Construction of Bridge at Km. 1.10 of the Bypass road at Yallammanagudda, near Sri Renuka Yallamma Temple in Savadatti Yallamma constituency of Belagavi District. Under HoA 5054 KRDCL Capital Expenditure for the year 2026-27

Financial Year Total value of Civil Engineering works executed and payments received in the last five years (in Rs. lac)

Attach Chartered Accountant's Yearwise Statements.with audited profit and loss account

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be submitted at the time of opening of Technical bid for verification

Work executed as prime contractor (in the same name) on works of similar nature during the five years specified)

Project Name Name & Address of the Employer Name of Work Contract Number Value of contract Rs. Lakhs Date of Markout /Date of Handing over of site Specified period of completion (including/excluding Monsoon Actual date of completion Remarks (appreciation letter received for early completion or reasons, if there is delay in completion)

Attach Workdone Certificate for each work indicated above, in Format 3, obtained from the Competent Authority

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be submitted at the time of opening of Technical bid for verification

Quantities of work executed as prime contractor (in the same name) during the last five years i.e., from 2015-16 to 2019-20

Year Name of Work Name of Employer Quantity of work performed Remarks(Indicate contract reference)

Earth work excavation in Cum Plain Cement Concrete (in Cum) Reinforced Cement Concrete (in Cum) Stone Masonry (in Cum) Brick Masonry (in Cum) Steel (in Qtl) Finishinh Items (in Sqm)

Attach Workdone Certificate for each work indicated above, obtained from the Competent Authority not below the rank of Executive Engineer or equivalent.

Note : Documents shall be attested by the Notary or Government Gazetted

FORMAT FOR WORK DONE CERTIFICATE TO BE OBTAINED FROM COMPETENT AUTHORITY

has executed/ is executing(strike off which ever is not applicable) the work of .............................................

in this Organisation. The details of the work is as under:

1 Name of the Project :

2 Name of the Work :

3 Contract Amount :

4 Date of signing the Agreement :

5 Date of handing over of the Site :

6 Progress * : 2019

January February March April May June July August September October November December

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2020

January February March April May June July August September October November December

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2021

January February March April May June July August September October November December

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2022

January February March April May June July August September October November December

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2023

January February March April May June July August September October November December

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2024

January February March

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

7 Stipulated Period of Completion (including monsoon)

8 Prescribed Date of completion

9 Actual Date of Completion/ Probable Date of Completion

10 Cost of balance work (if work is in progress) :

11 Reasons if any for delay in completion, if work completion is delayed :

12 Penalty if any imposed :

13 Any other information :

* Monthwise progress shall be furnished seperately.

Date: (Authorised Signatory)

Address for correspondence:

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be submitted at the time of opening of Technical bid for verification

Monthly Physical and Financial Progress Achieved in all Contracts which are referred to in Format 3

Names of Works Item of Work Names of Employers 2019 Remarks (Indicate contract reference)

January February march April May June July August September October November December

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be submitted at the time of opening of Technical bid for verification.

Information on works which are yet to be completed.

(EXISTING COMMITMENTS AND ON-GOING WORKS)

Project Name Name & Address of the Employer Name of Work Contract Number Value of contract Rs. Lakhs Date of Markout /Date of Handing over of site Specified period of completion (including/excluding Monsoon cost of balance works remaining Rs. in lac Probable date of completion

Attach Certificate for each work indicated above, in Format 3, obtained from the Competent Authority

Note : Documents shall be attested by the Notary or Government Gazetted.

Information of the works for which Tender acceptance letters are received.

Project Name Name & Address of the Employer Name of Work Tendered Amount in Rs lac Specified period of completion (including/excluding Monsoon Probable Date of Handing over of site

Attach letters of Acceptance received.

Note : Documents shall be attested by the Notary or Government Gazetted.

Information of the works for which Tenderer has submitted Tender.

Project Name Name & Address of the Employer Name of Work Amount put to Tender in Rs lac. Specified period of completion (including/excluding Monsoon Prescribed last date of submission of tender Probable date of decision on the Tender Remarks if any.

List of Machineries Required

Item of Equipment Requirement Owned/ Hired/Leased Owned/ Hired/Lease and available Remarks

No. Capacity Number/Capacity Age/ Condition

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be produced at the time of opening of Technical bid for verification.

BANKER’S CERTIFICATE

This is to certify that M/s. ………………………….. is a reputed company with a good financial standing. If the contract for this work, namely............................................................................... ............................................................................................................................................... (Name of the work) is awarded to the above firm, we shall be able to provide overdraft/credit facilities to the extent of Rs. …………....../- (inwards) .................................................................... ............................................................................................................................................... to meet the working capital requirements for executing the above contract

Name of the Bank, Senior Bank Manger

Note : Documents shall be attested by the Notary or Government Gazetted and original documents to be submitted at the time of opening of Technical bid for verification.

Information on litigation in which the Tenderer is involved:

Other Party/Parties Employer Details of Dispute Amount involved Remarks showing Present Status

Construction of Bridge at Km 1.10 of bypass road at Sri Renuka Yellamma Temple in Yellammanagudda, in Savadatti Yellamma constituency of Belagavi district Under HoA KRDCL bridges for 2026-27 `

Sl. No. Particulars Pages

2 GENERAL REPORT

3 STRUCTURAL DESIGN

4 ESTIMATE FOR MINOR BRIDGE

5 APPROACH ROAD ESTIMATE

7 ESTIMATE FOR DIVERSION WORK

6 RATE ANALYSIS

STABILITY OF WING WALL/RETURN : (Cantilever Retaining Wall Type) RHS

Cantilever type of Retaining wall is adopted Soil strata

Grade of Concrete M25

Compressive strength of concrete fck 25 N/mm2

Characteristic Yield Strength of steel fy 500 N/mm2

Unit Weight of Concrete 2.40 t/ m3

Unit Weight of Soil (w) 1.80 t/ m3

Co-efficient of Earth Pressure (Ka) 0.33

SBC of soil Report enclosed 21.34 t/m2

Top width of Return (b) 0.25 m

Diameter of steel used or Stem 20 mm

Distribution steel 12 mm

Clear Cover 40 mm

Top level of Road RL. 760.410 m

Top level of Return RL. 760.410 m

GL near Return RL. 754.140 m

Lowest Nala Bed Level RL. 754.140 m

Foundation Level of Return RL. 752.140 m

Depth of Toe/Heel Slab considered 0.50 m 600

Depth of foundation considered below GL 2.00 m Foundation Level of Abutment

Foundation level of Return RL. 752.140 m 752.140

Depth of foundation from GL 2.00 m

Height of Stem (H) 7.77 m

Slope of Return at front side 0.0450 :1

Bottom width of Retaining wall considered 0.60 m

Design of Base Slab:

Super imposed Load due to Traffic 1.00 t/m2

The equivalent additional height of soil corresponding to the super-imposed load 0.56 m

The Hzl. Earth Pressure 20.77 t-m

Max. B.M. at base of the stem 57.65 t-m

Factored B.M. 864.76 Kn-m

Required Effective depth for max. bending

Mu,x = 0.36 fck b Xu, x (d - 0.416 Xu, x)

Where Ru max = 0.36 fck Ku,max (1 - 0.416 Ku,max) 3.33 n/mm2

Where Ku,max = Xu,max/ d = 0.0035 0.456

or d 2 = M u, x

0.36 fck b (xu,x/d) [1-0.416 (xu,x/d)]

d = Mu, x 510 mm

The effective depth of footing required (d)= 510 mm 500.00

Overall depth of Base Slab 600 mm

The thickness of Base Slab is taken as thickness of Stem at Base 600 mm

Effective depth 550 mm

Total Height of Wall 8.37 m

Width of base slab (b) = 0.50 to 0.60 H 5.02 m 0

Toe Projection = 1/3 of Base width 1.67 m

Stability Calculation for 1 m run of Wall:

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm (M+) (M-)

(tonne) (tonne) (m) (t-m) (t-m)

Tringular 3.263 3.067 10.008

Rectangular 4.662 2.825 13.170

3 Soil (Heel side) 37.762 1.350 50.979

4 Super-imposed Load 2.700 1.350 3.645

5 Lateral Pressure 23.88 2.975 71.03

Net Moment 166.84 t-m

Resultant Load X = M/ V 3.00 m

Eccentricity e B/2 - X 0.50 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 17.81 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 4.43 t / m2

No negative pressure develops

Design of Stem:

Max B.M. 57.65 t-m

Factored B.M. 864.76 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 720 mm2

Dia. of Bar provided 20 mm

Spacing required (mm) 73.30 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 73 mm

Spacing provided (mm) 70 mm C/c

Ast Provided (mm2) 4485.71 mm2

Curtailment of Main Steel:

The B.M. being less at higher levels, the spacing of main reinforcement shall be decreased at higher levels.

X1 be the depth at which alternative bars may be curtailed = 6.05 m. from top

The alternative bars can be curtailed at a distance of 1.72 m. from bottom

* Check for Minimum Steel :

Minimum steel required for Fe 500 is 0.12 % of gross cross sectional area

Ast Min. 720 mm2

** Minimum spacing criteria:

The spacing shall be minimum of the fallowing;

a) 3 times the effective depth (3 d) = 1650 mm

b) 300mm 300 mm

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 720.00 mm2

Spacing required (mm) 157.00 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 314 mm C/c

Design of Toe Slab:

The toe slab subjected to an upward load due to soil reaction

Max B.M. = Moment of the soil reaction - Moment of DL of the toe slab

Rectangular 13.26 t-m

Tringular 4.38 t-m

Moment of the soil reaction Total= 17.64 t-m

Moment of DL of Toe Slab 2.08 t-m

Max. B.M. = 15.56 t-m

Factored B.M. 233.37 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 720.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 198.33 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 198 mm

Spacing provided (mm) 190 mm C/c

Ast Provided (mm2) 1057.68 mm2

Design of Heel Slab:

The heel slab subjected to downward load due to DL of Heel+wt. of soil +Traffic Load- soil reaction

Max B.M. = Moment due to down word load - Moment due to soil pressure

Moment due to DL of Heel Slab 5.25 t-m

Moment due to Weight of Soil 50.979 t-m

Moment due to Traffic 3.645 t-m

Total = 59.87 t-m

Moment of the soil reaction

Rectangular 16.14 t-m

Tringular 17.55 t-m

Total= 33.70 t-m

Max. B.M. = 26.18 t-m

Factored B.M. 392.63 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 720.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 114.59 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 115 mm

Spacing provided (mm) 95 mm C/c

Ast Provided (mm2) 2115.37 mm2

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 720.00 mm2

Spacing required (mm) 157.00 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 157.00 mm C/c

Factor of Safety :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.75

and below the horizontal generally varies from 0.65 to 0.75

generally varies from 0.65 to 0.75 1.75 > 1.50

Safe against Sliding

Design of Key Wall:

The Design of Key wall is to be considered when FS against sliding is less than 1.50

But it is necessary to provide a factor of safety of 1.50 H

Hence the wall is designed for pressure of 35.81 t

Available Friction Cf V 41.69 t

Unbalanced force -5.88 t

Safe Bearing Capacity for lateral loading= 0.70x SBC for Vertical 14.94 t/m2

Let the height of the Key Wall be 'y' mtr.

Hence provide height of key wall as y = 0.30 m

Max B.M. = -0.88 t-m

Factored B.M. -13.22 Kn-m

d = Mu, x #NUM! mm

Dia. of Bar used 12 mm

Overall Depth #NUM! mm

Which should be at least 200 mm

Depth of Key wall provided #NUM! mm

Effective Depth of Key wall #NUM! mm

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) #NUM! mm2

Dia. of Bar provided 12 mm

Spacing required (mm) #NUM! mm

Minimum spacing ** (mm) #NUM! mm

Recommended Spacing as per min. spacing criteria #NUM! mm

Spacing provided (mm) #NUM! mm C/c

Ast Provided (mm2) #NUM! mm2

20 mm @ 140 mm C/c

GL 754.140 (Based on C/s Details)

20 mm @ 70 mm C/c

Steel Details of Return

Design of Cutoff Wall

Cantilever type of Cutoff wall is adopted Soil strata

Grade of Concrete M25

Compressive strength of concrete fck 25 N/mm2

Characteristic Yield Strength of steel fy 500 N/mm2 Sill 100

Unit Weight of Concrete 2.40 t/ m3 Cutoff Top 99

Unit Weight of Soil (w) 1.80 t/ m3 Cutoff Bottom 96

Co-efficient of Earth Pressure (Ka) 0.33

SBC of soil 10.00 t/m2

Bottom width width of Cut off (b) 0.25 m

Diameter of steel used or Stem 16 mm

Distribution steel 12 mm

Clear Cover 50 mm

Sill of Box Culvert RL. 100.000 m

Top level of Cutoff RL. 99.000 m

GL near Cutoff RL.

Lowest Nala Bed Level RL.

Foundation Level of Cutoff RL. 96.000 m

Depth of Toe/Heel Slab considered 0.50 m 500

Depth of foundation anchorage 0.50 m Foundation Level of Abutment

Foundation Level of Cutoff(Scour depth) RL. 95.500 m 752.140

Depth of foundation from GL m

Height of Stem (H) 3.00 m

Slope of Return at front side 0.0833 :1

Bottom width of Retaining wall considered 1.00 m

Design of Cutoff Wall:

Super imposed Load due to Box cell 10.00 t/m2

The effective equivalent additional height of soil corresponding to the super-imposed load 2.78 m

The Hzl. Earth Pressure 10.00 t-m

Max. B.M. at base of the stem 19.27 t-m

Factored B.M. 289.03 Kn-m

Required Effective depth for max. bending

Mu,x = 0.36 fck b Xu, x (d - 0.416 Xu, x)

Where Ru max = 0.36 fck Ku,max (1 - 0.416 Ku,max) 3.33 n/mm2

Where Ku,max = Xu,max/ d = 0.0035 0.456

or d 2 = M u, x

0.36 fck b (xu,x/d) [1-0.416 (xu,x/d)]

d = Mu, x 295 mm

The effective depth of base slab required (d)= 295 mm 500.00

Overall depth of Cutoff wall 500 mm

The thickness of Cutoff wall is taken as thickness of Cutoff wall at Base slab 500 mm

Effective depth 442 mm

Total Height of Wall 3.500 m

Width of base slab (b) = 0.50 to 0.60 H 2.10 m 0

Toe Projection = 1/3 of Base width 0.70 m

Stability Calculation for 1 m run of Wall:

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm (M+) (M-)

(tonne) (tonne) (m) (t-m) (t-m)

Tringular 0.900 0.333 0.300

Rectangular 1.800 0.125 0.225

3 Soil (Heel side) 0.000 0.000 0.000

4 Super-imposed Load 0.000 0.000 0.000

5 Lateral Pressure 11.81 2.093 24.72

Net Moment 27.89 t-m

Resultant Load X = M/ V 5.34 m

Eccentricity e B/2 - X 4.29 m

Revise the section

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 32.97 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) -28.00 t / m2

Revise the section

Shall be designed as RCC

Design of Cutoff Wall:

Max B.M. 19.27 t-m

Factored B.M. 289.03 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 600 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 123.80 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 124 mm

Spacing provided (mm) 120 mm C/c

Ast Provided (mm2) 1674.67 mm2

Curtailment of Main Steel:

The B.M. being less at higher levels, the spacing of main reinforcement shall be decreased at higher levels.

