Construction of a Bridge across the Malaprabha river in the middle of the road connecting Hallur village to Kitadala village in Savadatti Yellamma constituency, Belgavi district (near Hallur village) Under HoA 5054 KRDCL Bridge for the year 2025-26

PUBLIC WORKS DEPARTMENT

GOVT. OF KARNATAKA

GEO TECHNICAL INVESTIGATION REPORT

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

Asst. Executive Engineer Executive Engineer Superintendent Engineer

P.W.D P.W.D P.W.D

Sub-Division: Saundatti Division: BELAGAVI Circle: Belagavi

COMMUNICATION & BUILDINGS (CENTRAL)

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST. `

Sl. No. Particulars Pages

2 GENERAL REPORT

3 STRUCTURAL DESIGN

6 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. 502.775 m

Top level of Return RL. 502.775 m

GL near Return RL. 496.500 m

Lowest Nala Bed Level RL. 496.500 m

Foundation Level of Return RL. 492.000 m

Depth of Toe/Heel Slab considered 0.50 m 850

Depth of foundation considered below GL 4.50 m Foundation Level of Abutment

Foundation level of Return RL. 492.000 m 492

Depth of foundation from GL 4.50 m

Height of Stem (H) 10.28 m

Slope of Return at front side 0.0584 :1

Bottom width of Retaining wall considered 0.85 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 35.16 t-m

Max. B.M. at base of the stem 126.92 t-m

Factored B.M. 1903.75 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 757 mm

The effective depth of footing required (d)= 757 mm 500.00

Overall depth of Base Slab 850 mm

The thickness of Base Slab is taken as thickness of Stem at Base 850 mm

Effective depth 800 mm

Total Height of Wall 11.125 m

Width of base slab (b) = 0.50 to 0.60 H 6.67 m 0

Toe Projection = 1/3 of Base width 2.23 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 7.398 4.100 30.332

Rectangular 6.165 3.775 23.273

3 Soil (Heel side) 67.507 1.825 123.200

4 Super-imposed Load 3.650 1.825 6.661

5 Lateral Pressure 40.89 3.894 159.20

Net Moment 388.46 t-m

Resultant Load X = M/ V 3.95 m

Eccentricity e B/2 - X 0.60 m

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

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 22.55 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 6.82 t / m2

Revise the section

No negative pressure develops

Design of Stem:

Max B.M. 126.92 t-m

Factored B.M. 1903.75 Kn-m

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

Ast Min. * Required (mm2) 1020 mm2

Dia. of Bar provided 20 mm

Spacing required (mm) 47.98 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 48 mm

Spacing provided (mm) 50 mm C/c

Ast Provided (mm2) 6280.00 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 = 8.04 m. from top

The alternative bars can be curtailed at a distance of 2.23 m. from bottom

* Check for Minimum Steel :

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

Ast Min. 1020 mm2

** Minimum spacing criteria:

The spacing shall be minimum of the fallowing;

a) 3 times the effective depth (3 d) = 2400 mm

b) 300mm 300 mm

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 1020.00 mm2

Spacing required (mm) 110.82 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 221 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 17.39 t-m

Tringular 8.34 t-m

Moment of the soil reaction Total= 25.72 t-m

Moment of DL of Toe Slab 4.94 t-m

Max. B.M. = 20.78 t-m

Factored B.M. 311.76 Kn-m

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

Ast Min. * Required (mm2) 1020.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 197.02 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 197 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 13.59 t-m

Moment due to Weight of Soil 123.200 t-m

Moment due to Traffic 6.661 t-m

Total = 143.45 t-m

Moment of the soil reaction

Rectangular 45.41 t-m

Tringular 38.07 t-m

Total= 83.48 t-m

Max. B.M. = 59.97 t-m

Factored B.M. 899.56 Kn-m

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

Ast Min. * Required (mm2) 1020.00 mm2

Dia. of Bar provided 16 mm

Spacing required (mm) 72.30 mm

Minimum spacing ** (mm) 300 mm

Recommended Spacing as per min. spacing criteria 72 mm

Spacing provided (mm) 55 mm C/c

Ast Provided (mm2) 3653.82 mm2

Distribution Steel :

Area of Steel 12 % of the Gross C/s Area 1020.00 mm2

Spacing required (mm) 110.82 mm

Since the distribution bars will be provided at both faces ,

the spacing of disty. Bars 110.00 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 1.80 > 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 61.33 t

Available Friction Cf V 73.79 t

Unbalanced force -12.46 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. = -1.87 t-m

Factored B.M. -28.03 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 @ 100 mm C/c

GL 496.500 (Based on C/s Details)

20 mm @ 50 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 : PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

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

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

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.D. Sub-Division Gokak. Executive Engineer, P.W,D. 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

DESIGN OF LEFT ABUTMENT:

Details Levels /Dimensions (m.) Rocky Strata

Carriage width 7.50 m

Top level of Road RL. 502.775 m

GL near Abutment RL. 496.500 m

Nala Bed Level RL. 496.500 m

Foundation Level of Abutment RL. 492.000 m

Effective Span of the Bridge 10.74 m

Depth of Slab 1.000 m

Dead Load of Slab on Abutment 116.590 116.59 t

Dead Load + Live Load +Impact Load For CW 7.5 177.530 177.53 t

Top width of Abutment (b) 1.00 m

Top level of Abutment Cap RL. 501.775 m

Thickness of Abutment Cap (hc) 0.30 m

Depth of Dirt Wall (dd) 0.70 m

Width of Dirt Wall (dd) 0.49 m

Abutment Top Level RL. 501.475 m

Height of Abutment (h) (from top of Fdn. to bottom of abut. Cap) 9.47 m

Height (h2) 9.47 m

Height of Abutment below LNBL 4.50 m

Slope of Abutment at Back side 1.000 :1 19.57

Slope of Abutment at Water side 21.19

Above NBL 0.300 :1 6.11

Below NBL 0.600 :1

S.B.C. of strata 22.00 t/m2

Tring. width of abutment at Back side (b1) 9.47 m

Tring. width of abutment at water side (b2) 4.19 m

Total bottom width of abutment (B) 14.67 m

Length of the Abutment 7.50 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 496.500

Scour Depth Level 493.184 4.50

C/s of Abutment

21.19 Compression (+)

PARAMETERS OF ABUTMENT:

Details Levels /Dimensions (m.)

Height of Abutment (h) (from top of Raft to bottom of abut. Cap) 9.47 m

Top width of Abutment (at) 1.00 m

Slope of Abutment on Rear side 1.000 :1

Bottom width of Abutment (ab) 14.67 m

Breadth of Abutment (b) 7.50 m

Effective span of Deck Slab (s) 10.74 m

Thickness of Slab (ts) 1.000 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 110.01 Sqm

Moment @ x-x Ixx ab x b3/12 515.654 m4

Zxx ab x b2/6 137.508 m3

Moment @ y-y Iyy b x ab3/12 1972.188 m4

Zyy b x ab2/6 268.919 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 116.59 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 177.53 t

Live Load per mtr. Run 8.13 t

Total Live Load with impact 125 % of total LL 76.18 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) 9.47 m

Height of back fill 9.47 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 32.90 t

6) Load due to passive Earth pressure

Triangular Base width at front side 1.35 m

Height of front fill 4.50 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 7.65 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 3.875 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 107.731 8.351 899.6

Center- Rectangular 22.740 4.692 106.710

Water side-Triangular 8.910 3.695 32.928

Water side-Triangular 14.580 1.800 26.244

Water side-Rectangular 16.119 3.446 55.550

Abutment Cap 0.720 4.692 3.379

Back side Rectangular 17.055 9.930 169.356

Tringular 80.798 11.509 929.9

Water side Tringular 5.468 1.800 9.842

3 Dead Load from Slab 15.545 4.447 69.138

4 Live Load from Slab 8.125 4.447 36.137

5 Breaking Force 1.625 11.975 19.460

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 32.885 3.492 114.8

1/2 x ka x w x h2

8 Earth Pressure (Passive) 7.655 1.500 11.482

9 Surcharge Earth Pressure 0.000 5.237 0.000

Net Moment 2221.860 t-m

Resultant Load X = M / V 7.43 m

Eccentricity e B/2 - X -0.097 m

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

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 19.57 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 21.19 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 5.32 > 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 107.731 8.351 899.6

Center- Rectangular 22.740 4.692 106.707

Water side-Triangular 8.910 3.695 32.928

Water side-Triangular 14.580 1.800 26.244

Water side-Rectangular 16.119 3.446 55.550

Abutment Cap 0.720 4.692 3.379

Back side Rectangular 17.055 9.930 169.356

Tringular 80.798 11.509 929.9

Water side Tringular 5.468 1.800 9.842

3 Dead Load from Slab 0.000 4.447 0.000

4 Live Load from Slab 0.000 4.447 0.000

5 Breaking Force 0.000 11.975 0.000

6 Differential Bearing Resistance 0.000 0.000 0.000

7 Earth Pressure (Active) 32.885 3.492 114.8

1/2 x ka x w x h2

8 Earth Pressure (Passive) 7.655 1.500 11.482

9 Surcharge Earth Pressure 0.000 5.237 0.000

Net Moment 2136.043 t-m

Resultant Load X = M / V 7.76 m

Eccentricity e B/2 - X -0.424 m

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

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 15.51 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 22.02 t / m2

Revise the section

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 3000 mm2

Dia. of Bar 16 mm

No. of Bars 14.93 Nos.

