 770946.8

mm mm mm mm² mm²

973265.4 mm² 6.535E+10 mm

3

130690254 mm 1.292 N/mm² 0 586 N/mm² 0.586 N/ ² 0.2308 <1 Satisfied 0.56 Satisfied

Ze = 2*Ie/D = Scc = P/Ae = S b = M/Z Scb M/Ze = (Scc/Sacc + Scb/Sacb) = (Scc/Sacc + Scb/Sacb) = Seismic Case: Summary of reinforcement of Pile Section 46 nos of 20 mm dia bars Provide

Volume of tie of 10 mm tie Number of Ties per meter of pile = & Spacing =

PLP1 mm

2

2356194.49 mm

3

207261.7 mm 12

3

Ast provided = 14452.00 Lateral Ties Minimum volume of lateral reinforcement per meter length of pile

84.00

Pier_Foundation

4

ok 0.3 %

mm c/c

PLP2



9


Ø 20 @ 46 Nos PLP1

Ø 10 @ 84 mmc/c PLP2 Design of Pile Cap From Face

1.3 1.70 3.00

Bending Moment at the face of Column = Neutral Axis Factor Xc [m*Scbc/m*Scbc+Sst] = Lever Arm Z [1-Xc/3] = Moment of Resistance Factor R [Scbc/2*Z*Xc] = Minimum Effective depth requireq deff_min [sqrt(M/R*b] b] = ff i [sqrt(M/R

1271.63 kN-m 0.29 0.90 1.33 979 131 mm 979.131

Provided Over all Depth Cover provided (Top and Cover) So, effective actual depth deff

1600.00 mm 75 mm 1525 mm Ok

Area of Reinforcement required Ast [M/Z*deff*Sst] =

3852.05 mm

Pier_Foundation

2



10

Provided Reinforcement Nos Reinforcement Tensile Reinforcement (Bottom) Bothway Top Bar Top Reinforcement Bothway f

Dia of Bar 25

Spacing (mm) c/c provided 120

mm² > Ast required OK

mm² %

Nos 62 112

OK

1.0 tau_p =

Punching stress developed =

700 mm spacing

PPC3+4

mm c/c

1600.00 mm

So, allowable punching Stress

Providing Nominal Chair Bar 10 dia @

Level

62.00 PPC1+2 112.00

9

Ast Provided (Bottom) 4417.86 Min 0.12 % of gross area 25 mm 120 Ast Provided (Top) 4090.62 0.26824

Check For Punching Stress Depth of Section = Allowable punching pressure, tau_p = ks(0.16*sqrt(fck)) Where, ks = the minimum of 1 and 0.5+bc = bc = B/L = 1

Total

Per meter

0.876 N/mm

2

0.20 N/mm OK

2

PPC6

Ø 10 @ 700c/c PPC6 Ø 25 @ 120c/c PPC3 & PPC4

3 Nos 10 mm bar Periphery PPC5

Ø 25 @ 120c/c (PPC1 & PPC2)

Ø 20 @ 46 Nos PLP1

Ø 10 @ 84 mmc/c PLP2

Pier_Foundation


Re

Bar Bending Schedule

Bar Bending Schedule of Abutment Cap Shape

Label

AC1

Dia

10870

Length( Unit Weight Weight(Kg) m) (Kg)/m

Nos

12

28

10.870

0.888

270.215

10

62

5.310

0.617

203.351

8

4

16.000

0.395

25.253

2

Total Weight

1770 AC2

835 2x50

600

AC3

Pitch 75 mm bothways, 2 layers

500

Total No of Abutment

498.819 997.638

Bar Bending Schedule of Abutment Stem Shape

Label

Dia

Length (m)

Nos

Unit Weight Weight(Kg) (Kg)/m

450 AS1

8750

25

110

9.650

3.853

4090.341

8750

20

85

9.65

2.466

2022.860

16

56

23.540

1.578

2080.626

450 450 AS2

450 10870 AS3

900

900

10870 Total No of Abutment

2

Total Weight

Abutment Detailing

8193.827 16387.654



Bar Bending Schedule of Abutment Back Wall Shape

Label

Dia

Length (m)