X1 be the depth at which alternative bars may be curtailed = 1.81 m. from top

The alternative bars can be curtailed at a distance of 1.19 m. from bottom

* Check for Minimum Steel :

Minimum steel required for Fe 500 is 0.12 % of gross cross sectional area

Ast Min. 600 mm2

** Minimum spacing criteria:

The spacing shall be minimum of the fallowing;

a) 3 times the effective depth (3 d) = 1326 mm

b) 300mm 300 mm

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 600.00 mm2

Spacing required (mm) 188.40 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 376 mm C/c

Design of Toe Slab:

The toe slab subjected to an upward load due to soil reaction

Max B.M. = Moment of the soil reaction - Moment of DL of the toe slab

Rectangular 32.97 t-m

Tringular 0.00 t-m

Moment of the soil reaction Total= 32.97 t-m

Moment of DL of Toe Slab 0.00 t-m

Max. B.M. = 32.97 t-m

Factored B.M. 494.56 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 600.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 67.58 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 68 mm

Spacing provided (mm) 60 mm C/c

Ast Provided (mm2) 3349.33 mm2

Design of Heel Slab:

The heel slab subjected to downward load due to DL of Heel+wt. of soil +Traffic Load- soil reaction

Max B.M. = Moment due to down word load - Moment due to soil pressure

Moment due to DL of Heel Slab 0.00 t-m

Moment due to Weight of Soil 0.000 t-m

Moment due to Traffic 0.000 t-m

Total = 0.00 t-m

Moment of the soil reaction

Rectangular 0.00 t-m

Tringular 0.00 t-m

Total= 0.00 t-m

Max. B.M. = 0.00 t-m

Factored B.M. 0.00 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 600.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 334.93 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 300 mm

Spacing provided (mm) 285 mm C/c

Ast Provided (mm2) 705.12 mm2

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 600.00 mm2

Spacing required (mm) 188.40 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 188.00 mm C/c

Factor of Safety :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.75

and below the horizontal generally varies from 0.65 to 0.75

generally varies from 0.65 to 0.75 0.33 > 1.50

The Design of Key Wall necessary

Design of Key Wall:

The Design of Key wall is to be considered when FS against sliding is less than 1.50

But it is necessary to provide a factor of safety of 1.50 H

Hence the wall is designed for pressure of 17.72 t

Available Friction Cf V 3.92 t

Unbalanced force 13.80 t

Safe Bearing Capacity for lateral loading= 0.70x SBC for Vertical 7.00 t/m2

Let the height of the Key Wall be 'y' mtr.

Hence provide height of key wall as y = 1.97 m

Max B.M. = 13.61 t-m

Factored B.M. 204.10 Kn-m

d = Mu, x 272 mm

Dia. of Bar used 12 mm

Overall Depth 327.94 mm

Which should be at least 200 mm

Depth of Key wall provided 328 mm

Effective Depth of Key wall 272 mm

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 393.52 mm2

Dia. of Bar provided 12 mm

Spacing required (mm) 55.71 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 56 mm

Spacing provided (mm) 60 mm C/c

Ast Provided (mm2) 1884.00 mm2

16 mm @ 240 mm C/c

GL 0.000 (Based on C/s Details)

16 mm @ 120 mm C/c

Steel Details of Return

PARAGRAPH 139 (A) OF THE KARNATAKA PUBLIC WORKS DEPARTMENTAL CODE

Division : Executive Engineer, Public Works Department Division Chitradurga.

Sub Division : Executive Engineer, Public Works Department Sub - Division Chitradurga.

Departmental Head :

Name of Work : Construction of Bridge at Km 1.10 of bypass road at Sri Renuka Yellamma Temple in Yellammanagudda, in Savadatti Yellamma constituency of Belagavi district Under HoA KRDCL bridges for 2026-27

This Estimate is framed in the office of the Assistant Executive Engineer P.W.D Sub-Division Chitradurga of the probable expenditure that will be incurred in

Estimated Cost : Rs. 490.00 Lakhs

Administratively Approved under :

Technically Sanctioned under :

Estimate prepared by :

Estimate checked by :

Call of authority budgeted works :

G.D. Enclosed seperataly

Assistant Executive Engineer, P.W.D, Sub -division, Chitradurga. Executive Engineer, P.W,D, Division, Chitradurga.

General Description

Sankeshwar Sangam road is state highway -44 which start from Km 28.35 to 81.54 in this taluka. The road runs in BC soil and also comes under GLBC Command area and in the Yadawad village surroundings number of cement factory i.e. Dalmia Cement works, Jem Cement works & Rathna Cement works, Katwa cement work & one major Satish sugar works located in this area, hence number of heavey loaded sugarcane and magnise cement donomite latriate stone. Vehicals and commercial vehicals are moving on this road, as per traffic census 2017 PCU is 10925 and nos of commercial vehicle is 1691 Nos.

Due to black catton soil the existing crust of the BT surface worned out and sunkund from ch 50.00 to 52.215 (1.365) hence murrum subgrade for full width (10.60 mtr) of 200mm is considered, due to road runs in low laying area fields are at the road level only. Above reach requires strngthning and asphalting for 7.00m carriageway because this part of road comes under village limit of Masaguppi upto ch 52.215 is considered. This existing carriageway not improved since last 5 years. So this surface requires strengthning under fund head of 5054-Appendix-E SH Improvements work. Amount Rs. 200.00 Lakhs.

From Km 36.00 to 38.50 (2.50 kms) (Under 5054 Appendix-E for 2012-13) and km 38.50 to 50.85 (12.35) under SHDP-III work is in progress. Now proposed for next reaches upto village limit of Masaguppi. As per the site condition following provisions are considered for the preparation of estimate above reach.

The following provision are made in the estimate

1 Clearing and grubbing road land including uprooting rank

2 Scarifying Existing bituminous

3 Compaction of original ground/loosening of the berms on either side

4 Providing embankment at Masaguppi village ch 52.00 to 52.215

5 Providing sub-grade 10m width for full reach

6 Construction of granular sub - base

7 Providing , laying, spreading and compacting wmm

8 Providing and applying primer coat

9 Providing, laying and rolling with vibratory roller of built-up spray grout for other reaches

10 Providing and applying tack coat with bitumen

11 Providing and laying semi dense bituminous concrete for full reach

12 Providing and laying bituminous Mecadum

13 Providing road stud & paint

14 Construction of CD's at Ch 51.40, 51.80 & 52.10

This Estimate is prepared by adopting the rates of 2016-17 SR of PWD Dharwad zone. And also considered 5% of area weightage for basic rates since this road comes under Ghataprabha major irrigation commond area. The Estimate cost is Rs. 200.00 lakhs.

Assistant Executive Engineer, P.W.P. & I.W.T.Department Sub-Division Gokak. Executive Engineer, P.W,P&I.W.T. Dept.Chikkodi Dn.Chikkodi.

: CERTIFICATE :

(P.W.D Code -133)

This is certified that, I Shri: A. B. Honnavar, Assistant Executive Engineer, P.W.D. Sub-Division, Chitradurga has personally visited the work spot and prepared the estimate the economic and safe way of executing the work.

(A. B. Honnavar)

Assistant Executive Engineer,

P.W.D. Sub Division,Chitradurga.

: CERTIFICATE :

(P.W.D Code -133)

Certified that, sufficient care has been taken while preparing the estimate in respect of the above mentioned work to see that all necessary items which are technically required for the work, in sufficient quantities are included while preparing the estimate, and specificationss of items included are completed and correct.

Assistant Executive Engineer, Executive Engineer,

P.W.D. Sub Division,Chitradurga. P.W.D. Division, Chitradurga.

: CERTIFICATE :

(P.W.D Code -133)

It is to certify that, this work has not been included or under taken for improvements under any other schemes for last 5 years.

Assistant Executive Engineer, Executive Engineer,

P.W.D. Sub Division,Chitradurga. P.W.D. Division, Chitradurga.

: CERTIFICATE :

(P.W.D Code -133)

This is to certify that this Bridge comes under Ghataprabha Major Irrigation Command Area. Hence 5% area weightage is considered.

Assistant Executive Engineer, Executive Engineer,

P.W.D. Sub Division,Chitradurga. P.W.D. Division, Chitradurga.

R E C A P I T U L A T I O N

HYDRAULIC DESIGN .

PAVEMENT DESIGN

The proposed road is of SH Standard runs in BC soil has been designed for 15 Years life CBR value of Ch 48.85 CBR is 5%

The design traffic is considerd in terms of the cumulative number of standard (in the lane carrying max traffic) to be carried running the design life of the road. This can be completed using the following equation.

N = 365 X (1 + r)N x A x D x F / r

Where N The cumulative Number of Standard axles to be catered for in the design in terms of msa

A = Initial traffic in the year of complition of construction in terms of the number of commercial vehicles per day

D = Lane Distribution factor= 0.75

F = Vehicle Damage factor = 4.50

N = Design life in Years -15 Years

R = Annual growth rate of commercial vehicles 5.00%

P = No.of Commercial vehicles as per last count i.e. as per Traffic census conducted during 2016-17 is 1691

X = No.of Years between the last count and year of completion of construction 2 year

1) By Refering Plate 3 required crust thickness and proposed crust thickness for Km 49 for C.B.R values of 5 % As per I.R.C. 37-2012 P No 26 Plate 3 thickness is 710 mm for 30 msa

As per design As per I.R.C. 37-2012 P No 26 Plate 3 As per actucals

BC 40mm SDBC 25 mm thick Proposed

BM 120mm BM 50 mm thick Proposed

WMM base 250mm WMM base 250 mm thick Proposed

Granular sub base 300mm Granular sub base 200mm thick Proposed

Proposed sub-grade 100mm

Above proposed improvement of road requires as per IRC standered because Number of commercial loaded vehicals moving on this road hence above road requires strengthning Km 50.85 to 52.215 is (1365 mts) GSB 200 WMM 250 BM 50mm +SDBC 25mm.

Assistant Executive Engineer Executive Engineer

P.W.P. & I.W.T.Department P.W.P. & I.W.T.Department

Sub-Divison Gokak. Divison Chikkodi

PAVEMENT DESIGN

Chainage Length CBR Value Designed Thicness Existing Proposed Remarks

From To Total Thickness Sub - Base Base DBM BC Sub - Base Base BM Wearing course Sub - Base Base

WMM BM Wearing course Total Thickness

1 48.85 49.50 0.650 5 710mm 300 250 120mm 40mm - - - - 200mm 250mm 50mm 25mm - Strengthning Proposed

Assistant Executive Engineer Executive Engineer

PWP&IWTD Sub Div Gokak PWP&IWTD Div Chikkodi

TEST REPORT ON SOIL C.B.R.

Referance : Asst Exe Engineer PWP & IWTD Sub-Division Gokak Ltr No 850 Dated:01/08/2014

Date of Testing : 08-05-14

Sample No Details of Sample collected C.B.R. Value as per IS/2720-1987 (part-16) Remarks

1 Km 48.00 5.00 Disturbed Unsoakad CBR soil sample

2 Km49.00 5.00 Disturbed Unsoakad CBR soil sample

3 Km 50.00 5.00 Disturbed Unsoakad CBR soil sample

4 Km 51.00 5.00 Disturbed Unsoakad CBR soil sample

1 The Test result releted to the sample test is not be reproduced in part.

2 The Materials need to be tested as per frequence of M.O.R.T & H Section 900 and IS Specification.

3 Test sample supplied by the Concerned through field staff.

4 Distrubed Unsoakad soil samples tested by dynamic method.

Assistant Executive Engineer

PWP&IWTD Sub Div Gokak

Construction of Bridge at Km 1.10 of bypass road at Sri Renuka Yellamma Temple in Yellammanagudda, in Savadatti Yellamma constituency of Belagavi district Under HoA KRDCL bridges for 2026-27 DON’T TOUCH THIS COLUMN,EXCEPT FOR UPDATING

HYDRAULIC DESIGN

LOCATION: CONSTRUCTION OF BRIDGE NH-13 TO JOIN TUMUKUR - HONNAVARA SH-68 ROAD VIA HOSUDI SHETTYHALLI, TADSA, DONABAGHATTA CH-23.00 KM IN BHADRAVATHI TALUK.

Location Near Savadatti

Road Connecting to MDR

River/ Nala Nala

HYDRAULIC DATA:

Catchment Area (M) 1.90 Sq km.