Provide 16 mm dia. 8 No. of bars in each layer

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

STRUCTURAL DESIGN 54r

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST. DON’T TOUCH THIS COLUMN,EXCEPT FOR UPDATING

HYDRAULIC DESIGN

Location Near HALLUR village

River/ Nala Mallaprabha River

Proposed Bridge Details 1. New Alignment to join the existing approach roads 2. Observed HFL 500.50 m 3. Designed for discharge of 25164 cusecs ( 2020-21) from the upstream Naviltirth Dam.

HYDRAULIC DATA:

Catchment Area (M) 2600.00 Sq km.

Skew (a) 0 Degrees

Lowest Nal Bed Level (NBL) 496.500 m 496.500

Raft/Sill level of the Bridge/Barrage 496.000 m

Dickens Co'efficient ( C) 11.00

Ryves Co'efficient ( C) 8.50 Details of Ryve's Constant

Angle of Repose Ø 30 0

In Sq Miles in Sq Km. FPS MKS

Safe Bearing Capacity of Soil (SBC) 22.00 t/m2 10 20 25.89 51.78 750 11.25

Unit Weight of Soil 1.8 t/m3 20 30 51.78 77.67 850 12.75

Depth of Soft Strata 4.50 m 30 50 77.67 129.44 950 14.25

NALA PARTICULARS:

Bed slope of Nala 0.0040 Longitudinal Slope From Google Map

Rugosity Co-efficient (n) 0.035 0.003 60 457.328

DISCHARGE CALCULATIONS: 0 626.84

i) Discharge calculation by Rational method: 600 627.77

Catchment Area (M) = 260000.00 Hectares

Length of Longest Stream (L) = 3.8 Km

Head (H) = 396 m

Run Off Coefficient ( C ) = 0.3 factor

Point Rainfall (F) = 327.3 cm

Lc = 6.8 cm/hours

Q= 0.028 X C X A X Lc = 14851.2 m3/sec

i) Discharge calculation by Empirical method:

a) by Dickens Method:

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

Discahrge Q= C M 3/4= 11 x 2600^(3/4)

Say 4006.00 Cumecs

A) by Ryves Method:

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

Discahrge Q= C M 2/3 8.5 x 2600^(2/3)

Say 1608.00 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 2600) / sqrt( 2600+ 10)

sqrt(m+10) 6361.55 Cumecs

Say 6362.00 Cumecs

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 500.500 m

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 242.95 m2

Wetted Perimeter (P) 110.33 m HFL to be entered

Hydraulic Mean Depth ( R )= A/P 2.20 m 500.500

Mannings Coefficient 0.04 Enter Ht above NBL 4

Bed slope 0.00400

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

Discaharge (Q) = AV 743.046 Cumecs -496.000

Say 744.00 Cumecs 496.000

b) C/S @ D/S 100M from Bridge location: HFL 500.500 m 0.000

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Wetted Perimeter (P) 628.60 m

Hydraulic Mean Depth ( R )= A/P 115.60 m

Mannings Coefficient 0.035

Bed slope 0.004

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

Discaharge (Q) = AV 3115877.008 Cumecs

Say 3115878.00 Cumecs 496.000

c) C/S @ U/S 100M from Bridge location: HFL 4.500 m -496.000

Sl Distance Nala Bed HFL Depth Avg. Length Area Wetted

No. Level Depth Perimeter

Area (A) 652.50 m2

Wetted Perimeter (P) 290.03 m

Hydraulic Mean Depth ( R )= A/P 2.25 m

Mannings Coefficient 0.035

Bed slope 0.004

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

Discaharge (Q) = AV 2024.398 Cumecs

Say 2025.00 Cumecs

Mean Discharge = 744.000 Cumecs

Mean Velocity = 3.058 m/sec.

more than dischrge of 25164 cusecs , hence sufficient

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.

By Rational Method 0.00 Cumecs

By Empirical Method

1) Dickens Method 0.00 Cumecs

1) Ryve's Method 1608.00 Cumecs

3) Inglis's Method 0.00 Cumecs

By A-V Method 744.00 Cumecs

Max Discharge 1608.00 Cumecs 1608.000

Recommended Design Discharge = 744 x 1.5 1116.00 Cumecs 0.000

Design Discharge adopted 1116.000 Cumecs

Sill Level 496.000 m

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

Top width of the Main pier 1.00 m Span Minimum width at top of Abutment / Pier (mm)

Top width of the Abutment 1.00 m 2 500

Carraige width 7.50 m 3 500

Center to center Span 11.00 m 4 1000

Clear Vent way between two piers 10.00 m 6 1200

No. of Vents/spans 13 Nos. 8 1200

No. of Piers 12 Nos. 10 1200

Depth of Flow = (HFL-NBL) 4.00 m

Therefore, designed Linear water way (L) 130.00 m

Length of the Bridge (i/i dist. between abutments) 142.00 m

Avg. unobstructed length of the Bridge 130.00 m

Discharge / m width Q/L 5.72 m3/sec/m

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

Velocity (v) 2.100 m/sec. i177 EDITED

Bed slope 0.00400

Mannings Coefficient 0.035

Hydraulic Mean Depth ( R )= 1.25

No, of vents= 13

Area (A)= 520.00 m2

Discaharge (Q) = 1092 Cumecs

Area (A) 520.00 m2

Wetted Perimeter (P) 234.0 m

Hydraulic Mean Depth ( R )= A/P 2.22 m

Mannings Coefficient 0.003

Bed slope 0.0040

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

Discaharge (Q) = AV 18668.26 Cumecs

Designed discharge is less

Afflux will be caused

Afflux Calculations: afflux calculations:

(As per Moles Worth formula)

Where V= Velocity 3.058 m/sec

A= Clear water way (refer Area-Perimeter Table-1) 242.95 m2

a= Unobstructed water way (refer Area-Perimeter Table-2) 520.00 m2

Adopt afflux 0.00 m

Depth of Flow = (AHFL-NBL) 4.00 m

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

Area (A) 520.00 m2

Wetted Perimeter (P) 234.0 m

Hydraulic Mean Depth ( R )= A/P 2.22 m

Mannings Coefficient 0.003

Bed slope 0.0040

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

Discaharge (Q) = AV 18668.26 Cumecs

Designed Discharge is more than flood Q,hence OK

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

Regime width (W) 160.35 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_78-2014 Incerse design discharge by 30%

Recommended Design Discharge = 1116.00 Cumecs

Increase in design discharge for foundation = 1450.8 Cumecs

Avg. unobstructed length of the Bridge = 130.00 m

Discharge / m width Q/L = 11.16 m3/sec/m

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

Where Qm = Discharge in m3/sec per mtr. width 11.16 Cumecs

f = Lacey's Silt Factor 1.50

Normal Scour depth 'dsm' 5.760 m

Max. Scour depth of the pier 2.0 x dsm = 11.52 m

Max. Scour depth of the abutment 1.27 x dsm = 7.32 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 488.979 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 493.184 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 496.500 m

GL. Near Abutment L/S 496.500 m

GL. Near Abutment R/S 496.500 m

However, based on trial pit results foundation level :

Pier NBL-depth of soil 492.000 m 4.500 Silt Factor (f)

Abutment L/S GL-depth of soil 492.000 m f = 1.76 x dm

Abutment R/S GL-depth of soil 492.000 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. 492.000 m 488.979 Type of bed material dm f

Foundation level of Abutment 492.000 m 492.000

Height of Pier 9.70 m Coarse silt 0.04 0.35

Height of Abutment 9.70 m -8.500 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 between 30 cumecs to 300 cumecs

The Vertical clearance above AHFL considered gradient 1 in 30 1.20 m

Considering the Back Water Level 0.00 m

The Road Top Level 502.775 m 100.295

Bridge Design Data : bridge design data :

