abutments 6.00m heigh_6 piles_typical

7/28/2019 Abutments 6.00m Heigh_6 Piles_Typical

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RCI Project - Rail Component

Subproject - 1

Bridge No.

DESIGN OF ABUTMENT WALLS

Specification data

Unit Weight of Concrete = 25.00

Unit Weight of Soil = 18.00

Angle of Internal Friction () = 30

Co-eff., Active Earth Press. (Ca) (Weep hole will not be used) = 0.50

Ultimate Strength of Steel (fy) Cube Strength CF for Cylinder = 5.00E+05

Ultimate Strength of Conc. (f'c) 35000 kn/m * 0.800 = 2.80.E+04

Allowable Stress of Steel (fs) 0.40 * fy = 2.00E+05

Allowable Stress of Concrete (fc) 0.40 * f'c = 1.1E+04

Shear Stress, no Web Reinf. (vc) 2.89 * f'c^.5= 4.8E+02

Shear Stress (Punching) 5.25 * f'c^.5= 878

Allowable Bond Stress 113 f'c)^0.5/d = 1.90E+04

(d = Bar Diameter, mm) OR --> = 1103 Kn/m (whic

Modulus, Elasticity of Steel (Es) = 2.00E+08

Modulus, Elasticity of Conc. (Ec) = 2.53E+07

Cover + 1/2 the Bar Diameter = 91

For Above Unit Stresses, n = 7.90

For Above Unit Stresses, k = 0.307

For Above Unit Stresses, j = 0.898

For Above Unit Stresses, R = 1.54E+03

Rail Top Rail Ht. Sleeper Ballast W.C

Design Data 8.919 0.172 0.220 0.300 0.080

Formation Level or Wall Top Level (Rail Level - Rail Ht. - Sleeper Thickness) = 8.147

Wall Bottom Slab Level = 2.147

Bottom of Bearing Level = 6.469

Assumptions

Thickness of Abutment Wall at Top = 500

Thickness of Abutment Wall at Bottom = 1200

Base Slab Thickness Assumed = 1800

Width of the Abutment Wall = 9.200

Height from top of base, h = 6.00

Total Height of the Abutment, H = 7.80

500 mm

8.147 m

//////////////// ////////////////

6.00 m

EL 2.147 1200

1800 mm

ABUTMENT WALL SECTION (Typical)


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DESIGN LOADS AND MOMENTS (per m length of wall)

Static Earth Pressure in Abutment Wall, EAS = 1/2* *H *CAS = 162.00 kn

And acts at height from base of Abutment Wall, H/3 = 2.00 m

Corresponding Moment = 324.00 kn-m

Dynamic Force Exerted by the Soil Mass, EAE = 1/2**H *CAD = 4.43 kn

And acts at height from base of Abutment Wall, H/2 = 3.00 m


Pressure due to Dead and Live Load Surcharge

Active Earth Pressure, Rectangular Part, = (S+V)/L*Ca = 65.30 kn/m

Acting at h/2 from section under consideration at base = 3.90 m

Active Earth Pressure, Triangular Part = 53.64 kn/m

Acting at (h-((L-B)/3)) from section under consideration = 3.93 m


Longitudinal Forces on Abutment (With Fixed Bearing) Span : 25mLongitudinal Force, Coefficient 0.50 84.00 Ton = 412 kn

(As per U IC Code 774 - 3R, @nd editi on, October 2001, Page 16, Wi th CWR)

Force per metre Width of Abutment = 44.76 kn/m width

And acts at the Bearing Level with Moment Arm = 4.32 m



DESIGN LOADS, MOMENTS AND SHEARS

H = Height of Stem = 6.00 m

V = Shear at base of stem = 285.37 kn

M = Moment at Base Slab Level = 996.38 kn-m

MEMBER THICKNESS

M = Design Moment = 996.38 kn-m

R = Resisting Moment Coef. = 1.54E+03 kn/m

b = Unit Width of Member = 1.00 m

dr(Moment) = 804 mm

dr(Shear) = V/(v*b) = 285.37 kn

V = Design Shear = 4.84E+02 kn/m

v = Allowable Shear Stress of Concrete = 590 mm

dr(Moment) > dr(Shear) Use dr = 804 mm

c = Coverage + 1/2 Dia.Reinforcement = 91 mm

tr = dr + c= 804 + 91 = 895 mm

ta = Actual Member Thickness Provided = 1200 mm

ta > tr Design is OK.