Skew (a) 0 Degrees

Lowest Nal Bed Level (NBL) 754.140 m 754.140

Raft/Sill level of the Bridge/Barrage 754.140 m

Dickens Co'efficient ( C) 11.00

Ryves Co'efficient ( C) 10.00 8.500 Details of Ryve's Constant

Angle of Repose Ø 30 0

SOIL DATA In Sq Miles in Sq Km. FPS MKS

Safe Bearing Capacity of Soil (SBC) 45.00 t/m2 5 10 12.94 25.89 700 10.50

Unit Weight of Soil 2 t/m3 10 20 25.89 51.78 750 11.25

Depth of Soft Strata 2.00 m 20 30 51.78 77.67 850 12.75

NALA PARTICULARS: 100 & above 258.89 & above 1250 18.75

Bed slope of Nala 0.02000

i.e 1 in 50 Bed Slope Form Topomap-1 0 780

Bed Slope Form Survey 0 767.73

DISCHARGE CALCULATIONS:

i) Discharge calculation by Rational method:

Catchment Area (M) = 190.00 Hectares

Length of Longest Stream (L) = 0.699 Km

Head (H) = 20 m

Run Off Coefficient ( C ) = 0.3 factor

Point Rainfall (F) = 15.5 cm

Lc = 13.48 cm/hours

Q= 0.028 X C X A X Lc = 21.51 m3/sec

1)Discharge calculation by Empirical method:

A) by Dickens Method: 0.0831

The flood discahrge is calculated based on catchment area by Dickens Method

Discahrge Q= C M 3/4= 11 x 1.9^(3/4)

Say 18.00 Cumecs

A) by Ryves Method:

The flood discahrge is calculated based on catchment area by Ryve's Method Bed Slope Form Topomap-2 0 554.734

Say 15.50 Cumecs

c) by Inglis's Method:

The flood discahrge is calculated based on catchment area by Inglis's Method

Discahrge Q= 125 x M = (125 x 1.9) / sqrt( 1.9+ 10)

sqrt(m+10) 68.85 Cumecs

Say 69.00 Cumecs

2)Discharge calculations for Bridge by Rational Method

Catchment Area (A) = 1.90 Sq kms

Length of Longest Stream (L) = 0.699 km

Head (H) = 20 mts

Run Off Coefficient( C ) = 0.300 factor

Point Rainfall (F) = 155.000 mm

Time of concentration

Q=0.277 *C*A*Ic

3) Discahrge Calculation by A-V Method:

The flood discharge is calculated based on Area Velocity Method (A-V Method)

Details of Cross Section of Nala:

A) C/S @ Bridge location: HFL 755.140 m

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Wetted Perimeter (P) 16.90 m 23.25 HFL to be entered

Hydraulic Mean Depth ( R )= A/P 0.53 m 15.50 755.140 97.262

Mannings Coefficient 0.040 1

Bed slope 0.02000 23.250

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 20.431 Cumecs

B) C/S @ D/S 100M from Bridge location: HFL 755.140 m 0.000

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 8.88 m2

Wetted Perimeter (P) 16.90 m

Hydraulic Mean Depth ( R )= A/P 0.53 m

Mannings Coefficient 0.040

Bed slope 0.020

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 12300

Discaharge (Q) = AV 20.431 Cumecs

Say 20.50 Cumecs 754.140

C) C/S @ U/S 100M from Bridge location: HFL 755.140 m 0.000

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 8.88 m2

Wetted Perimeter (P) 16.90 m

Hydraulic Mean Depth ( R )= A/P 0.53 m

Mannings Coefficient 0.040

Bed slope 0.020

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 20.431 Cumecs

Say 20.50 Cumecs

ii) Discahrge Calculation by A-V Method:

The flood discharge is calculated based on Area Velocity Method (A-V Method)

Details of Cross Section of Nala:

A) C/S @ Bridge location: HFL 3.840 m

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Wetted Perimeter (P) 321.47 m HFL to be entered

Hydraulic Mean Depth ( R )= A/P 650.29 m 3.840 97.262

Mannings Coefficient 0.000 3.8

Bed slope 0.00000

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 75.05943632 0

Discaharge (Q) = AV #DIV/0! Cumecs 92.161

Say #DIV/0! Cumecs 0.020 0

b) C/S @ D/S 100M from Bridge location: HFL 3.840 m 0.000 -88.341

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 0.00 m2

Wetted Perimeter (P) 0.00 m

Hydraulic Mean Depth ( R )= A/P #DIV/0! m

Mannings Coefficient 0.000

Bed slope 0.000

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 #REF! #DIV/0! #REF!

Discaharge (Q) = AV #DIV/0! Cumecs

Say #DIV/0! Cumecs 0.020 #REF!

c) C/S @ U/S 100M from Bridge location: HFL 96.001 m 92.161 3.820

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 0.00 m2

Wetted Perimeter (P) 0.00 m

Hydraulic Mean Depth ( R )= A/P #DIV/0! m

Mannings Coefficient 0.000

Bed slope 0.000

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 #REF! #DIV/0! #REF!

Discaharge (Q) = AV #DIV/0! Cumecs

Say #DIV/0! Cumecs

Mean Discharge = #DIV/0! Cumecs

Mean Velocity = #DIV/0! m/sec.

A) C/S @ Bridge location:

Sl.No Distance Nala Bed Level HFL Depth Avg. Depth Length Area Wetted Perimeter

Total = 25.00 14.13 25.21 Span Minimum width at top of Abutment / Pier (mm)

Wetted Perimeter (P) 25.21 m 4 1000

Hydraulic Mean Depth ( R )= A/P 0.56 m 6 1200

Mannings Coefficient 0.040 8 1200

Bed slope 0.020 10 1200

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 33.963 Cumecs

Say 33.50 Cumecs 67.500

Area = 14.130 m2

Mean Discharge = 33.500 Cumecs

Mean Velocity = 2.404 m/sec.

C/S @ Bridge location at 150m U/S

Sl.No Distance Nala Bed Level HFL Depth Avg. Depth Length Area Wetted Perimeter

Area (A) 16.83 m2

Wetted Perimeter (P) 25.14 m Calculation of Scour Depth

Hydraulic Mean Depth ( R )= A/P 0.67 m ( As per Cl. 703 of IRC:78-2000 given in IRC:SP:13-2004, Page No. 27)

Mannings Coefficient 0.040 Condition Normal Scour Depth

Bed slope 0.020 The Regime width of the stream (W) is less or equal to the designed waterway (L) 0.473 x ( Q/ f)1/3 Lacey's Formula

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 The Regime width of the stream (W) is more than the designed waterway (L) 1.34 x ( Qm 2/ f)1/3

Discaharge (Q) = AV 45.535 Cumecs

Say 46.00 Cumecs

For Design 0.000 Silt Factor (f)

Area = 16.831 m2 f = 1.76 x dm

Mean Discharge = 46.000 Cumecs where dm = weighted mean dia. of particle size in mm.

Mean Velocity = 2.705 m/sec. 0.040 ( As per IRC:SP:13-2004, Page No. 25)

C/S @ Bridge location at 150m D/S 0.000 Type of bed material dm f

Sl.No Distance Nala Bed Level HFL Depth Avg. Depth Length Area Wetted Perimeter 0.000 0.000

(m) (m) (m) (m) (m2) (m) Coarse silt 0.04 0.35

0 Sily/Fine sand .081 to .158 .5 to .6

12 25.000 556.080 554.258 0.000 0.000 0.00 0.00 - 555.700 Vertical Clearances for Bridge

14 35.000 558.005 554.258 0.000 0.000 0.00 0 - 558.005 Discharge (m3/sec Min. vertical clearance in mm

Area (A) 17.43 m2

Wetted Perimeter (P) 30.11 m

Hydraulic Mean Depth ( R )= A/P 0.58 m

Mannings Coefficient 0.040

Bed slope 0.020

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 42.810 Cumecs

Say 43.00 Cumecs

Area = 14.130 m2

Mean Discharge = 33.500 Cumecs

Mean Velocity = 2.404 m/sec.

Average discharge value from A - V method = 40.833 Cumecs

Mean Velocity = 2.504 m/sec.

Assumed HFL calculations

Sl.No Distance Nala Bed Level HFL Depth Avg. Depth Length Area Wetted Perimeter

Area (A) 6.90 m2

Wetted Perimeter (P) 20.06 m

Hydraulic Mean Depth ( R )= A/P 0.34 m

Mannings Coefficient 0.040

Bed slope 0.020 20.150

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 11.978 Cumecs

Say 11.50 Cumecs

Hydraulic Data for Design: hydraulic data for design:

As per IRC:SP:13-2004, the recommended rule to estimate the Design discharge is " the highest of these values, provided it does not exceed the next highest discharge by more than 50% . If it does restrict it to that limit.

1)By Empirical Method

1) Dickens Method 18.00 Cumecs

Ryve's Method 15.50 Cumecs

3) Inglis's Method 0.00 Cumecs

2)By Rational Method 21.28 Cumecs

3)By A-V Method 20.50 Cumecs 30.750 554.9608058

Max Discharge 21.28 Cumecs 21.283 256.7384911

Recommended Design Discharge 21.28 Cumecs 0.000 1785.875654

Design Discharge adopted 21.283 Cumecs 30.750

Sill Level 754.140 m

Bridge Details: bridge details: (As per IRC:SP:13-2004, Page No. 43)

Top width of the Main pier 0.80 m Span Minimum width at top of Abutment / Pier (mm)

Top width of the Abutment 0.80 m 2 500

Carraige width 12.00 m 3 500

Center to center Span 8.80 m 4 1000

Clear Vent way between two piers 8.00 m 6 1200

No. of Vents/spans 1 Nos. 8 1200

No. of Piers 0 Nos. 10 1200

Depth of Flow = (HFL-NBL) 1.00 m

Therefore, designed Linear water way (L) 8.00 m

Length of the Bridge (i/i dist. between abutments) 8.00 m

Avg. unobstructed length of the Bridge 8.00 m

Discharge / m width Q/L 2.56 m3/sec/m

Revised Discharge for Modified Water Way revised discharge for modified water way 0.003314800707 0.00489504618

Bed slope 0.02000

Mannings Coefficient 0.035

Hydraulic Mean Depth ( R )= 0.43 1.606

No, of vents= 1 0.01075290415

Discaharge (Q) = 18.41 Cumecs

Area (A) 8.00 m2

Wetted Perimeter (P) 10.0 m

Hydraulic Mean Depth ( R )= A/P 0.80 m

Mannings Coefficient 0.035

Bed slope 0.0200

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 27.86 Cumecs

Designed Discharge is more than flood Q,hence OK

Afflux will not be caused

Afflux Calculations: afflux calculations:

(As per Moles Worth formula)

Where V= Velocity 2.302 m/sec

A= Clear water way (refer Area-Perimeter Table-1) 8.88 m2

a= Unobstructed water way (refer Area-Perimeter Table-2) 8.00 m2

Adopt afflux 0.00 m

Depth of Flow = (AHFL-NBL) 1.00 m

Discharge in Ventway in due Consideration of Afflux: discharge in ventway in due consideration of afflux:

Area (A) 8.00 m2

Wetted Perimeter (P) 10.0 m

Hydraulic Mean Depth ( R )= A/P 0.80 m

Mannings Coefficient 0.035

Bed slope 0.0200

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2

Discaharge (Q) = AV 27.86 Cumecs

Designed Discharge is more than flood Q,hence OK 584.567

Regime width as per Lacey's Formula (W) C x (Q) 1/2

Regime width (W) 22.14 m.

Scour Depth Calculations: scour depth calculations:

Regime width > Linear Water Way

The Linear water way (L) provided is less than Regime width of the stream (W)

(As per Cl. 703 of IRC:78-2000 given in IRC:SP:13-2004, Page No. 27)

As per Clause 703.1.1 of IRC_78-2000 Incerse design discharge by 30%

Recommended Design Discharge = 21.28 Cumecs

Increase in design discharge for foundation = 27.6681555 Cumecs

Avg. unobstructed length of the Bridge = 8.00 m

Discharge / m width Q/L = 3.46 m3/sec/m

Normal Scour depth 'dsm' 1.34 x ( Qm 2/ f)1/3

Where Qm = Discharge in m3/sec per mtr. width 3.46 Cumecs

f = Lacey's Silt Factor 1.50

Normal Scour depth 'dsm' 2.659 m

Max. Scour depth of the pier 2.0 x dsm = 5.32 m

Max. Scour depth of the abutment 1.27 x dsm = 3.38 m Calculation of Scour Depth

( As per Cl. 703 of IRC:78-2000 given in IRC:SP:13-2004, Page No. 27)

Foundation level as per scour depth calculation : Condition Normal Scour Depth

Pier HFL - Max. Scour Depth 749.823 m The Regime width of the stream (W) is less or equal to the designed waterway (L) 0.473 x ( Q/ f)1/3 Lacey's Formula

Abutment HFL - Max. Scour Depth 751.764 m The Regime width of the stream (W) is more than the designed waterway (L) 1.34 x ( Qm 2/ f)1/3

GL. Near Pier 754.140 m

GL. Near Abutment L/S 754.140 m

GL. Near Abutment R/S 754.140 m

However, based on trial pit results foundation level :

Pier NBL-depth of soil 752.140 m Silt Factor (f)

Abutment L/S GL-depth of soil 752.140 m f = 1.76 x dm

Abutment R/S GL-depth of soil 752.140 m where dm = weighted mean dia. of particle size in mm.

Hence, Foundation level of Pier ( As per IRC:SP:13-2004, Page No. 35) ( As per IRC:SP:13-2004, Page No. 25)

Minimum of above two -0.60 m. Hard rock. 752.140 m Type of bed material dm f

Foundation level of Abutment 752.140 m

Height of Pier 7.40 m Coarse silt 0.04 0.35

Height of Abutment 7.40 m Sily/Fine sand .081 to .158 .5 to .6

Medium sand 0.233 to 0.505 0.8 to 1.25

Fixation of Road Top Level(RTL): fixation of road top level(rtl):

For the Discharge more than 300 cumecs

The Vertical clearance above AHFL considered 0.60 m

To Match Exsisting Profile 3.80 m

The Road Top Level 760.410 m 174.972

Bridge Design Data : bridge design data :

Clear Span of Bridge ( i / i distance of Column) 8.00 m

Center to Center Span 8.80 m Vertical Clearances for Bridge

Angle of Skew 0.00 degrees ( As per IRC:SP:13-2004, Page No. 37))

Span of Bridge (s) 8.59 m Discharge (m3/sec Min. vertical clearance in mm

Effective span of Bridge (se) along the Road. 8.59 m up to 6.30 150

Width of Road/ Bridge 12.00 m Above 0.30 and up to 3.0 450

Road Top Level ( RTL) 760.410 m 2.315 Above 3 and up to 30 600

Thickness of Slab (ts) 0.820 m Above 30 and up to 300 900

Thickness of wearing Coat 0.050 m Above 300 and up to 3000 1200

Adopted HFL 755.140 m 0 0

Bearing of Deck Slab considered on Abutment 0.39 m

Thickness of Approach Slab 0.30 m

Foundation Level of Abutment 752.140 m

Top width of Abutment (b) 0.80 m

Width of Dirt wall 0.39 m

Depth of Dirt wall 0.52 m

Depth of Abutment Cap 0.30 m 8.59

Height of Abutment (Including Abutment Cap) 7.40 m

Foundation Level of Pier 752.140 m

Width of Pier 0.80 m

Width of Pier Cap 1.40 m

Depth of Pier Cap 0.30 m

Bottom level of Pier Cap 759.240 m

Height of Pier ( except Pier cap) 7.10 m

DESIGN OF LEFT ABUTMENT:

Details Levels /Dimensions (m.) Rocky Strata

Carriage width 12.00 m

Top level of Road RL. 760.410 m

GL near Abutment RL. 754.140 m

Nala Bed Level RL. 754.140 m

Foundation Level of Abutment RL. 752.140 m

Effective Span of the Bridge 8.59 m

Depth of Slab 0.820 m

Dead Load of Slab on Abutment 116.590 186.544 t

Dead Load + Live Load +Impact Load For CW 7.5 177.530 284.05 t

Top width of Abutment (b) 0.80 m

Top level of Abutment Cap RL. 759.590 m

Thickness of Abutment Cap (hc) 0.30 m

Depth of Dirt Wall (dd) 0.52 m

Width of Dirt Wall (dd) 0.39 m

Abutment Top Level RL. 759.290 m

Height of Abutment (h) (from top of Fdn. to bottom of abut. Cap) 7.15 m

Height (h2) 7.15 m

Height of Abutment below LNBL 2.00 m

Slope of Abutment at Back side 1.000 :1 20.38

Slope of Abutment at Water side 13.88

Above NBL 0.300 :1 6.74

Below NBL 0.600 :1

S.B.C. of strata 45.00 t/m2

Tring. width of abutment at Back side (b1) 7.15 m

Tring. width of abutment at water side (b2) 2.74 m

Total bottom width of abutment (B) 10.70 m

Length of the Abutment 12.00 m

Thickness of Approach Slab (ta) 0.30 m

Unit weight of Concrete (Wc) 2.40 t/m3

Angle of Repose Ø 30 0

Co-efficient of active earth pressure (ka) 0.33

C/S OF THE ABUTMENT :

Abutment NBL 754.140

Scour Depth Level 751.764 2.00

C/s of Abutment

13.88 Compression (+)

PARAMETERS OF ABUTMENT:

Details Levels /Dimensions (m.)