Clear Span of Bridge ( i / i distance of Column) 10.00 m

Center to Center Span 11.00 m Vertical Clearances for Bridge

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

Span of Bridge (s) 10.74 m Discharge (m3/sec Min. vertical clearance in mm

Effective span of Bridge (se) along the Road. 10.74 m up to 6.30 150

Width of Road/ Bridge 7.50 m Above 0.30 and up to 3.0 450

Road Top Level ( RTL) 502.775 m Above 3 and up to 30 600

Thickness of Slab (ts) 1.000 m Above 30 and up to 300 900

Thickness of wearing Coat 0.075 m Above 300 and up to 3000 1200

Adopted HFL 500.500 m 0 0 0 0

Bearing of Deck Slab considered on Abutment 0.490 m

Thickness of Approach Slab 0.300 m

Foundation Level of Abutment 492.000 m

Top width of Abutment (b) 1.00 m

Width of Dirt wall 0.49 m

Depth of Dirt wall 0.70 m

Depth of Abutment Cap 0.30 m 10.74

Height of Abutment (Including Abutment Cap) 9.70 m

Foundation Level of Pier 492.000 m

Width of Pier 1.00 m

Width of Pier Cap 1.60 m

Depth of Pier Cap 0.30 m

Bottom level of Pier Cap 501.400 m

Height of Pier ( except Pier cap) 9.40 m

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

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

1 ESTIMATE FOR BRIDGE Rs. 70,169,901.19 70172252.68 2,351.49

2 APPROACH ROAD ESTIMATE Rs. 5,686,656.77 5686696.08 5686696.08 39.31

5 QC and Contingency 200,000.00 200,000.00 0.00

8 Soil Investigation Charges(Trial Bore log) Rs. 300,000.00 300,000.00 0.00

9 Add Lumsum for Electrical Pole Shifting 0.00

9 Rounding off Rs. 29,000,000.00 #REF! #REF! 0.00 -72.41

10 Miscelleanous, unforeseen, stability check, contigency etc. 13,724.68 10,762.49 -2,962.20

Total ( Rs. In Lakhs ) 950.00 950.00 0.00

Asst. Executive Engineer Executive Engineer

P.W.D Sub Division, Saundatti PWD Division, BELAGAVI

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATE FOR BRIDGE

SI No Description of Work Unit No L B D Qty Rate Amount

1 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

(I) Lime /Cement Concrete (ii). By Mechanical means A. Cement Concrete Grade M-15 & M-20

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:10, Item No:2.8.A

Concrete pcc bed 1 90.00 7.50 0.15 101.25

2 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202.

(IV) Dismantling Stone Masonry (ii). By Mechanical means A. Cement Concrete Grade M-15 & M-20

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:11, Item No:2.11.A

Head walls ( U/S and D/S) 2 85.00 0.60 6.40 652.80

Middle walls fo arch 23 7.50 0.60 6.40 662.40

2.4m Dia Hume pipes 24 7.50 180.00

Total m 180.00 #REF!

1 Mechanical Means: -In all kinds of soils Depth upto 3m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work

(i) Depth upto 3 m.

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.1

Abutment footings

Towards hallur 1 8.10 8.80 3.00 213.84

Towards Kitdal 1 8.10 8.80 3.00

Pier Footing ( Hallur to Kitdal ) 11.10 6.30

RETAINING WALL - Towards Hallur 2 7.00 5.80 1.50 121.80

Towards Kitdal 2 7.00 5.80 1.50 121.80

for Nala trimming 2 100.00 100.00 1.25 25000.00

2 Mechanical Means: -In all kinds of soils Depth 3m to 6m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work

(i) Depth beyond up to 3 m. to 6 m . depth

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.2

#REF! 1 #REF! #REF! -494.850 #REF!

#REF! 0 #REF! #REF! -494.850 #REF!

Pier Footing ( Hallur to Kitdal ) 0 11.10 6.30 4.650 0.00

Retaining Wall #REF! 0.00 0.00 5.350 #REF!

Silting of Canal 0 50.00 12.00 0.50 0.00

Total m³ #REF! 0.00 #REF!

1B Mechanical Means: -In all kinds of soils Depth 3m to 6m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work

(i) Depth beyond up to 3 m. to 6 m . depth

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.2

Abutment footings

Towards hallur 1 8.1 8.8 3 213.84

Towards Kitdal 1 8.1 8.8 3 213.84

Pier Footing ( Hallur to Kitdal )

Retaining Wall 0 17.20 17.20 1.80 0.00

` 1C Mechanical Means: -In all kinds of soils Depth Above 6m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.3

Abutment footings

Towards hallur 1 8.1 8.8 4 285.12

Towards Kitdal 1 8.1 8.8 4 285.12

Pier Footing ( Hallur to Kitdal )

Retaining Wall 0 176.40 176.40 1.80 0.00

2 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates nd fine aggregates as per relevant IS Codes machine mixed, laid in layers not xceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, ring, and all the other appurtenances required to complete the work as per technical pecifications. (The cost of formwork is included) Mix 1:3:6 (M10) Using 40 mm nominal size graded crushed coarse aggregates.

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:15, Item No:2.1.3

Levelling Course for

Abutment Footing 2 7.80 8.50 0.15 19.89

RETAINING WALL - Towards Hallur 2 7.00 5.80 0.15 12.18

Pier Footing ( Hallur to Kitdal ) 12 10.80 6.00 0.15 116.64

3 Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates.

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.2.3

Bridge Foundation RCC Grade M25

Abutment Footing 2 7.50 8.20 1.400 172.20

RETAINING Wall Footing 4 7.00 5.50 0.800 123.20

Pier Footing ( Hallur to Kitdal ) 12 10.88 5.70 1.350 1004.66

4 Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates.

For height up to 5 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.4.3

For height up to 5 m

Abutment stem 2 7.50 1.00 8.050 120.75

Pier Cut and Ease Water 24 0.39 (Area) 8.050 75.83

Abutment Cap 2 7.50 1.45 0.300 6.53

Dirt Wall Below Approach Slab 2 7.50 (Area) 0.135 2.03

5 Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates.

(ii) Beyond 5m upto 10m add 12% extra on formwork for staging & base preparation.

For height 5m to 10 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.6.3

5 Providing and laying in position Reinforced cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

(ii) Beyond 5m upto 10m add 12% extra on formwork for staging & base preparation.

For height up to 5 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.5.2

6 PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.8

7 Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704.

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:122, Item No:13.9

8 Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.2

Over Deck Slab 2 11.50 7.50 0.075 12.94

Over Approach Slab 2 3.50 7.50 0.075 3.94

9 Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:117, Item No:12.4

Behind Abutment 2 6.50 0.60 8.375 65.33

Behind Returns 4 3.10 0.60 9.275 69.01

Behind Retaining Wall 4 7.00 0.60 7.30 122.64

10 Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:117, Item No:12.3

Behind Abutment and Return (L/S) 1 3.10 6.50 8.375 168.76

Behind Abutment and Return (R/S) 1 3.10 6.50 8.375 168.76

Behind Retaining Wall 2 7.00 6.38 7.300 652.04

Deduct Qtty. of Filter Media 256.97

11 Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specification MORTH Specification No. 2705

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.7

Drainage spout 4 12 48

No. for each Deck Slab

12 Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment/wing wall/ return wall with PVC Pipe 110mm outer dia at 2 kg per m2, extending through the full width of the structure with slope of 1V:20H towards drawing foce. Complete as per drawing and Technical Specifications MORTH Specification No. 2706 and 2200

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:99, Item No:13.4

Abutment stem 2 6 1.00 12.00

Returns 4 16 0.50 32.00

Retaining Wall 4 23 0.56 51.52

13 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. B. Foundation of Bridges

PWD Schedule of Rates 2024-2025 , VOL 1, Page No:18, Item No:2.11b

Abutment footings 15.164

pier Footing 130.527

Retaining Wall Footing 3.091

14 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. C. Sub structure of Bridges

PWD Schedule of Rates 2024-2025 , VOL 1, Page No:18, Item No:2.11c

Abutment stem 120.75 79.59 -do- 13.484

Retaining Wall Stem 114.46 64.7 Kg/Cum 10.951

Abutment cap and Dirt wall 17.77 91.5 2.268

15 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. D. Super structure of Bridges

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.11d

For Deck Slab 1 167.07 63.66 76.213

16 Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700. provide crash barrier

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.5

Over Deck Slab 2 11.50 2sides 46.00

Over Approach Slab 2 3.50 -do- 14.00

22 Provision of an Reinforced cement concrete crash barrier at the bridge deck & approaches to bridge structure, constructed with Reinforced cement concrete with TMT reinforcement conforming to MORT&H specificatios and as per details given in IRC-5 including dowel bars, 25 mm dia, 450 mm long at expansion joints filled with pre-moulded asphalt filler board etc, keyed to the structure on which it is built and installed as per design given in the enclosure to MOST circular No. RW/ NH-33022/1/94-DO III dated 24 June 1994 as per dimensions in the and approved drawing and at locations directed by the Engineer, all as specified MORTH Specification No. 809 B. Crash Barrier for Bridges (Height 1100 mm) as per details given IRC-5 (fig-2) (Area 0.298 m2 for 1 m length)

17 Provision of an Reinforced cement concrete crash barrier at the bridge deck & approaches to bridge structure, constructed with Reinforced cement concrete with TMT reinforcement conforming to MORT&H specificatios and as per details given in IRC-5 including dowel bars, 25 mm dia, 450 mm long at expansion joints filled with pre-moulded asphalt filler board etc, keyed to the structure on which it is built and installed as per design given in the enclosure to MOST circular No. RW/ NH-33022/1/94-DO III dated 24 June 1994 as per dimensions in the and approved drawing and at locations directed by the Engineer, all as specified MORTH Specification No. 809 B. Crash Barrier for Bridges (Height 1100 mm) as per details given IRC-5 (fig-2) (Area 0.298 m2 for 1 m length)