Nos


250 AB1

4400

25

53

6.47

3.853

1321.356

20

43

5.42

2.466

574.761

12

11

22.24

0.888

217.195

16

41

1.82

1.578

117.775

10

82

0.65

0.617

32.861

10

41

0.4

0.617

10.111

570 1250

250 AB2 4600 570

10870 AB3 250

AB4

220

500

250

300

700 100 500

AB5 75

75

250

AB6 75

75

AB7

10920

20

1

10.92

2.466

26.930

AB8

10920

16

3

10.920

1.578

51.706

Total No of Abutment

2

Total Weight

Abutment Detailing

2352.696 4705.392



Bar Bending Schedule of Pile per Abutment / Pile Cap Shape

Label

Dia

Length (m)

Nos


200 APL1

21350

APL2

25.00

360.00

21.6

3.853

29894.365

10.00

3840.00

2.74

0.617

6484.447

1350

25

112

10.0

3.853

4294.184

1350

25

62

15.9

3.853

3805.809

1350

25

112

10.0

3.853

4294.184

1350

25

62

15.93

3.853

3805.809

10

3

41.8

0.617

77.314

10

22

34.32

0.617

465.511

50 dia =

APC1

840

1350 7250

APC2

1350 13230

APC3

7250

1350

APC4

1350

13230

200

APC5

13230

7270

200

400

18 nos 200

1316.0

APC6

400

19 nos

bothway @ spacing

700.00 mm c/c

Total No of Cap

2

Total Weight

Abutment Detailing

53121.623 106243.25



Bar Bending Schedule of Pier Cap Shape

Label

AP1

400

AP2

400

7340

Dia

400

Nos

Length

Unit Weight (Kg)/m

Weight(K g)

32

25

8.14

6.321

1286.40

25

23

8.54

3.858

757.84

16

59

19.300

1.580

1799.54

16

5

53.56

1.578

422.678

400 2600

2570

4290 8 Legs Average H= 840

AP3

AP4

Averaage 4370

2520

1840

7340 10 nos

AP5

7340

12

75

7.34

0.888

488.742

AP6

7340

32

24

7.34

6.313

1112.159

Total No of Pier

9

Pier Detailing

Total Weight

5867.3631 52806.268



Bar Bending Schedule of Pier Stem Shape

Label

AP7

Dia

11100

Nos

Length

Unit Weight (Kg)/m

Weight(K g)

32

100

11.5

6.321

7269.60

12

68

8.217

0.889

496.69

12

34

2.644

0.889

79.91 7846.1998 70615.799

400 150

AP8 Dia =

AP9

2520 50

2544

Total No of Pier

9

Pier Detailing

Total Weight



Bar Bending Schedule of Pile per Abutment / Pile Cap Shape

Label

Dia

Length (m)

Nos

Unit Weight (Kg)/m

Weight (Kg)

200 PLP1

23460

PLP2

690.00

23.7

2.466

40260.89

10.00

4220.00

2.74

0.617

7126.137

1450

25

112

10.15

3.853

4380.50

1450

25

62

16.13

3.853

3853.59

1450

25

112

10.15

3.853

4380.50

1450

25

112

16.13

3.853

6961.33

10

3

41.56

0.617

76.87

10

22

36.32

0.617

492.64

50 dia =

PPC1

20.00

840

1450 7250

PPC2

1450 13230

PPC3

1450

PPC4

1450

7250

13230

7300 2200

13280

PPC5

19 nos

200

400

200

1416

APC6

400

18 nos

bothway @ spacing

700.00 mm c/c

Total No of Pier

9

Pier Detailing

Total Weight

67532.449 607792.04


Bridge Abutment Pier Design as Per IRC

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