Height of Abutment (h) (from top of Raft to bottom of abut. Cap) 7.15 m

Top width of Abutment (at) 0.80 m

Slope of Abutment on Rear side 1.000 :1

Bottom width of Abutment (ab) 10.70 m

Breadth of Abutment (b) 12.00 m

Effective span of Deck Slab (s) 8.59 m

Thickness of Slab (ts) 0.820 m

Unit weight of Concrete (Wc) 2.40 t/m3

Unit weight of Soil (Ws) 1.80 t/m3

Depth of Pier Cap (hc) 0.30 m

Base Area b x ab 128.34 Sqm

Moment @ x-x Ixx ab x b3/12 1540.080 m4

Zxx ab x b2/6 256.680 m3

Moment @ y-y Iyy b x ab3/12 1223.326 m4

Zyy b x ab2/6 228.766 m3

Analysis is carried out for 1 m width of abutment

1) Load due to Dead Load of Slab and Abutment

Due to Dead load slab

Reaction at Abutment 186.54 t

Dead Load per mtr. Run 15.55 t

2) Load due to Live Load

Due to Dead Load and Live Load

Reaction at Abutment 284.05 t

Live Load per mtr. Run 8.13 t

Total Live Load with impact 125 % of total LL 121.88 t

3) Load due to Breaking Force

A breaking force of 20 % due to live load is assumed = 1.63 t

A breaking force of 20 % due to live load is assumed = 14.00 t

5) Load due to active Earth pressure

Triangular Base width at back side(b1) 7.15 m

Height of back fill 7.15 m radians

Angle of Repose of Backfill (p1) 30 o & radians = 0.524

Angle of abutment wall with vertical (p2) 44.98 o 0.785

Angle of friction bet. Soil and concrete (p3) 18 o 0.314

Co-efficient of active earth Pressure ka 0.33

Active Earth Pressure Ep 1/2 x ka x w x h2 19.05 t

6) Load due to passive Earth pressure

Triangular Base width at front side 0.60 m

Height of front fill 2.00 m radians

Angle of Repose of frontfill (p1) 30 o & radians = 0.524

Angle of abutment wall with vertical (p2) 16.69 o 0.291

Angle of friction bet. Soil and concrete (p3) 18 o 0.314

Co-efficient of passive earth Pressure kp 0.42

Passive Earth Pressure Ep 1/2 x kp x w x h2 1.51 t

7) Load due to Surcharge Earth:

Hzl. component of surcharge earth pressure (a) 0 0.00 t/m2

Surcharge Earth Pressure ka x a x h 0.000 t

Surcharge Earth Load 0.00 t

Hzl. component of surcharge earth pressure (a) 1.8 x 0.60 m 1.08 t/m2

Surcharge Earth Pressure ka x a x h 2.974 t

STABILITY OF ABUTMENT :(When Deck Slab Laid)

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm @ x (+M) (-M)

(tonne) (tonne) (m) (t-m) (t-m)

Rear side-Triangular 61.347 5.928 363.7

Center- Rectangular 13.728 3.145 43.170

Water side-Triangular 9.548 2.231 21.297

Water side-Triangular 2.880 0.800 2.304

Water side-Rectangular 7.416 1.973 14.628

Abutment Cap 0.576 3.145 1.812

Back side Rectangular 10.553 7.120 75.140

Tringular 46.010 8.312 382.4

Water side Tringular 1.080 0.800 0.864

3 Dead Load from Slab 15.545 2.950 45.859

4 Live Load from Slab 13.955 2.950 41.167

5 Breaking Force 2.791 9.470 26.430

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 19.037 2.657 50.6

1/2 x ka x w x h2

8 Earth Pressure (Passive) 1.512 0.667 1.008

9 Surcharge Earth Pressure 0.000 3.985 0.000

Net Moment 918.524 t-m

Resultant Load X = M / V 5.01 m

Eccentricity e B/2 - X 0.339 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 20.38 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 13.88 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.75

and below the horizontal generally varies from 0.65 to 0.75

generally varies from 0.65 to 0.75 5.89 > 1.50

Factor of Safety against Overturning + M / - M

STABILITY OF ABUTMENT :(When Deck Slab Not Laid)

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm @ x (+M) (-M)

(tonne) (tonne) (m) (t-m) (t-m)

Rear side-Triangular 61.347 5.928 363.7

Center- Rectangular 13.728 3.145 43.175

Water side-Triangular 9.548 2.231 21.297

Water side-Triangular 2.880 0.800 2.304

Water side-Rectangular 7.416 1.973 14.628

Abutment Cap 0.576 3.145 1.812

Back side Rectangular 10.553 7.120 75.140

Tringular 46.010 8.312 382.4

Water side Tringular 1.080 0.800 0.864

3 Dead Load from Slab 0.000 2.950 0.000

4 Live Load from Slab 0.000 2.950 0.000

5 Breaking Force 0.000 9.470 0.000

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 19.037 2.657 50.6

1/2 x ka x w x h2

8 Earth Pressure (Passive) 1.512 0.667 1.008

9 Surcharge Earth Pressure 0.000 3.985 0.000

Net Moment 857.933 t-m

Resultant Load X = M / V 5.58 m

Eccentricity e B/2 - X -0.229 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 12.53 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 16.22 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above and additional keying due to Anchor rods 0.90

Factor of Safety against Overturning + M / - M

STEEL DETAILS :

Dia. of Bar 10 mm

Spacing of Bars ( Both Dirn. And both ways) 150 mm

Weep Holes 100 mm Dia pipe @ 1.50 m. C/c staggered

Distribution steel provided = 1.00 %

Area of Steel Required 2400 mm2

Dia. of Bar 16 mm

No. of Bars 11.94 Nos.

Provide 16 mm dia. 6 No. of bars in each layer

And provide 12 mm dia bars @ 150 mm C/c as stirrups

STRUCTURAL DESIGN

Annexure : 1 4-Jan

Properties of Soil :-

Density of Soil = 18 kN/m3

f = Angle of internal friction of backfill soil = 30 0

a = Angle of taper at backside of Abutment wall = 0.00 0

d = Angle of friction bet wall & Earthfill. (2f/3) = 20 0

i = Surcharge Angle. = 0 0

Safe Bearing Capacity of Founding Strata = 45.00 t/m2

Factor of Safety

Vide Cl:-706.3.4 of IRC:-78 -2000.

Check for Overturning = Stabilising Moment > 2 For Normal Condition

Overturning Moment 1.5 Under Seismic Condition

Check for Sliding = m x Vertical Force > 1.5 For Normal Condition

Horizontal Force 1.25 Under Seismic Condition

m = Coefficient of Friction = 0.5 Assumed for Rock Stratas

Calculation of Coeffecient of Active Earth Pressure for inclined back fills .

This Formula is adopted from Terzaghi 's Theory

Ground Surface Line

f = Angle of internal friction of backfill soil = 30 = 0.524

a = Angle of taper at backside of Retaining wall = 0.00 = 0.000

d = Angle of friction bet wall & Earthfill. (2f/3) = 20 = 0.350

i = Surcharge Angle. = 0.00 = 0.000

Ka1 = Coeffecient of Active Earth Pressure.

= Cos2 (f - a) 2

Cos2 ( a ) x Cos ( a + d ) 1 + Sin ( f + d ) x Sin ( f - I )

Cos ( a + d ) x Cos ( a - I )

Calculation of Coeffecient of Active Earth Pressure for Vertical back fills .

Degrees Radians

f = Angle of internal friction of backfill soil = 30 = 0.524

a = Angle of taper at backside of Retaining wall = 0.00 = 0.000

d = Angle of friction bet wall & Earthfill. (2f/3) = 20 = 0.350

i = Surcharge Angle. = 0.00 = 0.000

Ka2 = Coeffecient of Active Earth Pressure.

= Cos2 (f - a) 2

Cos2 ( a ) x Cos ( a + d ) 1 + Sin ( f + d ) x Sin ( f - I )

Cos ( a + d ) x Cos ( a - I )

Calculation of Coeffecient of Passive Earth Pressure for Vertical back fills .

Degrees Radians

f = Angle of internal friction of backfill soil = 30 = 0.524

a = Angle of taper at backside of Retaining wall = 0.00 = 0.000

d = Angle of friction bet wall & Earthfill. (2f/3) = 20 = 0.350

i = Surcharge Angle. = 0.00 = 0.000

Kp = Coeffecient of Passive Earth Pressure.

= Cos2 (f - a) 2

Cos2 ( a ) x Cos ( a + d ) 1 - Sin ( f + d ) x Sin ( f - I )

Cos ( a + d ) x Cos ( a - I )

DECK SLAB DESIGN

DETAILS OF STAAD MODEL SPAN DETAILS 4

Overall width of deck = 12.000 m C/C of expansion joint = 8.800 m w

Camber slope = 2.500 % C/C of bearings = 8.000 m

No of span = 1.000 Crash Barrier width = 0.500 m 11.000

Wearing Coat thick. = 0.050 m

Width of Footpath LHS= 0.000 No of Lanes for design = 2.000

RHS= 0.000 Thickness of Deck slab = 0.820 m

Density of Concrete = 22.000 kN/m3 Density of Concrete = 25.000 kN/m3

L=109.00 m L=120.00 m 1.2 Distances

X INC L=0.82 m L=0.64 m L=0.82 m

Idealization of Grillage model

Calculation of Section Properties

Grillage Members Section Width (m) Height (m) IZ (m4) Ix (m4) Area AX (m2) Member Load (kN/m)

Longitudinal Section

Transverse Section

Grillage Members Section Width (m) Height (m) IZ (m4) Ix (m4) Area AX (m2) Member Load (kN/m)

Transverse Section

Grillage Members Section Width (m) Height (m) IZ (m4) Ix (m4) Area AX (m2) Member Load (kN/m)

Section Properties

Sl No: Members Ax Ix Iy Iz

From To (m2) (m4) (m4) (m4)

Longitudinal Members

Section Properties

Sl No: Members Ax Ix Iy Iz

From To (m2) (m4) (m4) (m4)

Transverse Members (inner)

Section Properties

Sl No: Members Ax Ix Iy Iz

From To (m2) (m4) (m4) (m4)

Transverse Members (Edge)

INTERNAL GIRDER

LOAD 1 LOAD 2 LOAD 4 LOAD 5

LOAD 3 20.869 T/m Load intensity(T)

X Load5 23.49375

Sl.No Section Distance BM SF

1 Member Loads as calcuated above

2 Crash Barrier Load

C/s area= 0.31 m2

Load= 7.75 kN/m

Load= 1.1 kN/m2

4 Footh path Load LIMITS

Width of Foothpath= 1.5 0 LHS RHS

LIVE LOAD CONSIDERED FOR ANALYSIS LOAD INCREMENT = 0.5 m

For 3 Lane Analysis

Position of vehicles in extreme positions

Veh. Wdth Veh Lth Z X Z X Z X No. of Loads

START JOB INFORMATION

ENGINEER DATE 24-Jul-26

END JOB INFORMATION

JOINT COORDINATES

MEMBER INCIDENCES

START GROUP DEFINITION

END GROUP DEFINITION

DEFINE MATERIAL START

ISOTROPIC CONCRETE

DENSITY 23.5616

STRENGTH FCU 27579

END DEFINE MATERIAL

MEMBER PROPERTY AMERICAN

MATERIAL CONCRETE ALL

1 TO 11 133 TO 143 PINNED

DEFINE MOVING LOAD

LOAD 1 LOADTYPE Dead TITLE DL

LOAD 2 LOADTYPE Dead TITLE CB

_CB FLOAD -7.75 GY

LOAD 3 LOADTYPE Dead TITLE WC

_WC FLOAD -1.1 GY

Design of Slab DL CASE

Design Constant Permissible stress in Compression (N/mm2)

Grade of concrete= M25 Grade of concrete Bending ϭcbc =

Grade of steel= Fe-550 10 3

ϭcbc = 8.5 N/mm2 15 5

Modular Ratio= m 10.98 j 0.91 25 8.5

Dead Load+ SIDL Design Moment = 252.292 kN-m

Dead Load Design Shear = 122.190 kN WC CASE

Live Load Design Moment = 158.917 kN-m

Live Load Design Shear = 88.547 kN 240

Total Design Moment = 411 kN-m

Total Design Shear = 211 kN

Depth of slab Considerd = 820 mm 70

Dia of Main Bar Used = 25 mm

Clear Cover = 50 mm

Effective Depth = 758 mm CB CASE

Effective depth reqd "deff" = M

LL CLASS-A VEHICLE CASE

Minimum Reinforcement = 0.12% x b x d

Spacing of Bars = 150 mm

Provide 25 mm dia bar 150 mm c/c O.K.