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.13.B

RCC CRASH BARRIER 1 25.00

18 Filler joint ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.15 (ii)

In between Return and Protection Wall 2 8.375 16.75

In between Abutment and Approach Slab 2 7.50 15.00

In between deck slab 12 7.50 90.00

19 Filler joint iii) Providing and fixing in position 20 mm thick premoulded joint filler in expansion joint for fixed ends of simply supported spans not exceeding 10 m to cater for a horizontal movement upto 20 mm, covered with sealant complete as per drawing and technical specifications

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.15 (iii)

In between Return and Protection Wall 2 8.375 16.75

In between Abutment and Approach Slab 2 7.50 15.00

In between deck slab 12 7.50 90.00

20 Filler joint iv)Providing and filling joint sealing compound as per drawings and technical specifications with coarse sand and 6 per cent bitumen by weight

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:124, Item No:13.15 (iv)

In between Return and Protection Wall 2 8.375 16.75

In between Abutment and Approach Slab 2 7.50 15.00

In between deck slab 12 7.50 90.00

20 Providing and laying Filter material underneath pitching in slopes complete as per drawing and Technical specification MORTH Specification No. 2504

PWD Schedule of Rates 2024-2025 Vol No.3, Page No:111, Item No:16.4

21 Providing and laying Pitching on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications. A.Stone/Boulder MORTH Specification No. 2504

PWD Schedule of Rates 2024-2025 Vol No.3, Page No:111, Item No:16.4

Asst. Executive Engineer Executive Engineer

P.W.D Sub Division, Saundatti PWD Division, BELAGAVI

DETAILS TO BE FILLED UP FOR PREPARATION OF ESTIMATE

Dismantling Items

1 Concrete Head Wall

Bottom Width 0.90

Bottom Width 0.45

pipes (900mm dia) 1.27 area

Clearance of ground

Thickness 0.3 m

3 Carraige width 7.50 m

Clear Span 10.00 m

Over all Span 11.000 m

RTL RL. 502.775 m

Deck Slab Depth 1 m

Approach Slab Depth 0.30 m

Length of Approach Slab 3.50 m

Levelling Course Depth 0.15 m

4 Abutment Details

Width 1.00 m GL (RHS) GL (LHS)

Bottom level of Excavation RL. 492.000 m

Depth of Excavation 4.500 m

Length of footing 7.500 m

Width of footing 8.20 m

Footing Depth Near Stem 1.40 m

Footing depth 1.400 m

Bottom level of Abt. Cap RL. 500.100 m

Top width of Abt. 1.000 m

bottom width of Abt. 1.000 m

Abutment Cap Depth 0.300 m

Abutment Cap Depth 0.300 m

Total Depth of Abutment 6.700 m

Depth of Abutment (below GL) 4.500 m

Rear side slope 0.000 :1

Water side Slope (below GL) 0.000 :1

Water side Slope (above GL) 0.000 :1

Tring. width of abt. on Rear side(at bottom) 0.000 m

Tring. width of abt. on Rear side(at GL) 0.000 m

Tring. width of abt. on Water side(at GL) 0.000 m

Tring. width of abt. on Water side(bottom) 0.000 m

Dirt Wall Depth 1.000 m

Dirt wall Width 0.300 m

No. of Piers 12 No.(s)

Pier Width 1.00 m

Pier Cap Depth 0.30 m

Pier Cap Width 1.60 m

Pier length 7.50 m

Length of footing 10.50 m

Width of footing 5.70 m

Offset considered at top of footing 2.35 m

Footing Depth 1.350 m

Rect. portion depth 1.350 m

Tring. portion depth 0.000 m

Pier cap bottom level RL. 501.400 m 6.275

Avg. GL (NBL) RL. 496.500 m

Bottom level of Excavation RL. 492.000 m

Depth of Excavation 4.500 m

Strata OS 4.500 m

6 Return Details

No. of Returns 4 No.(s)

Length 2.50 m NBL

Excavation length of Return 1.50 m

Stem top level RL. 502.775 m GL (RHS) GL (LHS)

NBL RL. 496 m 3 3

Bottom level of Excavation RL. 494.425 m

Depth of Excavation (FROM FL TO NBL) 1.58 m

Depth of Excavation (FROM NBL TO GL) RHS 5.35 m -499.775

Raft Thickness 0.80 m

Stem bottom width 0.90 m

Stem Top width 0.30 m

Stem Height 7.30 m

Stem slope 0.0714 :1

Stem height above GL 499.78 m

Stem width at GL -34.86 m

7 Protection Wall Details

No. of Wall 4 No.(s)

Avg. GL RL. 0.000 m

Bottom level of Excavation RL. 0.000 m

Depth of Excavation 0.00 m

Strata OS 0.00 m

Top width 0.00 m

Top Level of Wall RL. 0.000

Depth of h1 0.00 m

Total depth of Wall -0.15

Depth of Wall below GL -0.15

Slope of Wall 0.00 :1

Tring. width of Wall ( @ Bottom) 0.00 m

Tring. width of Wall ( @ GL) 0.00 m

Depth of PCC for Abutments 0.15 m

Extra width for PCC 0.15 m

Extra Width for excavation beyond PCC 0.15 m

Length of the bridge 86.2 m

length of service road 58 m

Top width 7.5 m

Bottom width 14.4 m

LENGTH AT BRIDGE STARTING 54 M

LENGTH AT BRIDGE END 100 M

VILLAGE LIMIT ROAD

WMM 7.5 M 0.25 M

SDBC 7.5 M 0.025 M

EMBAKMENT DEPTH AT BRIDGE STARTING 5.00 M

EMBAKMENT DEPTH AT BRIDGE END 5.00 M

SUBGRADE AT BOTTOM 8.6 M 0.3 M 0.825

SDBC 7.5 M 0.025 M

CUT OF WALL 6 M 0.5 M

APRON 12 M 0.5 M

1 LENGTH 14.4 M PCC 0.15

2 LENGTH 88.2 M

3 LENGTH 88.2 M

4 LENGTH 88.2 M

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST. PWD Schedule of Rates 2024-2025

RATE ANALYSIS FOR BRIDGE

PWD Schedule of Rates 2024-2025

SL No. Description of Work Vol. No. Page No. Item No. Per Basic Rate (Rs.) Form Work Total Rate (Rs.) Over-head Charges Total Rate (Rs.) A.W. (Rs.) G. Total Rate (Rs.)

Percentage Amount

BR Unit Cement Steel

1 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202. VOL.3 10 2.8.A m³ 719.00 - - 719.00 0.00 719.00 35.95 754.95

(I) Lime /Cement Concrete (ii). By Mechanical means A. Cement Concrete Grade M-15 & M-20

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:10, Item No:2.8.A

2 Dismantling of existing structures like culverts, bridges, retaining walls and other structure comprising of masonry, cement concrete, wood work, steel work, including T&P and scaffolding wherever necessary, sorting the dismantled material, disposal of unserviceable material and stacking the serviceable material with all lifts and lead MORTH Specification 202. VOL.3 11 2.11.A m³ 180.00 - - 180.00 0.00 180.00 9.00 189.00

(IV) Dismantling Stone Masonry (ii). By Mechanical means A. Cement Concrete Grade M-15 & M-20

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:11, Item No:2.11.A

3 Mechanical Means: -In all kinds of soils Depth upto 3m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work VOL.1 8 1.14.1 m³ 102.00 - - 102.00 9.27 111.27 5.56359 116.84

(i) Depth upto 3 m.

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.1

3B Mechanical Means: -In all kinds of soils Depth 3m to 6m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work VOL.1 8 1.14.2 m³ 117.00 - - 117.00 10.64 127.64 6.381765 134.02 134.02

(i) Depth beyond up to 3 m. to 6 m . depth 55 Cum 0 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.2

4 Mechanical Means: -In ordinary/soft rock without blasting upto 1.5m depth Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work. 1 8 1.15.1 Cum 272.00 272.00 54.40 326.40

1. Ordinary Rock Soft Rock ( not requiring blasting)

B) Mechanical Means

(i) Depth 0m to 3 m. 60 Cum 0 0

PWD Schedule of Rates 2024-2025 Vol No., Page No:, Item No:

3C Mechanical Means: -In all kinds of soils Depth Above 6m Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m, as per drawing and technical specifications, including setting out, shoring, strutting, barricading, caution lights, including dressing of excavated surfaces, disposing off or levelling the excavated earth or sorting & stacking the selected earth for reuse in a radius of 50 m and lift upto 1.5 m including cost of labour, tools, usage of machinery & other appurtenaces required to complete the work VOL.1 8 1.14.3 m³ 144.00 - - 144.00 13.09 157.09 7.85448 164.94 164.94

(i) Depth beyond 6 m . depth 55 Cum 0 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:8, Item No:1.14.3

4 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates nd fine aggregates as per relevant IS Codes machine mixed, laid in layers not xceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, ring, and all the other appurtenances required to complete the work as per technical pecifications. (The cost of formwork is included) Mix 1:3:6 (M10) Using 40 mm nominal size graded crushed coarse aggregates. VOL.1 15 2.1.3 m³ 5918.00 0% 0.00 5918.00 537.95 6455.95 322.79731 6778.74 6068 Cum 240 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:15, Item No:2.1.3

Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) Mix 1:3:6 (M10) Using 40 mm nominal size graded crushed coarse aggregates. VOL.1 15 2.1.3 m³ 5918.00 0% 0.00 5918.00 537.95 6455.95 322.79731 6778.74 6068 Cum 240 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:15, Item No:2.1.3

5 Providing and laying in position Cement Concrete for all Foundation works. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticizers laid in finished layers, well compacted using needle vibrators, including all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all the other appurtenances required to complete the work as per technical specifications. M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates. VOL.1 17 2.2.3 m³ 6227.00 3% 186.81 6413.81 566.03 6979.84 348.992215 7328.84

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.2.3

6 Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates. VOL.1 17 2.4.3 m³ 6227.00 3% 186.81 6413.81 566.03 6979.84 348.992215 7328.84

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.4.3

7 Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20mm nominal size graded crushed coarse aggregates. VOL.1 17 2.4.3 m³ 6227.00 24% 1494.48 7721.48 566.03 8287.51 414.375715 8701.89

For height up to 5 m 6986 Cum 340 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.4.3

8 (ii) Beyond 5m upto 10m add 12% extra on formwork for staging & base preparation. VOL.1 18 2.6.3 m³ 6299.00 10% 629.90 6928.90 629.84 7558.74 377.9368505 7936.67

For height 5m to 10 m 7233 cum 340 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.6.3

(iii) Beyond 10 m upto 15 m add 14% extra on formwork for staging & base preparation VOL.1 18 2.6.4 m³ 6299.00 20%+(14%*20) 1436.17 7735.17 703.13 8438.30 421.91495674 8860.21

For height 10m to 15 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.6.4

8 Providing and laying in position Reinforced cement concrete for all Super structures of building , Road works, Water works, Irrigation works & super structure works of bridges upto 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers laid in layers, well compacted using needle vibrators. The cost includes all lead & lifts, cost of all materials, quality confirming to the requirements of relevant IS codes , labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of formwork is included) M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates. VOL.1 17 2.5.2 m³ 6734.00 20% 1346.80 8080.80 612.12 8692.92 434.64603 9127.57

For height up to 5 m 7338 Cum 340 0

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:17, Item No:2.5.2

(ii) Beyond 5m upto 10m add 12% extra on formwork for staging & base preparation. VOL.1 18 2.6.3 m³ 6734.00 32% 2154.88 8888.88 612.12 9501.00 475.05003 9976.05

For height 5m to 10 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.6.3

(iii) Beyond 10 m upto 15 m add 14% extra on formwork for staging & base preparation VOL.1 18 2.6.4 m³ 6734.00 34.0% 2154.88 8888.88 612.12 9501.00 475.05003 9976.05

For height 10m to 15 m

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.6.4

9 PCC M15 Grade leveling course below approach slab complete as per drawing and Technical specification MORTH Specification No. 2700 VOL.3 121 13.8 m³ 6727.00 - 6727.00 0.00 6727.00 336.35 7063.35 5781 Cum 240 0

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.8

10 Reinforced cement concrete M30 grade for approach slab including reinforcement and formwork complete as per drawing and Technical specification (Batching Plant). MORTH Specification No. 1500,1600 1700 & 2704. VOL.3 122 13.9 m³ 11201.00 - - 11201.00 0.00 11201.00 560.05 11761.05 9687 Cum 360 0

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:122, Item No:13.9

11 Providing and laying Cement concrete wearing coat M-30 grade including reinforcement complete as per drawing and Technical Specifications. (Batching Plant) MORTH Specification No. 2702 VOL.3 121 13.2 m³ 13087.0 - - 13087.00 0.00 13087.00 654.35 13741.35 11227 Cum 360 0

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.2

12 Providing and laying of Filter media with granular materials/ stone crushed aggregates satisfying the requirements laid down in clause 2504.2.2. of MORTH specifications to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the wall and provided over the entire surface behind abutment, wing wall and return wall to the full height compacted to a firm condition complete as per drawing and Technical Specification. Reference to MORTH Spection 710.1.4 of IRC:78 and 2200 VOL.3 117 12.4 m³ 2677.00 - - 2677.00 0.00 2677.00 133.85 2810.85 1294 Cum 0 0

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:117, Item No:12.4

13 Back filling behind abutment, wing wall and return wall complete including compaction as per drawing and Technical Specification A. Granular materialc Reference to MORTH Specification No. 710.1.4 of IRC:78 & 2200 VOL.3 117 12.3 m³ 1168.00 - - 1168.00 0.00 1168.00 58.4 1226.40

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:117, Item No:12.3

14 Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specification MORTH Specification No. 2705 VOL.3 121 13.7 No. 3271.00 - - 3271.00 0.00 3271.00 163.55 3434.55 1662 No. 0 0.00

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.7

15 Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment/wing wall/ return wall with PVC Pipe 110mm outer dia at 2 kg per m2, extending through the full width of the structure with slope of 1V:20H towards drawing foce. Complete as per drawing and Technical Specifications MORTH Specification No. 2706 and 2200 VOL.3 99 13.4 Mtr 239.00 - - 239.00 0.00 239.00 11.95 250.95 176 Mtr. 0 0.00

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:99, Item No:13.4

16 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. B. Foundation of Bridges VOL 1 18 2.11b Tonne 87305.0 - - 87305.0 0.00 87305.00 4365.25 91670.25 59431 tonne 0 1.05

PWD Schedule of Rates 2024-2025 , VOL 1, Page No:18, Item No:2.11b 3760

17 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. C. Sub structure of Bridges VOL 1 18 2.11c Tonne 87532.0 - - 87532.0 0.00 87532.00 4376.6 91908.60 59431 tonne 0 1.05

PWD Schedule of Rates 2024-2025 , VOL 1, Page No:18, Item No:2.11c 3760

18 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification. D. Super structure of Bridges VOL.1 18 2.11d Tonne 87758.0 - - 87758.0 0.00 87758.00 4387.9 92145.90 60318 tonne 0 1.05

PWD Schedule of Rates 2024-2025 , VOL.1, Page No:18, Item No:2.11d

19 Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate, true to line and grade, tolerance of vertical RCC post not to exceed 1 in 500, centre to centre spacing between vertical post not to exceed 2000 mm, leaving adequate space between vertical post for expansion, complete as per approved drawings and technical specifications. MORTH Specification No.2703,1500,1600and 1700. VOL.3 121 13.5 M 2070.00 - - 2070.00 0.00 2070.00 103.50 2173.50 1713 Mtr. 0.6906 0

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:121, Item No:13.5

20 Provision of an Reinforced cement concrete crash barrier at the bridge deck & approaches to bridge structure, constructed with Reinforced cement concrete with TMT reinforcement conforming to MORT&H specificatios and as per details given in IRC-5 including dowel bars, 25 mm dia, 450 mm long at expansion joints filled with pre-moulded asphalt filler board etc, keyed to the structure on which it is built and installed as per design given in the enclosure to MOST circular No. RW/ NH-33022/1/94-DO III dated 24 June 1994 as per dimensions in the and approved drawing and at locations directed by the Engineer, all as specified MORTH Specification No. 809 B. Crash Barrier for Bridges (Height 1100 mm) as per details given IRC-5 (fig-2) (Area 0.298 m2 for 1 m length) VOL.3 123 13.13.B M 4556.00 - - 4556.00 0.00 4556.00 227.80 4783.80

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.13.B

21 Filler joint ii) Providing & fixing 20 mm thick compressible fibre board in expansion joint complete as per drawing & Technical Specification VOL.3 123 13.15 (ii) M 137.00 - - 137.00 0.00 137.00 6.85 143.85

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.15 (ii)

22 Filler joint iii) Providing and fixing in position 20 mm thick premoulded joint filler in expansion joint for fixed ends of simply supported spans not exceeding 10 m to cater for a horizontal movement upto 20 mm, covered with sealant complete as per drawing and technical specifications VOL.3 123 13.15 (iii) M 231.00 - - 231.00 0.00 231.00 11.55 242.55

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:123, Item No:13.15 (iii)

23 Filler joint iv)Providing and filling joint sealing compound as per drawings and technical specifications with coarse sand and 6 per cent bitumen by weight VOL.3 124 13.15 (iv) M 48.00 - - 48.00 0.00 48.00 2.40 50.40

PWD Schedule of Rates 2024-2025 , VOL.3, Page No:124, Item No:13.15 (iv)

26 Provision of an Reinforced cement concrete crash barrier at the bridge deck & approaches to bridge structure, constructed with Reinforced cement concrete with TMT reinforcement conforming to MORT&H specificatios and as per details given in IRC-5 including dowel bars, 25 mm dia, 450 mm long at expansion joints filled with pre-moulded asphalt filler board etc, keyed to the structure on which it is built and installed as per design given in the enclosure to MOST circular No. RW/ NH-33022/1/94-DO III dated 24 June 1994 as per dimensions in the and approved drawing and at locations directed by the Engineer, all as specified MORTH Specification No. 809 B. Crash Barrier for Bridges (Height 1100 mm) as per details given IRC-5 (fig-2) (Area 0.298 m2 for 1 m length) 3 104 14.14 Mtr 4807.00 4807.00 - 4807.0 4807.00 3156