HORIZONTAL SHRINKAGE REINFORCEMENT

Ast = Required Area of Steel

= K1 * ta * b OR = K1 * 380 * b

(for ta 380 mm)

Length of Exposed Length of Abutment = 9.20 m

Member Face ta = Actual Thickness of Memb = 1200 mm


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> 9 m 0.0025 0.0020

Ast(Exposed Face) = 0.0025 * 380 * 1000 = 950 mm

Use 16 mm @ 200 mm c/c (Ast = 1005 mm)

Ast(Earth Face) = 0.0020 * 380 * 1000 = 760 mm

Use 16 mm @ 250 mm c/c (Ast = 804 mm)

VERTICAL EXPOSED FACE REINFORCEMENT

Length of Member = Height of Returnwall (H + Ta) = 7.20 m < 9 m

ta = Actual Thickness of Member = 1200 mm > 380 mm

K1 (Exposed Face) = 0.0025

Ast = 0.0025 * 380 * 1000 = 950 mm

Use 16 mm @ 200 mm c/c (Ast = 1005 mm)


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The allowable bond stress is compared to the actual bond stress to determine whether

the design is adequate.

bs(allow) > bs(actual) Design is OK. 12 * Bar Diameter Use dx = = 942 mm 1 m Curtailment should be made.

CHECK SHRINKAGE REINFORCEMENT

Ast(Moment) = 1/2 * Ast(Moment, at Base Slab Level Section)

= 1/2 * 5004 = 2502 mm

Ast(Shrinkage) = 760 mm

Ast(Moment) > Ast(Shrinkage) Use x = 2.37 m


5/7

da > 12 * Bar Diameter Use dx = 658 mm 1 m Curtailment should be made.

CHECK SHRINKAGE REINFORCEMENT

Ast(Moment) = 1/4 * Ast(Moment, at Apron Level Section)

= 1/4 * 5004 = 1251 mm

Ast(Shrinkage) = 760 mm

Ast(Moment) > Ast(Shrinkage) Use x = 3.89 m tr Design is OK.


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HORIZONTAL SHRINKAGE REINFORCEMENT

Ast = Required Area of Steel

= K1 * ta * b OR = K1 * 380 * b

(for ta 380 mm)

Length of Exposed Length of Abutment = 0.00 m

Member Face ta = Actual Thickness of Memb = 500 mm

9 m 0.0025 0.0020

Ast(Exposed Face) = 0.0025 * 380 * 1000 = 950 mm

Use 16 mm @ 200 mm c/c (Ast = 1005 mm)

Ast(Earth Face) = 0.0020 * 380 * 1000 = 760 mm

Use 16 mm @ 250 mm c/c (Ast = 804 mm)

VERTICAL EXPOSED FACE REINFORCEMENT

Length of Member = Height of Returnwall (H + Ta) = 1.68 m < 9 m

ta = Actual Thickness of Member = 500 mm > 380 mmK1 (Exposed Face) = 0.0025

Ast = 0.0025 * 380 * 1000 = 950 mm

Use 16 mm @ 200 mm c/c (Ast = 1005 mm)


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REINFORCEMENTS

Member Bar dia Spacing Ast

moment shrink @ provided

(mm) (mm) (mm) (mm c/c) (mm)

STEM Ver exp face - 950 16 200 1005

Ver earth face 5004 760 28 100 6158

Hor exp face - 950 16 200 1005

Hor earth face - 760 16 250 804

Ver exp face - 950 16 200 1005

Ver earth face 2244 760 25 200 2454

Hor exp face - 950 16 200 1005

Hor earth face - 760 16 250 804

BAR CURTAILMENTS

Curt. ht. Depth of Curt. pt. Ast Ast

Member Curtailment from top sectn.at 12 * above bot momt. shrink

No. h curt.pt. slab, x

(m) da (mm) (mm) (m) (mm) (mm)STEM 1st curtailm 4.57 942 336 2.37 2502 760

2nd curtail 2.77 658 336 3.89 1251 760

MEMBER THICKNESS

Member thickness

Member Moment Shear

dr(mom) dr(shear) tr(req) ta(act)

(kn-m) (kn) (mm) (mm) (mm) (mm)

STEM 996.38 285.37 804 590 895 1200

BACK

WALL

Required Provided

Reinforcement in

Directions and at Top

and Bottom

Ast required

abutments 6.00m heigh_6 piles_typical

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