Actual Area of steel Provided= 3272 mm2

Cheack for Shear

Maximum permissible shear stress 70 R VEHICLE CASE

d prov = 757.500 mm

fck = 25.000 N/mm2

Tc = 0.289 N/mm2

Tmax = 3.700 N/mm2

Dia of bar used = 8.000 mm

Shear Force V = 210.737 kN

From Table-23 IS-456-2000 For Working Stress Method

Shear Stress T = V

pt τc For M25 τc = 0.288

0.25 0.23 For Solid Slabs kτc = 0.288 N/mm2

SAFE. SHEAR REINFORCEMENT NOT REQUIRED 0.50 0.31

Calculation of Distribution Reinforcement: 1.00 0.40

Moment in transverse direction 1.25 0.44

Ast Reqd = M 2.25 0.53

ϭst X J X d 2.50 0.55

Dia of Main Bar Used = 12 mm

Spacing of Bars = 200 mm

Provide 12 mm dia bar 200 mm c/c O.K.

Actual Area of steel Provided= 565 mm2 Hence o.k.

Tempereature Reinforcement = 500 mm2 in each direction

Using = 12 mm Dia bars

No of Bars = 5.000 No's

Spacing of bars = 200 mm

Provide 12 mm dia bar 200 mm c/c

@ Top in both Longitudinal and Transverse Direction

ABUTMENT DESIGN

DESIGN OF ABUTMENT :

Earth Pressure Parameters

The fill behind abutment and return wall shall conform to specifications given in appendix-6 of IRC:78-2000. 6342.5

Rankines or Coulumbs ("R" or "C")? R f =

Density of Dry Soil 20.000 kN/m3 18.00 kN/m3 gb =

Density of Saturated Soil 10.000 kN/m3 AHFL = 755.140 m 10.00 kN/m3 gsub =

Angle of Repose of Soil 30.000 deg NBL = 754.140 m 30.000 deg b =

Bulk Density of Soil (dry) 20.000 kN/m3 Foudation LVL = 752.140 m 20.00 kN/m3 heb =

Bulk Density of Soil (submerged) 19.000 kN/m3 Clear span = 8.00 m 19.00 kN/m3 gc =

Inclination of Backfill with horizontal 0.000 No' of span = 1 0.00 kN/m3 gc =

Equiv. Ht. of backfill earth for Live load sur. 1.200 m 1.20 kN/m3 snor =

Unit weight of concrete for stability check 24.000 kN/m3 24.00 kN/m3 sseis =

Unit wt. of concrete for Abutment design 25.000 kN/m3 25.00 kN/m3 Ka =

Allowable Bearing Capacity (Normal Case) 45.000 0 25.00 kN/m3 Kp =

Allowable Bearing Capacity (Seismic Case) 45.000 0 25.00 kN/m3

Active Earth pressure Coeff. for Stability 0.297 0.000

Passive Earth pressure Coeff. for Stability 0.000 0.000

Input Parameters

Angle of Skew = 0

Carraige Width = 12000 mm 12000

Length of Abutment = 12000 mm L W/H ratio 0.754

Overall height of abutment. = 8220 mm H

Depth of superstructure = 820 mm at Edge

Pedestal + bearing = 0 mm

Ht of dirtwall + pedestal = 820 mm H1 Foundation result

Depth (Abutment cap top to top of footing) = 6200 mm H2 SAFE

Taper on the earth retaining side = 1 in 25 SAFE

Width of stem portion at top = 800.00 mm B2

Width of stem portion at base = 800.00 mm B2'

Width of heel portion = 2700 mm B1

Width of toe portion = 2700 mm B3

Depth of heel portion at end = 600 mm

Depth of heel portion near wall = 1200 mm

Depth of toe portion at end = 600 mm

Depth of toe portion near wall = 1200 mm

Total width at base = 6200.00 mm B

Portion of the structure below G.L = 2000 mm H3

Surcharge slope = 2 in 0

Live load surcharge = 1.200 m

Grade Concrete = M25

Coefficient of base friction between soil and concrete = 0.7

Total Reaction Dead load +SIDL = 139.91 T 116.59 t 10000

Reaction due to Vehicular Live Load, Maximum vehicular reaction = 229.63 T 191.36 t

I.R.C : 78 -1983 (Section : VII ) - Foundations and substructure.

I.R.C : 21 -2000 (Section : III ) - Loads & stresses for cement concrete. Soil mechanics by "Terzangi".

Soil Mechanics by "Terzangi".

B1 Elevation B3

c/L of base c/L of Shaft

The Cantilever type abutment is designed for the following cases.

I ) Retaining earth on back side only.

The effect of earth over the toe slab is neglected.

Observations of Excel

300 1 The abutment cap and dirt wall supporting approach slab is not considered in calculation of C.G of Abutment

2 While calculating horizontal force due to earth backfill is as follows to be considered at the top PCC as Follows

Now considered the height footing depth for which is left out while checking stabilisation. 0.8

3 While Calculating the Vertical component of horizontal earth pressure no force is linked now linked.

H3 2000 4 Changing the height of Earth Pressure need to be consider from top of PCC bed of footing

d 5 4 2 Calculation of Braking Force

1200 1 The cell No. F313 what is 11

600 6 I think it need to be road or stem width where calculation of force is per meter run

FL 752.140 2 In Lever arm calculation the previous calculation lever arm considered at top of footing to bottom of Deck slab or top of abutment cap

B1 Elevation B3 A Now changed from bottom of footing to bottom of Deck slab or top of abutment cap

2700 0 800.00 2700 3 In F321 what is F320/12 done what is 12 indicates

c/L of base c/L of Shaft 4 I think horizontal force at bearing level which is calculated that need to be our horizontal force and corresponding moment need to calculate.

Calculation of C.G of abutment X n about 'A' . Calculation of Wind Force

Sl Area 'A' ( m 2 ) X from A A x X 1 In Calculation of wind forces the PZ formula is now considered and red colour indicates the new row inserted.

C.G of abutment about 'A' = 21.37 = 2.643 m = A x X = 34.316 = 3.112 m

Density of Concrete = 2.5 T/m3

Total weight of AbutmentWall structure /m run. =( 11.026 x 1 x 2.5 )

Calculation of C.G of earth fill behind abutment about 'A' .

Sl Area 'A' ( m 2 ) X from A A x X

C.G of earth fill about 'A' A x X = 100.513 4.89

Density of earth fill = 2.0 T/m 3

Total weight of earth fill /m run. = 20.574 X 1 X 2

Calculation of Stabilising & Overturning Moment about toe 'A'.

1 ) Stabilising Moments :-

a ) Total weight of abutment structure = 27.565 T

\ C.G of R / Wall = 3.112 m M

\ Stabilising moment = 85.79 T-M

b ) Total Weight of Earth Fill = 41.15 T

\ C.G of earthfill = 4.89 M

\ Stabilising moment = 201.21 T-M

The effect of L.L Surcharge cosidered as per cl: no :-217.1 of I.R.C : 6 - 2000 ( Vide cl:715.1.5 of I.R.C :78 - 1983,Live Load Surcharge equivalent to 0.6m height of earthfill is taken.)

Horizontal component :-

Vertical component :-

F4Sin d = 5.860 x 0.342 = 2 acting @ 3.50 m

Stabilising moments :-

Overturning moments :-

Check for sliding at top of P.C.C. 21.19 T

Total horizontal force = 24.38 T

Total vertical force = 8.86 T 7.71 T

Summary of moments

Description Stabilising Moment Overturning Moment Vertical Forces Horizontal Forces

1) Dead load of Abutment 85.79 27.565

2) Earthfill on rear side 201.21 41.15

3) Vertcal component of earth pressure 31.01 8.86

4) Horizntal component of earth pressure 91.96 24.38

Check for Overturning = Stabilising moment > 2

Overturning moment

Check for sliding = u x Vertcal Forces > 1.5

Horizontal Forces

Check for pressures at bottom of foundation.

X = MR-MO X is the eccentricity of the abutment section w.r.t A.

MR = Stabilising moment = 318.01 T-M

MO = Overturning moment= 91.96 T-M

P = Vertical Load= 77.573 T-M

e= Eccentricity of the abutment section w.r.t mid of its base

= 0.19 m < 1.03 Safe since e<b/6

Pmax = P/b X ( 1+6e/b)

Pmin = P/b X ( 1-6e/b)

II ) Under service condition.

Total Reaction Dead load +SIDL Maximum = 139.91 T (for total length)

Reaction due to Vehicular LiveLoad.

Maximum vehicular reaction = 229.63 T

\Total Reaction Maximum Dead Load (DeckSlab) Condition = 30.79 T

Reaction per meter length of abutment(max condition) = 30.79 T

Calculation of Stabilising & Overturning Moments about ' A '.

a) Stabilising - Vertical Reaction on Bearings.

Total Reaction Max Condition = 30.79 T

Min Condition = 11.66 T

Lever Arm = 3.1 m

\ Moment about ' A ' = 30.79 x 3.10 95.449 Tm

\ Moment about ' A ' = 11.66 x 3.10 36.146 Tm

b) Overturning - Braking effect from vehicles .

1) 20 % of I st Train Load. + 10% of succeding Train Loads for Single or a Two Lane Bridge.

2) 20 % of I st Train Load. + 10% of succeding Train Loads for Single or a Two Lane Bridge.

+ 5 % of Loads on the lanes exceeding Two.

2 Lanes of Class A Wheeled Vehicles.

Total Load of 3 Vehicle = 55.4 T

\ Braking Force =( 55.4 x 0.2 x 1 Nos) +

Class AA Tracked Vehicles & Wheeled Vehicle

Total Load of 1 Vehicle = 70 T

\ Braking Force = 70 x 0.2

Max Braking Force = 19.39 T

Total Length = 11

Max Braking Force/m run = 1.76 T

\Horizontal Force on = 1.76

Lever Arm = 7.400 m

\ Moment about ' A ' = 1.76 x 7.400 = 13.04 Tm/m length of abutment.

Horizontal Force @ bearing level in the longitudinal Direction shall be greater of Fh/2 or m Rg

ML= 17.39 TM/Meter

Maximum ML= 17.39 TM/Meter

Normal case (Dead and Live Load only )

Loads Force Lever Moment

Long. Moment (t) Arm (m) (t-m)

Bracking force 19.4 6.200 120.22

Live Load 55.40 0.5 27.7

Trans.Moment 55.40 2.0 110.80

WIND FORCE As per IRC-6 CASE A

For Height 8.22 m wind pressure

as per table 4 of CL.209.4 is 0.047 t/m2 Height from Old Clause New Clause

Height of the Deck structure is 0.82 m (bearing top to railing top) bed Pressure Pressure Vz

Exposed length per Abutment 4.40 m m kN/sqm kN/sqm m/s

Effective Area 3.61 m2 0 0.400 0.464 27.8

G Gust Factor 2 2 0.520 0.464 27.8

Cd Drag co-efficient 1.10 4 0.630 0.464 27.8

Force PzA1GCd 0.37 t 6 0.730 0.464 27.8

Force per metre length 0.03854 t /M less than .45 t/m 10 0.910 0.464 27.8

Therefore Force due to wind is 0.45 t/m 15 1.070 0.513 29.2

Force due to wind for deck structure 0.369 t 30 1.410 0.590 31.4

Lever Arm from footing top to form level 7.02 m 40 1.570 0.625 32.25

Moment at footing top 2.59038 t-m 50 1.710 0.659 33.1

Live Load as per IRC6 CL.212.4 0.3 t-m 60 1.830 0.676 33.6

Length of the vehical (nose to tail ) 8 m (span) 70 1.930 0.694 34

Force due to wind for live load 2.4 t 80 2.020 0.711 34.4

Lever Arm from footing top to 1.5 mabove form level is 10.53 m 90 2.100 0.729 34.9

Moment at footing top 25.272 t-m 100 2.170 0.747 35.3

Item Force T Lever A M Moment T-M

Live Load 2.4 10.53 25.27 t-m

65% inTrans direction

Live Load 1.56 10.53 16.43 t-m

35% in Long.direction

Live Load 0.84 10.53 8.85 t-m

Vertical Load (t) Long.Mom (t-m) Trans. Mom (t-m)

Vertical Load (t) Long.Mom (t-m) Trans.Mom (t-m)

Vertical Load (t) Long.Mom (t-m) Trans.Mom (t-m)

COMBINATION Load (t) Long.Mom (t-m) Trans.Mom (t-m)

Normal case 191 167.436 232.68

Normal + Wind case 191 340.37 250.790547 Critical

Summary of Moments

Description Stabilising Moment (t-m2) Overturning Moment (t-m2) Vertical Forces (t) Horizontal Forces (t)

1) Dead load of Abutmet 85.79 27.565

2) Earthfill on rear side 201.21 41.15

3) Vertical component of earth pressure 31.01 8.86

4) Horizontal component of earth pressure 91.96 24.38

5) Service condition

a) Vertical Reaction (Max Condition) 95.449 30.79

a) Vertical Reaction (Min Condition) 36.146 11.66

b) Temp & Shrinkage

c) Braking 13.04 1.76

Moment for Max Dead Load (Deck slab Condition) 413.46 105 108.36 26.14

Moment for Min Dead Load (Deck slab Condition) 354.16 105 89.23 26.14

Moment for Dead Load + LL + 65% Wind load Condition 318.01 107.59 77.57 26.59

Moment for Dead Load + Seismic+ Wind load Condition 318.01 107.59 77.57 26.59

Check for Overturning = Stabilising moment > 2

Overturning moment

Moment for Max Dead Load (Deck slab Condition) = 413.46 = 3.94 SAFE

Moment for Dead Load + LL + 65% Wind load Condition = 318.01 = 2.96 SAFE

Moment for Dead Load + Seismic+ Wind load Condition = 318.01 = 2.96 SAFE

Check for sliding = u x Vertcal Forces > 1.5

Horizontal Forces

for Max Dead Load (Deck slab Condition) = 108.36 0.7 = 2.9 SAFE

for Min Dead Load (Deck slab Condition) = 89.23 0.7 = 2.39 SAFE

Check for pressures at bottom of foundation.

X = MR-MO X is the eccentricity of the abutment section w.r.t A.