PWD Schedule of Rates 2024-2025 Vol No.3, Page No:104, Item No:14.14

20 Providing and laying Filter material underneath pitching in slopes complete as per drawing and Technical specification MORTH Specification No. 2504 3 111 16.4 Cum 3397.00 3397.00 - 169.85 3566.85

PWD Schedule of Rates 2024-2025 Vol No.3, Page No:111, Item No:16.4

21 Providing and laying Pitching on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications. A.Stone/Boulder MORTH Specification No. 2504 3 111 16.4 Cum 1635.00 1635.00 - 81.75 1716.75

PWD Schedule of Rates 2024-2025 Vol No.3, Page No:111, Item No:16.4

Asst. Executive Engineer Executive Engineer

P.W.D Sub Division, Saundatti PWD Division, BELAGAVI

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATION FOR STEEL CONSUMPTION

SL NO PARTICULARS UNIT QTY OF RCC QTY OF STEEL KG/CUM

ABUTMENT Cum 175.32 15163.5 86.50

ABUTMENTS Cum 169.42 13484.07 79.59

RETURN WALL Cum 65.58 7790.46 118.79

3 ABUTMENT CAP Cum 11.34 1292.98 114.02 2

7 DIRT WALL (Below Approach Slab) Cum 7.50 974.68 68.95

STEEL CONSUMPTION FOR RCC COMPONENTS OF BRIDGE 2 2977140

112.58 KGS PER CUM

STEEL CONSUMPTION FOR RCC COMPONENTS OF BRIDGE PER SPAN

NO'S OF SPAN = 5 NO'S

68738.70 KGS PER SPAN

STEEL CONSUMPTION FOR RCC COMPONENTS OF BRIDGE PER METER LENGTH

TOTAL LENGTH OF BRIDGE = 59.8 M

5747.38 KGS PER METER 11491.68

STEEL CONSUMPTION FOR RCC COMPONENTS OF BRIDGE PER METER LENGTH

(Without Retaining wall)

TOTAL LENGTH OF BRIDGE = 49.8 M

#REF! KGS PER METER

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATION FOR STEEL CONSUMPTION

STEEL DENSITY 7850

SL No TYPE NO L B D Quantity MAIN DIST Total WT Total WT Kg/Cum

DIA C/C LENGTH NO UNIT WT WT DIA C/C LENGTH NO UNIT WT WT

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATION FOR STEEL CONSUMPTION

ABUTMENT AND PIER

STEEL DENSITY 7850 STEEL DENSITY

SL NO TYPE NO B D H QUANTITY MAIN STEEL STIRRUPS

DIA C/C NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT TIES DIA C/C NO LENGTH UNIT WT WT Total WT Total WT Kg/Cum

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATION FOR STEEL CONSUMPTION

STEEL DENSITY 7850

SL NO TYPE NO L B D QUANTITY MAIN BOTTOM MAIN BOT CURTAIL TOP STRAIGHT TOP EXTRA AT SUPPORT STIRRUPS

DIA NO LENGTH UNIT WT WT DIA NO LENGTH UNIT WT WT DIA NO LENGTH UNIT WT WT DIA NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT TOTAL WT KG/CUM

PIER CAP 12 7.50 1.8 (Area) 162

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATION FOR STEEL CONSUMPTION

STEEL DENSITY 7850

SL NO TYPE NO L B D QUANTITY MAIN BOTTOM MAIN TOP DIST BOTTOM DIST TOP

DIA C/C NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT DIA C/C NO LENGTH UNIT WT WT Total Wt Total Wt Kg/Cum

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 = 22.00 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 = 0.000

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

i = Surcharge Angle. = 0 = 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 = 0.000

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

i = Surcharge Angle. = 0 = 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 )

DETAILS OF STAAD MODEL SPAN DETAILS 4

Overall width of deck = 7.500 m C/C of expansion joint = 11.000 m w

Camber slope = 2.500 % C/C of bearings = 10.000 m

No of span = 13.000 Crash Barrier width = 0.500 m 6.500

Wearing Coat thick. = 0.075 m

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

RHS= 0.000 Thickness of Deck slab = 1.000 m

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

101.8 112 0.75 Distances

X INC L=1.00 m L=0.87 m L=1.00 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= 1.65 kN/m2

4 Footh path Load LIMITS

Width of Foothpath= 1.5 0 LHS RHS

LIVE LOAD CONSIDERED FOR ANALYSIS LOAD INCREMENT = 1 m

For 2 Lane Analysis

Position of vehicles in extreme positions

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

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 0.92 25 8.5

Dead Load+ SIDL Design Moment = 410.455 kN-m 410.46

Dead Load Design Shear = 193.787 kN 193.79

Live Load Design Moment = 257.330 kN-m 257.33

Live Load Design Shear = 282.470 kN 282.47

Total Design Moment = 668 kN-m

Total Design Shear = 476 kN

Depth of slab Considerd = 1000 mm

Dia of Main Bar Used = 25 mm

Clear Cover = 50 mm

Effective Depth = 938 mm

Effective depth reqd "deff" = M

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

d prov = 937.50 mm

% steel = 0.35 %

fck = 25.00 N/mm2

Tc = 0.262 N/mm2

Tmax = 3.70 N/mm2

Dia of bar used = 8.000 mm

Shear Force V = 476.257 kN

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

Shear Stress T = V

pt τc For M25 τc = 0.262

0.25 0.23 For Solid Slabs kτc = 0.262 N/mm2

SHEAR REINFORCEMENT 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 = 125 mm

Provide 12 mm dia bar 125 mm c/c O.K.

Actual Area of steel Provided= 905 mm2 Hence o.k.

Tempereature Reinforcement = 500 mm2 in each direction

Using = 12 mm Dia bars

No of Bars = 6.000 No's

Spacing of bars = 150 mm

Provide 12 mm dia bar 150 mm c/c

@ Top in both Longitudinal and Transverse Direction

Wearing Course (M30)

Approach Slab ( M30)

Levelling Course Compacted Earth Fill

10 # @ 150 C/c abutmrnt cap M30

( Both ways & Both faces)

DETAILS OF APPROACH SLAB

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

Density of Dry Soil = 18.000 kN/m3 18.00 kN/m3

Density of Saturated Soil = 10.000 kN/m3 AHFL = 500.5 M 10.00 kN/m3

Angle of Repose of Soil f = 30.000 deg NBL = 496.5 M 30.000 deg

Bulk Density of Soil (dry) gb = 20.000 kN/m3 Foudation LVL = 492 M 20.00 kN/m3

Bulk Density of Soil (submerged) gsub = 19.000 kN/m3 Clear span = 10.00 m 19.00 kN/m3

Inclination of Backfill with horizontal b = 0.000 No' of span = 13 0.00 kN/m3 0.820

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

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

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

Allowable Bearing Capacity (Normal Case) snor = 22.000 t/m2 25.00 kN/m3

Allowable Bearing Capacity (Seismic Case) sseis = 22.000 t/m2 25.00 kN/m3

Active Earth pressure Coeff. for Stability Ka = 0.297 0.000

Passive Earth pressure Coeff. for Stability Kp = 0.000 0.000

Input Parameters

Angle of Skew = 0 m

Carraige Width = 7500 mm 7500

Length of Abutment = 7500 mm L W/H ratio 0.766

Overall height of abutment. = 10700 mm H

Depth of superstructure = 1000 mm at Edge

Pedestal + bearing = 0 mm

Ht of dirtwall + pedestal = 1000 mm H1 Foundation result

Depth (Abutment cap top to top of footing.) = 8300 mm H2 SAFE

Taper on the earth retaining side = 1 in 25 SAFE

Width of stem portion at top = 1000.00 mm B2

Width of stem portion at base = 1000.00 mm B2'

Width of heel portion = 3100 mm B1

Width of toe portion = 4100 mm B3

Depth of heel portion at end = 1400 mm

Depth of heel portion near wall = 1400 mm

Depth of toe portion at end = 1400 mm

Depth of toe portion near wall = 1400 mm

Total width at base = 8200 mm B

Portion of the structure below G.L = 3500 mm H3

Surcharge slope = 2 in 0

Live load surcharge = 1.200 m

Grade Concrete = M25

Coefficient of base friction between soil and concrete = 0.5

Total Reaction Dead load +SIDL = 273.35 T 21.86 t 12.5 21.868

Reaction due to Vehicular Live Load, Maximum vehicular reaction = 450.26 T 36.03 t 36.0205

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 3500 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

1400 1 The cell No. F313 what is 11

1400 6 I think it need to be road or stem width where calculation of force is per meter run

FL 492.000 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

3100 0 1000 4100 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 76.243 = 4.288 m

Density of Concrete = 2.5 T/m3

Total weight of AbutmentWall structure /m run. =( 17.78 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 = 144.305 6.65

Density of earth fill = 1.8 T/m 3

Total weight of earth fill /m run. = 21.7 X 1 X 1.8

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

1 ) Stabilising Moments :-

a ) Total weight of abutment structure = 44.45 T

\ C.G of R / Wall = 4.288 m M

\ Stabilising moment = 190.61 T-M

b ) Total Weight of Earth Fill = 39.06 T

\ C.G of earthfill = 6.65 M

\ Stabilising moment = 259.75 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 :-

Stabilising moments :-

Overturning moments :-

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

Total horizontal force = 35.21 T

Total vertical force = 12.81 T 7.71 T

Summary of moments

Description Stabilising Moment Overturning Moment Vertical Forces Horizontal Forces

1) Dead load of Abutment 190.61 44.45

2) Earthfill on rear side 259.75 39.06

3) Vertcal component of earth pressure 65.33 12.81

4) Horizntal component of earth pressure 135.96 35.21

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 = 515.69 T-M

MO = Overturning moment= 135.96 T-M

P = Vertical Load= 96.32 T-M

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

= 0.16 m < 1.37 Safe since e<b/6

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

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

= 10.37 T/M2 > 0.0 kN/m3 SAFE

II ) Under service condition.

Total Reaction Dead load +SIDL Maximum = 273.35 T (for total length)

Reaction due to Vehicular LiveLoad.

Maximum vehicular reaction = 450.26 T

\Total Reaction Maximum Dead Load (DeckSlab) Condition = 96.48 T

Reaction per meter length of abutment(max condition) = 96.48 T

Calculation of Stabilising & Overturning Moments about ' A '.

a) Stabilising - Vertical Reaction on Bearings.

Total Reaction Max Condition = 96.48 T

Min Condition = 36.45 T

Lever Arm = 4.6 m

Moment about ' A ' = 96.48 x 4.60 443.808 Tm

Moment about ' A ' = 36.45 x 4.60 167.67 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 = 16.62 T

Total Length = 11

Max Braking Force/m run = 1.51 T

\Horizontal Force on = 1.51

Lever Arm = 7.400 m

Moment about ' A ' = 1.51 x 7.400 = 11.18 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 16.6 6.000 99.72

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 10.7 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 1 m (bearing top to railing top) bed Pressure Pressure Vz

Exposed length per Abutment 5.50 m m kN/sqm kN/sqm m/s

Effective Area 5.50 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 0.57 t 6 0.730 0.464 27.8

Force per metre length 0.047 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 0.45 t 30 1.410 0.590 31.4

Lever Arm from footing top to form level 9.3 m 40 1.570 0.625 32.25

Moment at footing top 4.185 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 ) 130 m (span) 70 1.930 0.694 34

Force due to wind for live load 39 t 80 2.020 0.711 34.4

Lever Arm from footing top to 1.5 mabove form level is 13.95 m 90 2.100 0.729 34.9

Moment at footing top 544.05 t-m 100 2.170 0.747 35.3

Item Force T Lever A M Moment T-M

Live Load 39 13.95 544.05 t-m

65% inTrans direction

Live Load 25.35 13.95 353.63 t-m

35% in Long.direction

Live Load 13.65 13.95 190.42 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 191 340.37 589.032750 Critical

Summary of Moments

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

1) Dead load of Abutmet 190.61 44.45

2) Earthfill on rear side 259.75 39.06

3) Vertical component of earth pressure 65.33 12.81

4) Horizontal component of earth pressure 135.96 35.21

5) Service condition

a) Vertical Reaction(Max Condition) 443.808 96.48

a) Vertical Reaction (Min Condition) 167.67 36.45

b) Temp & Shrinkage

c) Braking 11.18 1.51

Moment for Max Dead Load (Deck slab Condition) 959.5 147.14 192.8 36.72

Moment for Min Dead Load (Deck slab Condition) 683.36 147.14 132.77 36.72

Moment for Dead Load + LL + 65% Wind load Condition 515.69 151.33 96.32 37.17

Moment for Dead Load + Seismic+ Wind load Condition 515.69 151.33 96.32 37.17

Check for Overturning = Stabilising moment > 2

Overturning moment

Moment for Max Dead Load (Deck slab Condition) = 959.5 = 6.52 SAFE

Moment for Dead Load + LL + 65% Wind load Condition = 515.69 = 3.41 SAFE

Moment for Dead Load + Seismic+ Wind load Condition = 515.69 = 3.41 SAFE

Check for sliding = u x Vertcal Forces > 1.5

Horizontal Forces

for Max Dead Load (Deck slab Condition) = 192.8 0.5 = 2.63 SAFE

for Min Dead Load (Deck slab Condition) = 132.77 0.5 = 1.91 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 = 959.5 T-M

MO = Overturning moment= 147.14 T-M

P = Vertical Load= 192.8 T-M

192.8 for Max Dead Load (Deck slab Condition)

132.77 for Min Dead Load (Deck slab Condition)

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

= -0.11 m < 1.37 Safe since e<b/6

= 0.06 m < 1.37 Safe since e<b/6

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

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

= 25.4 T/M2 > 22 T/M2 SAFE

DESIGN OF TOE SLAB

Toe slab is designed for maximum net pressure acting on it

Max. pressure at base = 21.62 T/m2

Max. pressure at stem = 23.51 T/m2

Varying Pressure = -1.89 T/m2

Upward Force F1, due to = 23.51 X 4.1 96.391 T/m width

Uniform base pressure

Moment due to F1 = 96.391 x 4.1 197.6 Tm/m width

Upword Force F2 due to

Varying base pressure

Moment due to F2 = -3.87 2 4.1 -10.58 Tm/m width

Self weight of toe portion

Moment Due to self weight = 29.42 Tm/m width

Self weight of earth fill

Moment Due to earth fill

BM at face of stem wall = 197.6 + -10.58 - ( 29.42 + 0 ) = 157.6 Tm/m width

Shear at face of stem wall = 96.391 + -3.87 - ( 14.35 + 0 ) = 78.17 T/m width

Permissible strsses vide IRC:21-2000

For Grade of Concrete= M25

Grade of steel= Fe-550

ϭcbc = 8.5 N/mm2

ϭst= 302.5 N/mm2

Modular Ratio= m 10.98 j 0.92

Clear cover = 75 mm

Dia of bar = 25 mm

D provided = 1400 mm

d provided = 1312.5 mm

Effective depth reqd "deff" = M

d eff required = 1270.94 mm

< 1312.5 mm Hence O.K.

No. of bars Required = 4314.63

Spacing of bars = 111.12 mm

So Provided spacing= 125 mm

Hence Provide 25 mm Dia Bas , 125 mm c/c spacing

CHECK FOR SHEAR AT "deff" IN TOE SLAB

i) uniform pressure. 22.23 x 2787.5 = 61.966125 T/M width Upwards

ii) Varing pressure. -0.61 x 2787.5 /2 = -0.85 T/M width Upwards

iii) Self Wieght 1.4 x 2.5 = 3.5 T/M width Downwards 1.4

iv)Earth fill -0.61 x 1.8 = -1.098 T/M width Downwards

Net Shear 58.71 T/M width

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

Shear Stress, T = V

V= The design shear across the section 0.25 0.23

B= Effective depth of the section

d= Breadth of slab For pt = 0.299

pt τc For M25 τc = 0.250

100 x 131.25= 0.25 0.23 For Solid Slabs kτc = 0.250 N/mm2

Mximum 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 = 302.5 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 = 4100

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 = 25.4 T/m2

Max. pressure at stem = 23.97 T/m2

Varying Pressure = -1.43 T/m2

Upward Force F1, due to = 25.4 X 3.1 78.74 T/m width

Uniform base pressure

Moment due to F1 = 78.74 x 3.1 122.05 Tm/m width

Upword Force F2 due to

Varying base pressure

Moment due to F2 = -2.22 1 3.1 -2.29 Tm/m width

Downward force F3 due to Earthfill on back side = 39.06 T

Moment due to F3 =

Self weight of Heel portion

Moment Due to self weight = 16.82 Tm/m width

BM at face of stem wall = 60.54 + 16.82 - ( 122.05 + -2.29 ) = 42.4 Tm/m width

Shear at face of stem wall = 39.06 + 4.34 - ( 78.74 + -2.22 ) = 33.12 T/m width

Permissible strsses vide IRC:21-2000

For Grade of Concrete= M25

Grade of steel= Fe-550

ϭcbc = 8.5 N/mm2

ϭst= 302.5 N/mm2

Modular Ratio= m 10.98 j 0.92

Clear cover = 75 mm

Dia of bar = 25 mm

D provided = 1400 mm

d provided = 1312.5 mm

Effective depth reqd "deff" = M

d eff required = 672.19 mm

< 1312.5 mm Hence O.K.