MR = Stabilising moment = 413.46 T-M

MO = Overturning moment= 105 T-M

P = Vertical Load= 108.36 T-M

108.36 for Max Dead Load (Deck slab Condition)

89.23 for Min Dead Load (Deck slab Condition)

e= Eccentricity of the abutment section w.r.t mid of its base

= 0.25 m < 1.03 Safe since e<b/6

= 0.31 m < 1.03 Safe since e<b/6

Pmax = P/b X ( 1+6e/b)

Pmin = P/b X ( 1-6e/b)

= 13.25 T/M2 > 0 T/M2 SAFE

DESIGN OF TOE SLAB

Toe slab is designed for maximum net pressure acting on it

Max. pressure at base = 21.71 T/m2

Max. pressure at stem = 18.03 T/m2

Varying Pressure = 3.68 T/m2

Upward Force F1, due to = 18.03 X 2.7 48.681 T/m width

Uniform base pressure

Moment due to F1 = 48.681 x 2.7 65.72 Tm/m width

Upword Force F2 due to

Varying base pressure

Moment due to F2 = 4.97 2 2.7 8.95 Tm/m width

Self weight of toe portion

Moment Due to self weight = 8.2 Tm/m width

Self weight of earth fill

Moment Due to earth fill

= 1.46 Tm/m width

BM at face of stem wall = 65.72 + 8.95 - ( 8.2 + 1.46 ) = 65.01 Tm/m width

Shear at face of stem wall = 48.681 + 4.97 - ( 6.075 + 1.62 ) = 45.956 T/m width

Permissible strsses vide IRC:21-2000

For Grade of Concrete= M25

Grade of steel= Fe-550

ϭcbc = 8.5 N/mm2

Modular Ratio= m 10.98 j 0.91

Clear cover = 75 mm

Dia of bar = 25 mm

D provided = 1200 mm

d provided = 1113 mm

Effective depth reqd "deff" = M

d eff required = 804.06 mm

< 1113 mm Hence O.K.

No. of bars Required = 2432.4

Spacing of bars = 200 mm

So Provided spacing = 175 mm

Hence Provide 25 mm Dia Bas , 175 mm c/c spacing

CHECK FOR SHEAR AT "deff" IN TOE SLAB

i) uniform pressure. 20.19 x 1587.5 = 32.051625 T/M width Upwards

ii) Varing pressure. 1.52 x 1587.5 /2 = 1.21 T/M width Upwards

iii) Self Wieght 0.95278 x 2.5 = 2.38195 T/M width Downwards 0.95278

iv)Earth fill 1.52 x 2 = 3.04 T/M width Downwards

Net Shear 27.84 T/M width

From Table-23 IS-456-2000 For Working Srtress Method

Shear Stress, T = V

V= The design shear across the section 0.50 0.31

B= Effective depth of the section

d= Breadth of slab For pt = 0.252

pt τc For M25 τc = 0.231

100 x 111.25= 0.25 0.23 For Solid Slabs kτc = 0.231 N/mm2

Maximum Permissible Shear Stress= (Vide cl - 304.7.2 of I.R.C-21-2000) 0.75 0.36

Tmax= 0.07 fck or 2.5 Mpa Which ever is less 1.00 0.40

Tmax permissible= 17.5 kg/cm2 1.75 0.49

Calaculation of Permissible Shear Stress= (Vide cl - 304.7.3 of I.R.C-21-2000) 2.25 0.53

Tc = K X Tco 2.50 0.55

Since T > Tc 3.00 0.57

Shear Reinforcement Required

From IS-456-2000 Page-85 Clause B-5.4

ϭsv = 264 N/mm2

Diameter of Stirrup = 10 mm

Considering one legged stirrups of 10mm diameter

Asv = 78.540 mm2

So Provided spacing = 125 mm C/C

Number of bars = 2700

Hence Provide one legged 10 mm Dia Bars , 125 mmC/C through out the Toe

DESIGN OF HEEL SLAB

In case of foundation settlement, pressure acting upward on the heel slab should be neglected.

Max. pressure at end = 13.25 T/m2

Max. pressure at stem = 16.93 T/m2

Varying Pressure = 3.68 T/m2

Upward Force F1, due to = 13.25 X 2.7 35.775 T/m width

Uniform base pressure

Moment due to F1 = 35.775 x 2.7 48.3 Tm/m width

Upword Force F2 due to

Varying base pressure

Moment due to F2 = 4.97 1 2.7 4.47 Tm/m width

Downward force F3 due to Earthfill on back side = 41.15 T

Moment due to F3 =

Self weight of Heel portion

Moment Due to self weight

= 8.2 Tm/m width

BM at face of stem wall = 55.55 + 8.2 - ( 48.3 + 4.47 ) = 10.98 Tm/m width

Shear at face of stem wall = 41.148 + 2.43 - ( 35.775 + 4.97 ) = 2.83 T/m width

Permissible strsses vide IRC:21-2000

For Grade of Concrete= M25

Grade of steel= Fe-500

ϭcbc = 8.5 N/mm2

Modular Ratio= m 10.98 j 0.91

Clear cover = 75 mm

Dia of bar = 25 mm

D provided = 1200 mm

d provided = 1113 mm

Effective depth reqd "deff" = M

d eff required = 330.45 mm

< 1113 mm Hence O.K.

No. of bars Required = 410.83

Spacing of bars = 1000 mm

So Provided spacing= 175 mm

Hence Provide 25 mm Dia Bas , 175 mm c/c spacing

CHECK FOR SHEAR AT "deff" IN HEAL SLAB

i) uniform pressure. 13.25 x 2.7 = 35.775 T/M width Upwards

ii) Varing pressure. 3.68 x 2.7 /2= 4.97 T/M width Upwards

iii) Self Wieght 0.95278 x 2.5= 2.38195 T/M width Downwards 0.95278

iv)Earth fill 1.52 x 2 = 3.04 T/M width Downwards

Net Shear 2.83 T/M width From Table-23 IS-456-2000 For Working Srtress Method

Shear Stress, T = V 0.25 0.23

V= The design shear across the section

B= Effective depth of the section For pt = 0.252

d= Breadth of slab pt τc For M25 τc = 0.231

T = 2.833 x 1000 = 0.25 Kg/cm2 0.25 0.23 For Solid Slabs kτc = 0.231 N/mm2

Maximum Permissible Shear Stress= (Vide cl - 304.7.2 of I.R.C-21-2000) 1.00 0.40

Tmax= 0.07 fck or 2.5 Mpa Which ever is less 1.25 0.44

Tmax permissible= 17.5 kg/cm2 2.00 0.51

Calaculation of Permissible Shear Stress= (Vide cl - 304.7.3 of I.R.C-21-2000) 2.50 0.55

Tc = K X Tco 2.75 0.56

Shear Reinforcement Not Required

From IS-456-2000 Page-85 Clause B-5.4

ϭsv = 264 N/mm2

Diameter of Stirrup = 10 mm

Considering one legged stirrups of 10mm diameter

Asv = 78.540 mm2

So Provided spacing = 125 mm C/C

Number of bars = 2700

Hence Provide one legged 10 mm Dia Bars , 125 mmC/C through out the HEEL

DESIGN OF STEM:-

Calculation of stresses at Various Levels:-

At 7.02 m from top

1) Calculation of Overturning Moment.

Calculation of Earth Pressure

The effect of L.L Surcharge cosidered as per cl: no :-217.1 of I.R.C : 6 - 2000 ( Vide cl:715.1.5 of I.R.C :78 - 1983,Live Load Surcharge equivalent to 0.6m height of earthfill is taken.)

Horizontal component :-

F 5 = 2.35 x 6.2 = 14.57 Tm acting @ Top of the footing

Overturning Moment:-

Clear cover = 75 mm

Dia of bar = 25 mm

D provided = 800 mm

d provided = 713 mm

Effective depth reqd "deff" = M

d eff required = 459.77 mm

< 713 mm Hence O.K.

No. of bars Required = 1241.79

Spacing of bars = 308.34 mm

So Provided spacing= 200 mm

Hence Provide 25 mm Dia Bas , 200 mm c/c spacing

CHECK FOR SHEAR

At base of stem.

Total Shear = 8.05 T

Shear Stress, T = V

V= The design shear across the section From Table-23 IS-456-2000 For Working Srtress Method

B= Effective depth of the section

d= Breadth of slab 0.15 0.19

100 x 71.25 pt τc For M25 τc = 0.268

Maximum Permissible Shear Stress= (Vide cl - 304.7.2 of I.R.C-21-2000) 0.50 0.31

Tmax= 0.07 fck or 2.5 Mpa Which ever is less 0.75 0.36 For Solid Slabs kτc = 0.268 N/mm2

Tmax permissible= 17.5 kg/cm2 1.50 0.46

Calaculation of Permissible Shear Stress= (Vide cl - 304.7.3 of I.R.C-21-2000) 2.00 0.51

Tc = K X Tco 2.25 0.53

Since T < Tc 2.75 0.56

Shear Reinforcement Not Required 3.00 0.57

Design of Return Wall:

Width of return Wall = 1.950 m

Height of return wall at Shaft Foot = 7.220 m

Height of return wall at Shaft end = 7.720 m

Average height of return wall = 7.470 m

Thickness of return wall at root = 0.450 m

Thickness of return wall at End = 0.450 m

Thickness of return wall at top = 0.450 m

Thickness of return wall at bottom = 0.450 m

For Grade of Concrete= M25

Grade of steel= Fe-550

ϭcbc = 8.5 N/mm2

Modular Ratio= m 10.98 j 0.91

Case 1: For UDL over entire plate

Width to height ratio (a/b) = 0.261

From Roarks formula,

Live load surcharge = 0.297 20.000 1.2

Section Modulus for 1000mm width is,

Hence Moment /m width along X direction = 0.045 33750000 1.526

Mx = 1.526 kN-m/m width

Hence Moment /m width along Y direction = 0.662 33750000 22.343

My = 22.343 kN-m/m width

Case 2: For Triangular loading of Earth pressure

Width to height ratio (a/b) = 0.261

From Roarks formula,

Earth Pressure 0.297 20 7.470

Section Modulus for 1000mm width is,

Hence Moment /m width along X direction = 0.161 33750000 5.449

Mx = 5.449 kN-m/m width

Hence Moment /m width along Y direction = 1.568 33750000 52.928

My = 52.928 kN-m/m width

Hence total Moment along

Height per metre width Mx = 6.975 kN-m/m width

Width per metre width My = 75.271 kN-m/m height

Design of face AB

Mx = 6.975 kN-m/m width Dia of main Bar = 16

Effective depth provided d = 450.000 50 8 Dia of Second. Bar = 12

= 392.000 mm Clear Cover = 50

Moment of Resistance = Q b d2

= 154.517 kN-m/m > Moment Applied, Hence OK

Area of Steel required Ast = M

No of Bars required = 8 Nos

Spacing of Bars S = 125 mm

Hence Provide 16 mm dia bars at 125 mm c/c on earth face

Steel on Other Face

No of Bars required N = 6 Nos

Spacing of Bars S = 125 mm

Hence Provide 12 mm dia bars at 125 mm c/c on other face

Design of face BC

My = 75.271 kN-m/m width

Effective depth provided d = 450.000 40 8 Dia of main Bar = 16

= 402.000 mm Dia of Second. Bar = 12

Moment of Resistance = Q b d2 Clear Cover = 40

= 162.501 kN-m/m > Moment Applied, Hence OK

Area of Steel required Ast = M

No of Bars required = 8 Nos

Spacing of Bars S = 125 mm

Hence Provide 16 mm dia bars at 125 mm c/c on earth face

Steel on Other Face

No of Bars required N = 5 Nos

Spacing of Bars S = 125 mm

Hence Provide 12 mm dia bars at 125 mm c/c on other face

Design of Abutment Cap

As the RCC bed block is fully supported on the Abutment, minimum thickness of the bed block required as per cl. 716.2.1 of IRC : 78- 1983 is 225 mm. However the thickness of bed block is kept as 600 mm. For design purpose, assume a bed block thickness of 300 mm

The extra projection provided for abutment cap. So additional length of 600mm considered.

Volume of Abutment cap = 300x1250x12600 4725000000 mm3

As per cl 716.2.1 of IRC : 78 - 1983

Quantity of steel 1 % of volume = 47250000 mm3

Steel to be provided at top = 23625000 mm3

Steel to be provided at bottom = 23625000 mm3

Steel on Top Face of Abut. Cap

(a) Longitudnal steel

Quantity of steel to be provided in longitudnal direction = ( 0.5 x total steel at top )

Assuming a clear cover of = 50 mm

Length of bar = 12600-2x50 12500 mm

Area of steel required in long. direction = 11812500 945 mm2

Provide 14 bars of 10 mm dia bar ( Total steel = 1099 mm2 ) O.K.

(b) Transverse steel

Quantity of steel to be provided in Transeverse direction= (0.5 x total steel at top) 11812500 mm3

Adopting 2 12 mm

Length of each stirrups (only top part of stirrups) = 1250-2x50 = 1150 mm

Volume of each stirrup = 0.7855 x12^2 x 1000 = 113112 mm3 ( Say9Nos. )

No. of stirrups required in per m length = 8.29 ( Say 9 Nos. )

Required spacing = 121 mm

Provided spacing = 100 mm

Provide 2L Stirrups of 12mm dia.100mm c/c throughout the Abutment length. Total Steel = 1017 mm2/m )

Steel on Bottom Face of Abut. Cap

Same steel will be provided at bottom face of the bed block also.

Provide 14 bars of 10 mm dia bar ( Total steel = 1099 mm2 )

Provide 2L Stirrups of 12mm dia.100mm c/c throughout the Abutment length. Total Steel = 1017 mm2/m )

Design of Dirt Wall

Loads and Moments due to Earth pressure & LL Surcharge

Therefore increase in height

Total height of dirt wall h = 0.800 m

Thickness of dirt wall provided t = 0.300

p1 = h Kah g p2 = 1.2 Kah g

Earth pr. Due to backfill of earth p1 = 4.277 kN/m2

Earth pr. Due to LL Surcharge p2 = 6.416 kN/m2

SF at the base of dirt wall due to p1 = 1/2*p1*h = 1.710 kN/m

SF at the base of dirt wall due to p2 = p2*h = 5.130 kN/m

BM at the base of dirt wall due to p1 = 1/2*p1*h*0.42h = 0.575 kNm/m

BM at the base of dirt wall due to p2 = p2*h*0.5h = 2.053 kNm/m

Total BM at the base of Dirt wall due to Earth pressure = 2.628 kNm/m

Loads and Moments due to the effect of Braking (40t Bogie Loading)

Effective width = 4.550 m

Impact factor = 1.250

Vertical force = 250.000 kN

Braking force = 0.2 * 250 = 50.000 kN

Braking force per m width = 10.990 kN

BM at the base of dirt wall due to effect of braking = 8.792 kNm/m

Design of Dirt wall as cantilever beam

Grade of concrete = M25

ϭcbc = = 8.5 N/mm2

ϭst= = 264.0 N/mm2

dprov. = 725.000 mm

Main Vertical Reinforcement

Ast required = 11.42x 1E6 / (0.91 x725x264 = 66 mm2/m

Provide 10 f dia bars @ 200 c/c

Ast provided = 393 mm2/m

% of Distribution reinf. r = 0.05 %

Distribution Reinforcement (Clause 305.18.1 of IRC:21 - 2000)

Mdes = 0.2MDL + 0.3MLL = = 3.16 kNm/m

deff. = 210.00 mm

Ast required = 3.16x 1E6 / (0.91 x210x264 = 62.64 mm2/m

Provide 10 f dia bars @ 200 c/c on both faces

Ast provided = 785 mm2/m

% of Distribution reinf. r = 0.37 %

Check for Shear (Clause 304.7 of IRC:21)

t c = Permissible shear stress of concrete = 0.21 N/mm2

6.4 Design of Dirt wall as column

Height of Dirt Wall = 2.681 m

Effective Height of Dirt Wall = 1.2x2.681 = 3.217 m

Thickness of Dirt Wall ( t ) = 0.300 m

Least Radious of Gyration = t/sqrt(12) = 0.087 m

Ratio of effective Height to Least Radious of Gyration = 37.149 m

Type of Column = Short Column

Stress Factor = 1.000 m

Loads and Moments

Vertical component of Earth pr. 0 45

Thickness of Dirt Wall t = 0.300 m

Width of Dirt Wall b = 1.000 m

Area A = 0.300 m2

Section Modulus Z = 0.015 m3

Permissible direct compressible strength of Concrete ( scc ) = 7.500 N/mm2

Design of Dirt Wall

The dirt wall is designed as a vertical cantilever.

Computation of Moment about base of Dirt Wall

S.No. Item Length Height Unit wt p HL Eccy. @ dirt wall base Moment @ dirt wall base

(m) (m) (kN/m3) (kN/m2) (kN) (m) (kNm)

4 Governing (Max of (2) & (3)) 52.612 30.604

Check for Effective Depth

Assuming 12 mm dia. bars

Available effective depth = 300 -50 -6.00

d available = 244.000 mm

Moment per m M = 93.738 kNm per m

= 9.145 kNm per m

d required. = 9.145 x 1000000

Main Reinforcement

Ast required = 9.145 x 1000000

= 210.826 mm2 per m

Minimum Steel = 0.060 % of Gross Cross Section

= 180.000 mm2 per m

Governing Steel = 210.826 mm2 per m

Increasing this by 50% to resist the increased tensile forces due to non linear stress pattern above the bracket.( as suggested by note 8 of enclosure to

Ministry of Surface Transport (India) Circular no. RW/NH - 34015 / 2 / 86 - S & R dated 22.6.94)

Required Ast = 1.5 x 210.826 = 316.239 mm2/m

Provide # 12 mm dia Tor @ 150 mm c/c(As = 754 mm2 per m )

Distribution Reinforcement Minimum Steel Governs

As = 0.060 % of Gross Cross Section

= 180 mm2 per m

Provide # 10 mm dia Tor @ 150 mm c/c(As = 524 mm2 per m )

DESIGN OF ABUTMENT:

Details Levels /Dimensions (m.) Rocky Strata

Carriage width 12.00 m

Angle of Skew 0 Degrees

Carraige Width 12.00 m

Top level of Road RL. 760.410 m

GL near Abutment RL. 754.140 m

Nala Bed Level RL. 754.140 m

Foundation Level of Abutment RL. 752.140 m

Effective Span of the Bridge 8.59 m

Depth of Slab 0.820 m

Dead Load of Slab on Abutment 50.910 81.46 t

Dead Load + Live Load +Impact Load For CW 7.5 113.510 181.62 t

Top width of Abutment (b) 0.80 m

Top level of Abutment Cap RL. 759.515 m

Thickness of Abutment Cap (hc) 0.30 m

Depth of Dirt Wall (dd) 0.52 m

Width of Dirt Wall (dd) 0.39 m

Abutment Top Level RL. 759.215 m

Height of Abutment (h) (from top of Fdn. to bottom of abut. Cap) 7.07 m

Height (h2) 7.07 m

Height of Abutment below LNBL 2.00 m

Slope of Abutment at Back side 0.000 :1

Slope of Abutment at Water side

Above NBL 0.000 :1

Below NBL 0.000 :1

S.B.C. of strata 45.00 t/m2

Heel width of abutment at Back side (b1) 2.73 m 0.80 16.12

Toe width of abutment at water side (b2) 2.80 m 1.4 1.4 10.55

Total bottom width of abutment (B) 6.33 m 4.245 2.09 1.79 4.245

Length of the Abutment 12.00 m

Thickness of Approach Slab (ta) 0.30 m

Unit weight of Concrete (Wc) 2.40 t/m3

Angle of Repose Ø 30 0

Co-efficient of active earth pressure (ka) 0.33

C/S OF THE ABUTMENT :

Abutment NBL 754.140

Scour Depth Level 2.00

C/s of Abutment

10.55 Compression (+)

PARAMETERS OF ABUTMENT:

Details Levels /Dimensions (m.)

Height of Abutment (h) (from top of Footing to bottom of abut. Cap) 7.07 m

Top width of Abutment (at) 0.80 m

Slope of Abutment on Rear side 0.000 :1

Bottom width of Abutment (ab) 6.33 m

Breadth of Abutment (b) 12.00 m

Effective span of Deck Slab (s) 8.59 m

Thickness of Slab (ts) 0.820 m

Unit weight of Concrete (Wc) 2.40 t/m3

Unit weight of Soil (Ws) 1.80 t/m3

Depth of Pier Cap (hc) 0.30 m

Base Area b x ab 76.02 Sqm

Moment @ x-x Ixx ab x b3/12 912.240 m4

Zxx ab x b2/6 152.040 m3

Moment @ y-y Iyy b x ab3/12 254.238 m4

Zyy b x ab2/6 80.264 m3

Analysis is carried out for 1 m width of abutment

1) Load due to Dead Load of Slab and Abutment

Due to Dead load slab

Reaction at Abutment 81.46 t

Dead Load per mtr. Run 6.79 t

2) Load due to Live Load

Due to Dead Load and Live Load

Reaction at Abutment 181.62 t

Live Load per mtr. Run 8.35 t

Total Live Load with impact 125 % of total LL 125.20 t

3) Load due to Breaking Force

A breaking force of 20 % due to live load is assumed = 1.67 t

A breaking force of 20 % due to live load is assumed = 14.00 t

5) Load due to active Earth pressure

Heel Base width at back side(b1) 2.73 m

Height of back fill 7.07 m radians

Angle of Repose of Backfill (p1) 30 o & radians = 0.524

Angle of abutment wall with vertical (p2) 0.00 o 0.000

Angle of friction bet. Soil and concrete (p3) 18 o 0.314

Co-efficient of active earth Pressure ka 0.33

Active Earth Pressure Ep 1/2 x ka x w x h2 18.69 t

6) Load due to passive Earth pressure

Toe Base width at front side 0.00 m

Height of front fill 2.00 m radians

Angle of Repose of frontfill (p1) 30 o & radians = 0.524

Angle of abutment wall with vertical (p2) 0.00 o 0.000

Angle of friction bet. Soil and concrete (p3) 18 o 0.314

Co-efficient of passive earth Pressure kp 0.42

Passive Earth Pressure Ep 1/2 x kp x w x h2 1.51 t

7) Load due to Surcharge Earth:

Hzl. component of surcharge earth pressure (a) 0 0.00 t/m2

Surcharge Earth Pressure ka x a x h 0.000 t

Surcharge Earth Load 0.00 t

Hzl. component of surcharge earth pressure (a) 1.8 x 0.60 m 1.08 t/m2

Surcharge Earth Pressure ka x a x h 2.947 t

STABILITY OF ABUTMENT :(When Deck Slab Laid)

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm @ x (+M) (-M)

(tonne) (tonne) (m) (t-m) (t-m)

Center- Rectangular 11.856 3.200 37.940

Footing- Rectangular 13.673 3.165 43.274

Water side- 0.000 0.000 0.000

Water side-Rectangular 0.000 0.000 0.000

Abutment Cap 0.576 3.200 1.843

Back side Rectangular 34.436 4.967 171.063

Tringular 0.000 5.423 0.0

Water side Rectangular 5.544 1.400 7.762

3 Dead Load from Slab 6.788 3.005 20.399

4 Live Load from Slab 10.892 3.005 32.731

5 Breaking Force 2.178 9.395 20.466

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 18.681 2.632 49.2

1/2 x ka x w x h2

8 Earth Pressure (Passive) 1.512 0.667 1.008

9 Surcharge Earth Pressure 0.000 3.948 0.000

Net Moment 248.602 t-m

Resultant Load X = M / V 2.95 m

Eccentricity e B/2 - X 0.220 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 16.12 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 10.55 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.50

Factor of Safety against Overturning + M / - M

STABILITY OF ABUTMENT :(When Deck Slab Not Laid)

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm @ x (+M) (-M)

(tonne) (tonne) (m) (t-m) (t-m)

Center- Rectangular 11.856 3.200 37.939

Footing- Rectangular 13.673 3.165 43.274

Water side- 0.000 0.000 0.000

Water side-Rectangular 0.000 0.000 0.000

Abutment Cap 0.576 3.200 1.843

Back side Rectangular 34.436 4.967 171.063

Tringular 0.000 5.423 0.0

Water side Rectangular 5.544 1.400 7.762

3 Dead Load from Slab 0.000 3.005 0.000

4 Live Load from Slab 0.000 3.005 0.000

5 Breaking Force 0.000 9.395 0.000

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 18.681 2.632 49.2

1/2 x ka x w x h2

8 Earth Pressure (Passive) 1.512 0.667 1.008

9 Surcharge Earth Pressure 0.000 3.948 0.000

Net Moment 215.938 t-m

Resultant Load X = M / V 3.24 m

Eccentricity e B/2 - X -0.071 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 9.84 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 11.25 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above and additional keying due to Anchor rods 0.50

Factor of Safety against Overturning + M / - M

STEEL DETAILS :

Dia. of Bar 10 mm

Spacing of Bars ( Both Dirn. And both ways) 150 mm

Weep Holes 100 mm Dia pipe @ 1.50 m. C/c staggered

Distribution steel provided = 1.00 %

Area of Steel Required 2400 mm2

Dia. of Bar 16 mm

No. of Bars 11.94 Nos.

Provide 16 mm dia. 6 No. of bars in each layer

And provide 12 mm dia bars @ 150 mm C/c as stirrups

Design of RCC Abutment:

Cantilever type of Retaining wall is adopted 0

Grade of Concrete M25

Compressive strength of concrete fck 25 N/mm2

Characteristic Yield Strength of steel fy 500 N/mm2

Unit Weight of Concrete 2.40 t/ m3

Unit Weight of Soil (w) 1.80 t/ m3

Co-efficient of Earth Pressure (Ka) 0.33

SBC of soil Report enclosed 45.00 t/m2

Top width of Return (b) 0.80 m

Diameter of steel used or Stem 16 mm

Distribution steel 12 mm

Clear Cover 40 mm

Top level of Road RL. 760.410 m

Top level of Abutment RL. 759.215 m

GL near Abutment RL. 754.140 m

Lowest Nala Bed Level RL. 754.140 m

Foundation Level of Return RL. 752.140 m

Depth of Toe/Heel Slab considered 0.90 m 900.00

Depth of foundation considered below GL 2.00 m Foundation Level of Abutment

Foundation level of Return RL. 752.140 m 0

Depth of foundation from GL 2.00 m

Height of Abutment Wall (H) 7.07 m

Slope of Abutment at front side 0.0000 :1

Bottom width of Abutmentwall considered 0.80 m 0.80

Design of Base Slab:

Super imposed Load due to Traffic 2.16 t/m2

The equivalent additional height of soil corresponding to the super-imposed load 1.20 m

The Hzl. Earth Pressure 20.34 t-m

Max. B.M. at base of the stem 120.31 t-m 248.602

Factored B.M. 1804.58 Kn-m

Required Effective depth for max. bending

Mu,x = 0.36 fck b Xu, x (d - 0.416 Xu, x)

Where Ru max = 0.36 fck Ku,max (1 - 0.416 Ku,max) 3.33 n/mm2

Where Ku,max = Xu,max/ d = 0.0035 0.456

or d 2 = M u, x

0.36 fck b (xu,x/d) [1-0.416 (xu,x/d)]

d = Mu, x 737 mm

The effective depth of footing required (d)= 737 mm 900.00

Overall depth of Base Slab 900.00 mm

The thickness of Base Slab is taken as thickness of Stem at Base 900.00 mm

Effective depth 852.00 mm

Total Height of Wall 7.0750 m

Width of base slab (b) = 0.50 to 0.60 H 6.33 m 0

Toe Projection = 1/3 of Base width 2.80 m

Stability Calculation for 1 m run of Wall:

Sl. Particulars Vertical Hzl. Lever Moment Moment

No. Force(V) Force(H) arm (M+) (M-)

(tonne) (tonne) (m) (t-m) (t-m)

Tringular 0.000 3.535 0.000

Rectangular 13.584 3.135 42.586

3 Soil (Heel side) 34.830 1.367 47.630

4 Super-imposed Load 5.908 1.367 8.079

5 Lateral Pressure 25.00 3.058 76.46

Net Moment 248.60 t-m

Resultant Load X = M/ V 2.95 m

Eccentricity e B/2 - X 0.222 m

e is less than B/6, hence O.K.

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 16.13 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 10.52 t / m2

No negative pressure develops

Design of Stem:

Max B.M. 56.10 t-m

Factored B.M. 841.45 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 1080 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 70.58 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 71 mm

Spacing provided (mm) 175 mm C/c

Ast Provided (mm2) 1148.34 mm2

Curtailment of Main Steel:

The B.M. being less at higher levels, the spacing of main reinforcement shall be decreased at higher levels.

X1 be the depth at which alternative bars may be curtailed = 5.37 m. from top

The alternative bars can be curtailed at a distance of 1.71 m. from bottom

* Check for Minimum Steel :

Minimum steel required for Fe 500 is 0.12 % of gross cross sectional area

Ast Min. 1080 mm2

** Minimum spacing criteria:

The spacing shall be minimum of the fallowing;

a) 3 times the effective depth (3 d) = 2556 mm

b) 300mm 300 mm

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 1080.00 mm2

Spacing required (mm) 104.67 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 209 mm C/c

Design of Toe Slab:

The toe slab subjected to an upward load due to soil reaction

Max B.M. = Moment of the soil reaction - Moment of DL of the toe slab

Rectangular 13.65 t-m

Tringular 6.49 t-m

Moment of the soil reaction Total= 20.14 t-m

Moment of DL of Toe Slab 8.47 t-m

Max. B.M. = 11.67 t-m

Factored B.M. 175.06 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 1080.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 186.07 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 186 mm

Spacing provided (mm) 175 mm C/c

Ast Provided (mm2) 1148.34 mm2

Design of Heel Slab:

The heel slab subjected to downward load due to DL of Heel+wt. of soil +Traffic Load- soil reaction

Max B.M. = Moment due to down word load - Moment due to soil pressure

Moment due to DL of Heel Slab 8.08 t-m

Moment due to Weight of Soil 47.630 t-m

Moment due to Traffic 8.079 t-m

Total = 63.79 t-m

Moment of the soil reaction

Rectangular 39.34 t-m

Tringular 6.05 t-m

Total= 45.38 t-m

Max. B.M. = 18.41 t-m

Factored B.M. 276.10 Kn-m

Area of Steel A t = 0.50 x fck 1 - 1 - 4.6 Mu b d

Ast Min. * Required (mm2) 1080.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 186.07 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 186 mm

Spacing provided (mm) 175 mm C/c

Ast Provided (mm2) 1148.34 mm2

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 1080.00 mm2

DIA OF BAR 16 mm

Spacing required (mm) 186.07 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 186.00 mm C/c

Factor of Safety :

Factor of Safety against Sliding Cf V/H

where Cf Co-efficient of friction between the material above 0.65

Safe against Sliding

16 mm @ 350 mm C/c

GL 754.140 (Based on C/s Details)

16 mm @ 175 mm C/c

Steel Details of Return

DESIGN OF PIER :

As per IRC:21-1987,

Depth of Footing of column considered 0.90 m

Length of the Pier between surface of constraints( L ) 7.10 m

For service condition with simply supported spans on both sides and Column fixed at base 1.00 L

Breadth of the Column provided 0.80 m

The pier is designed as Short pier

Design of Pier :

The pier is proposed to support the Deck slab. The slab is designed to carry a traffic load of IRC Class A

The main pier is designed to carry stresses due to the following conditions

1 Stresses due to Dead Load

2 Stresses due to Live Load

3 Stresses due to Buoyancy

4 Stresses due to Breaking Force

5 Stresses due to Differential Bearing Pressure

6 Stresses due to Wind Load

7 Stresses due to Water Current

8 Stresses due to Earth Quake forces

9 Stresses due to Storage of Water

10 Stresses due to Uplift Pressure

For calculation purpose the cut water and ease water portions are neglected.

Details Levels /Dimensions (m.)

Design philosophy Limit State Method confirming to IS: 456-2000

Compressive strength of concrete fck M25 N/mm2

Characteristic Yield Strength of steel fy 550 N/mm2 0.8191520443

Grade of Concrete M25 8.191520443

Dia of Main Bar used 20 mm

Dia of Disty. Bar used 12 mm

Width of slab 12.0 m

Angle of Skew 0 degrees

Carraige Width 12.000 m

Top level of Road RL. 760.410 m

Width of Pier considered 0.80 m

Revised HFL (AHFL) RL. 755.140 m

Lowest Nala Bed Level RL. 754.140 m

Foundation Level of Pier RL. 752.140

Depth of footing considered 0.90 m.

Offset provided from Pier 2.00 m

Height of Pier (h) 7.10 m

Top width of pier (pt) 0.80 m

Bottom width of pier (pb) 0.80 m

Breadth of Pier/Road (b) 12.00 m 10

Dead Load of Slab on Pier 233.18 279.82 t For pier

Dead Load + Live Load For CW 10 334.46 418.66 t 477.5 DL 104.583 209.165

Effective span of Deck Slab (s) 8.59 m 10 LL 139.721 139.721

Thickness of Slab (ts) 0.820 m DL+LL 348.886

Unit weight of Concrete (Wc) 2.50 t/m3

Width of Pier Cap (pc) 1.40 m

Depth of Pier Cap (hc) 0.30 m

Clear cover 40 mm 4000

Depth of Pier Pb =D 800 mm 141240

Effective depth 750 mm 5885

Breadth of Pier b 12000 mm 98.08333333

Clear Span 8000 mm

No' of span 1 Nos.

Base Area b x pb 9.60 Sqm

Moment @ x-x Ixx = pb x b3/12 115.200 m4

Zxx = pb x b2/6 19.200 m3

Moment @ y-y Iyy = b x pb3/12 0.512 m4

Zyy = b x pb2/6 1.280 m3

1) Stresses due to Dead Load of Slab and self wt. of Pier:

Dead load of Slab 279.82 t

Dead load of Pier [(pt+pb)/2 x b x h xWc]+[pcx hc x b x Wc] 191.92 t

+ 3.14/4 x (pt+pb)2 x h x Wc

Total Dead Load 471.73 t

Base Area (pb x b) 9.60 sqm

Stress due to Dead Load 49.14 t/sqm

2) Stresses due to Live Load :

A Live Load of Class 'A' Loading is considered

Reaction @ Pier due to LL 138.85 t

Total Live Load with impact 125 % of total LL 173.56 t

The differential loading of each slab is likely to cause a BM in the pier due to eccentric loading

BM = 0.195 x LL& IL 33.84 t-m

Max. Stress = Total LL + Moment 44.520 t/sqm

Min. Stress = Total LL - Moment -8.362 t/sqm

Max. stress due to Live load and Impact load 44.52 t/sqm

Min. stress due to Live load and Impact load -8.36 t/sqm

3) Stresses due to Buoyancy :

Submerged volume of the pier is likely to create buoyancy

0.90 m. Assumed

Submerged volume of the pier 20.16 Cum

Buoyancy force 20.16 t

Stress at the base = Buoyancy/ Base area 2.10 t/sqm

Stress due to Buoyancy 2.10 t/m2

4) Stresses due to Breaking Force:

A breaking force of 20 % due to live load of IRC Class AA is assumed

0.20 x 70 x Span/Length of Train 14.00 t Length of Train 7.2

Moment at the base of the pier= BF x ( h+hc+ts+1.20) 131.88 t-m

Stress at the base Moment / Zyy 103.03 t/m2

Stress due to Breaking Force 103.03 t/m2

5) Load due to differential bearing pressure :

Co-efficient of bearing pressure is assumed as 0.25 of DL+LL at one end and differential co-efficient bearing pressure as 0.25 of DL at the other end.

Resistance at one end 0.25(DL of slab+LL) 113.34 t

Resistance at other end 0.25*DL of slab 69.95 t

Unbalanced pressure at the top 43.39 t

Moment at the base of the pier Unbalanced force x (h+hc) 321.08 t-m

Stress at the base Moment / Zyy 250.85 t/m2

Old Clause New Clause

Stresses due to Differential Bearing Pressure 250.85 t/m2 Height from bed Pressure Pressure Vz

m kN/sqm kN/sqm m/s

6) Stresses due to Wind Load : 0 0.400 0.464 27.8

WIND FORCE As per IRC-6 CASE A 2 0.520 0.464 27.8

For Height 7.37 m wind pressure 4 0.630 0.464 27.8

as per table 4 of CL.209.4 is 0.047 t/m2 6 0.730 0.464 27.8

Height of the Deck structure is 0.820 m (bearing top to railing top) 10 0.910 0.464 27.8

Force per metre length 0.03854 t /M less than .45 t/m 15 1.070 0.513 29.2

Therefore Force due to wind is 0.45 t/m 30 1.410 0.590 31.4

Force due to wind for deck structure 0.369 t 40 1.570 0.625 32.25

Lever Arm from footing top to form level 7.295 m 50 1.710 0.659 33.1

Moment at footing top 2.691855 t-m 60 1.830 0.676 33.6

Live Load as per IRC6 CL.212.4 0.3 t-m 70 1.930 0.694 34

Length of the vehical (nose to tail ) 8 m (span) 80 2.020 0.711 34.4

Force due to wind for live load 2.4 t 90 2.100 0.729 34.9

Lever Arm from footing top to 1.5 mabove form level is 8.795 m 100 2.170 0.747 35.3

Moment at footing top 21.108 t-m

Assume wind pressure (wp) 100.00 Kg/m2

Area of Pier and Deck Slab (h+hc) x (pt+pb)/2 +s x ts 12.96 m2

Wind force on pier+Slab (h+hc) x (pt+pb)/2 x wp 1.30 t

Wind force on train = 300 Kg/m x Length of train 3.6 t

where,length of train = 12.00 m

Total wind force = 4.90 t

Minimum limiting force on deck 450 Kg/ m 3.87 t

Minimum limiting force on deck 240 Kg/ sqm 3.11 t

s x ts+(h+hc)x (Pt+Pb)/2 x 240/1000

Maximum of above (Mx) 4.90 t

Max. wind load will be acting @ 1.50 m above the slab

Moment at the base of the pier Mx * (h+hc+ts+1.5) 47.59 t-m

Stress at the base Moment / Zxx 1.24 t/m2

Stress due to Wind Load 1.24 t/m2

7) Stresses due to Water Current :

Intensity of water pressure Wc 52 KV2 416.13 Kg/m2

Force due to water current (h+hc) x (pb+pt)/2 x Wc/1000 2.46 t

Lever arm of water current force 2/3 x (h+hc) 4.93 m

Moment at the base of the pier 12.15 t-m

Stress at the base Moment / Zxx 0.63 t/m2

Assuming the possible variation in flow of direction by 20 0

Pressure parallel to pier 416.129 x cos 20 391.06 Kg/m2

Pressure perpendicular to pier 416.129 x sin 20 142.26 Kg/m2

Stress at base parallel to pier Stress @ base x Pr. parallel to pier 0.22 t/m2

Intensity of water pressure

Force perpendicular to pier Pressure perpendicular to pier x Area 12.63 t

Moment at the base of the pier 62.32 t-m

Stress at the base Moment / Zyy 48.69 t/m2

Max. stress due to water current 48.90 t/m2

8) Stresses due to Earth Quake Forces :

Vertical earth quake

0.10 x Dead load of pier+slab 47.17 t

Stress at base 6.14 t/m2

Horizontal earth quake

0.15 x Dead load of pier+slab 7.08 t

Moment at the base Hzl EQ x (h+hc+ts)/2 29.08 t-m

Stress at base of the pier(x-axis) Moment / Zyy 22.72 t/m2 29.08

Stress at base of the pier(y-axis) Moment / Zxx 1.51 t/m2 0.05208333333

Along x-axis Along y-axis

Stress due to Vertical Earth Quake force 6.14 t/m2 6.14 t/m2

Stress due to Horizontal Earth Quake force 22.72 t/m2 1.51 t/m2

Total = 22.72 t/m2 6.14 t/m2

Summary of stresses

Sl.No. Loads Type of Dry Water flowing

Load condition up to HFL

1 Dead Load of Slab and Pier + 49.14 49.14

2a Live Load + 44.52 44.52

3 Buoyancy 0 2.10

4 Breaking force + 103.03 103.03

5 Differential bearing pressure + 0.00 0.00

6 Wind Load + 1.24 1.24

7 Water Current + 0 48.90

8 Earth Quake (max.) + 22.72 22.72

Condition No.1 All + ve stresses (Dry condition) Maximum= 220.65 t/m2

A1+A2a+A4+A5+A6+A7+A8

Condition No.2 Net Stresses (Dry Condition) Minimum= -86.21 t/m2

A1-A2b-A4-A5-A6-A7-A8

Condition No.3 Net stresses (Water flowing condition) Maximum= 269.55 t/m2

B1+B2a-B3+B4+B5+B6+B7+B8+B9-B10

Condition No.4 Minimum= -120.49 t/m2

Max. pressure 269.55 t/m2

Min. pressure -120.49 t/m2

Note: If the stresses developed are more than requisite limit of Tension of 25 t/m2 and compression of 250 t/m2

The section is to be designed as RCC

Summary of Moments

Sl. No. Loads Moment along x axis (MT) Moment along y axis( ML)

1 Live Load due to Eccentricity 33.84

2 Breaking Force 131.88

3 Differential bearing pressure 321.08

4 Wind Load 47.59

5 Water Current 62.32 12.15

6 Earth Quake (Hzl) 22.72 22.72

Bending Moment : (X-axis)

Max. moment along x-axis Mx (MT) 571.85 t-m

Factored Max. moment along x-axis Mux 857.77 t-m

Max. moment along y-axis My (ML) 82.47 t-m

Factored Max. moment along y-axis Muy 123.70 t-m

Total Axial Load P 692.47 t

(DL of Slab & Pier+Recation due to LL+Vtl. Load Due to EQ)

Factored Load Pu 1038.70 t

Moment Capacity and Check for steel provided:

x x- axis y y- axis

Characteristic Yield Strength of steel fy N/mm2 550

Assume the % of reinforcement provided p % 0.65

Uniaxial moment capacity of the section @ xx- axis d'/D 0.06 0.0042

P u / fck bD 0.04 0.04 Here the breadth b=1000 is taken by Stups report of design of middle web

From Chart 48 of SP-16 M ux1 / fck bD2 0.06 0.06 0.14

Max. Uniaxial moment capacity of the section @ xx- axis with an axial load (kn-m) M ux1 11520.00 172800.00

From Chart 63 of SP-16 n/mm2 Puz /Ag 13.00

From Chart 64 of SP-16, for the values of Pu/Puz and Muy/Muy1 M ux/ Mux1 0.98

% of steel provided is O.K.

Area of steel required A str= 0.65 x area of pier 54600 mm2

Minimum and Maximum Area of steel Criteria

Min. Longitudinal steel 0.40 %

Max. Longitudinal steel 6.00 %

Minimum % of steel to be provided = 38400 mm2

Therefore % of steel Adopted= 54600 mm2

Provide 20 mm dia steel

No. of Bars required 173.89 Nos.

No. of Bars required on each face 86.94 Nos.

Provide No. of bars on each face 87 Nos.

Spacing of Bars 137 mm C/C 95

Say 125 mm C/C 314

Area of steel Provided= 59786 mm2 59785.6

Curtailment of Longitudinal Steel

Width of Pier at 50 % of Height 0.80 m

Diameter of Bars 20 mm

Min. Area of steel required A str= 0.4 x area of Pier 33600 mm2

No. of Bars required 107.01 Nos.

No. of Bars required on each face 53.50 Nos.

Provide No. of bars on each Face 54 Nos.

Spacing of Bars 220 mm C/C

Transverse Reinforcement :

Diameter of Ties

should not be less than one fourth of Dia. of long. Bar 8 mm

or 8mm whichever is greater

Diameter of Bar considered 12 mm

Pitch of Lateral Ties

should not be more than the least of the following

i) The area of total horizontal reinforcement should not be less than 25% of the area of total vertical reinforcemenet 14946 mm2 1636.25

No's of bars required 33.05555556 No's