No. of bars Required = 1160.79

Spacing of bars = 333.34 mm

So Provided spacing= 125 mm

Hence Provide 25 mm Dia Bas , 125 mm c/c spacing

CHECK FOR SHEAR AT "deff" IN HEEL SLAB

i) uniform pressure. 25.4 x 3.1 = 78.74 T/M width Upwards

ii) Varing pressure. -1.43 x 3.1 /2= -2.22 T/M width Upwards

iii) Self Wieght 1.4 x 2.5= 3.5 T/M width Downwards 1.4

iv)Earth fill -0.61 x 1.8 = -1.098 T/M width Downwards

Net Shear 33.12 T/M width From Table-23 IS-456-2000 For Working Srtress Method

Shear Stress, T = V 0.15 0.19

V= The design shear across the section

B= Effective depth of the section For pt = 0.299

d= Breadth of slab pt τc For M25 τc = 0.250

T = 33.12 x 1000 = 2.52 Kg/cm2 0.25 0.23 For Solid Slabs kτc = 0.250 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 Required

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

ϭsv = 302.5 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 = 3100

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 9.3 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 8.3 = 19.505 Tm acting @ Top of the footing

Overturning Moment:-

Clear cover = 75 mm

Dia of bar = 20 mm

D provided = 1000 mm

d provided = 915 mm

Effective depth reqd "deff" = M

d eff required = 695 mm

< 915 mm Hence O.K.

No. of bars Required = 1958.03

Spacing of bars = 142.86 mm

So Provided spacing= 150 mm

Hence Provide 20 mm Dia Bas , 150 mm c/c spacing

CHECK FOR SHEAR

At base of stem.

Total Shear = 13.25 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 91.5= pt τc For M25 τc = 0.222

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 = 0.222 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 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

Volume of Abutment cap = 300x1450x8500 3697500000 mm3

As per cl 716.2.1 of IRC : 78 - 1983

Quantity of steel 1 % of volume = 36975000 mm3

Steel to be provided at top = 18487500 mm3

Steel to be provided at bottom = 18487500 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 = 8500-2x50 8400 mm

Area of steel required in long. direction = 9243750 1100 mm2

Provide 7 bars of 16 mm dia bar ( Total steel = 1407 mm2 ) O.K.

(b) Transverse steel

Quantity of steel to be provided in Transeverse direction= ( 0.5 x total steel at top ) 9243750 mm3

Adopting 2 12 mm

Length of each stirrups (only top part of stirrups) = 1450-2x50 = 1350 mm

Volume of each stirrup = 0.7855 x12^2 x 1000 = 113112 mm3 ( Say10Nos. )

No. of stirrups required in per m length = 9.61 ( Say 10 Nos. )

Required spacing = 104 mm

Provided spacing = 110 mm

Provide 2L Stirrups of 12mm dia.110mm c/c throughout the Abutment length. Total Steel = 1130 mm2/m )

Steel on Bottom Face of Abut. Cap

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

Provide 7 bars of 16 mm dia bar ( Total steel = 1407 mm2 )

Provide 2L Stirrups of 12mm dia.110mm c/c throughout the Abutment length. Total Steel = 1130 mm2/m )

CROSS SECTIONAL DETAILS OF ABUTMENT CAP

20mm th. Expansion Joint ( Strictly confirm to IS 1838)

Refer Drg. SD/103

Wearing Course (M30)

12 # @ 150 C/c Abutment Cap ( M25) 12 # @ 200 C/c

8 No. of bars in each layer

Design of Dirt Wall

Loads and Moments due to Earth pressure & LL Surcharge

Therefore increase in height

Total height of dirt wall h = 0.850 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 = 4.545 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 = 1.930 kN/m

SF at the base of dirt wall due to p2 = p2*h = 5.450 kN/m

BM at the base of dirt wall due to p1 = 1/2*p1*h*0.42h = 0.690 kNm/m

BM at the base of dirt wall due to p2 = p2*h*0.5h = 2.318 kNm/m

Total BM at the base of Dirt wall due to Earth pressure = 3.007 kNm/m

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

Effective width = 4.600 m

Impact factor = 1.250

Vertical force = 250.000 kN

Braking force = 0.2 * 250 = 50.000 kN

Braking force per m width = 10.870 kN

BM at the base of dirt wall due to effect of braking = 9.240 kNm/m

Design of Dirt wall as cantilever beam

Grade of concrete = M25

dprov. = 775.000 mm

Main Vertical Reinforcement

Ast required = 12.25x 1E6 / (0.92 x775x302.5 = 57 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 = = 3.37 kNm/m

deff. = 210.00 mm

Ast required = 3.37x 1E6 / (0.92 x210x302.5 = 57.66 mm2/m

Provide 10 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 PIER :

As per IRC:21-1987,

Depth of Footing of column considered 1.35 m

Length of the Pier between surface of constraints( L ) 9.40 m

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

Breadth of the Column provided 1.00 m

Ratio L/B 9.40 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 25 N/mm2

Characteristic Yield Strength of steel fy 550 N/mm2 0.8191520443

Grade of Concrete M25 8.191520443

Dia of Main Bar used 25 mm

Dia of Disty. Bar used 10 mm

Width of slab 7.5 m

Angle of Skew 0 degrees

Carraige Width 7.500 m

Top level of Road RL. 502.775 m

Width of Pier considered 1.00 m

Revised HFL (AHFL) RL. 500.500 m

Lowest Nala Bed Level RL. 496.500 m

Foundation Level of Pier RL. 492.000

Depth of footing considered 1.35 m.

Offset provided from Pier 2.35 m

Height of Pier (h) 6.65 m

Top width of pier (pt) 1.00 m

Bottom width of pier (pb) 1.00 m

Breadth of Pier/Road (b) 7.50 m 10

Dead Load of Slab on Pier 244.38 146.63 t 273.35

Dead Load + Live Load For CW 12.5 450.26 270.16 t 477.5 450.26

Effective span of Deck Slab (s) 10.74 m 10

Thickness of Slab (ts) 1.000 m

Unit weight of Concrete (Wc) 2.50 t/m3

Width of Pier Cap (pc) 1.60 m

Depth of Pier Cap (hc) 0.30 m

Clear cover 40 mm 4000

Depth of Pier Pb =D 1000 mm 141240

Effective depth 948 mm 5885

Breadth of Pier b 7500 mm 98.08333333

Clear Span 10000 mm

No' of span 13 Nos.

Base Area b x pb 7.50 Sqm

Moment @ x-x Ixx = pb x b3/12 35.156 m4

Zxx = pb x b2/6 9.375 m3

Moment @ y-y Iyy = b x pb3/12 0.625 m4

Zyy = b x pb2/6 1.250 m3

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

Dead load of Slab 146.63 t

Dead load of Pier [(pt+pb)/2 x b x h xWc]+[pcx hc x b x Wc] 146.74 t

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

Total Dead Load 293.36 t

Base Area (pb x b) 7.50 sqm

Stress due to Dead Load 39.12 t/sqm

2) Stresses due to Live Load :

A Live Load of Class 'A' Loading is considered

Reaction @ Pier due to LL 123.53 t

Total Live Load with impact 125 % of total LL 154.41 t

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

BM = 0.245 x LL& IL 37.83 t-m

Max. Stress = Total LL + Moment 50.854 t/sqm

Min. Stress = Total LL - Moment -9.677 t/sqm

Max. stress due to Live load and Impact load 50.85 t/sqm

Min. stress due to Live load and Impact load -9.68 t/sqm

3) Stresses due to Buoyancy :

Submerged volume of the pier is likely to create buoyancy

1.35 m. Assumed

Submerged volume of the pier 53.62 Cum

Buoyancy force 53.62 t

Stress at the base = Buoyancy/ Base area 7.15 t/sqm

Stress due to Buoyancy 7.15 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) 128.10 t-m

Stress at the base Moment / Zyy 102.48 t/m2

Stress due to Breaking Force 102.48 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) 75.26 t

Resistance at other end 0.25*DL of slab 36.66 t

Unbalanced pressure at the top 38.60 t

Moment at the base of the pier Unbalanced force x (h+hc) 268.29 t-m

Stress at the base Moment / Zyy 214.64 t/m2

Old Clause New Clause

Stresses due to Differential Bearing Pressure 214.64 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 6.70 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 1.000 m (bearing top to railing top) 10 0.910 0.464 27.8

Force per metre length 0.047 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 0.45 t 40 1.570 0.625 32.25

Lever Arm from footing top to form level 6.350 m 50 1.710 0.659 33.1

Moment at footing top 2.8575 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 ) 130 m (span) 80 2.020 0.711 34.4

Force due to wind for live load 39 t 90 2.100 0.729 34.9

Lever Arm from footing top to 1.5 mabove form level is 7.850 m 100 2.170 0.747 35.3

Moment at footing top 306.15 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 17.69 m2

Wind force on pier+Slab (h+hc) x (pt+pb)/2 x wp 1.77 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 = 5.37 t

Minimum limiting force on deck 450 Kg/ m 4.83 t

Minimum limiting force on deck 240 Kg/ sqm 4.25 t

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

Maximum of above (Mx) 5.37 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) 50.74 t-m

Stress at the base Moment / Zxx 32.96 t/m2

Stress due to Wind Load 32.96 t/m2

7) Stresses due to Water Current :

Intensity of water pressure Wc 52 KV2 44233.17 Kg/m2

Force due to water current (h+hc) x (pb+pt)/2 x Wc/1000 307.42 t

Lever arm of water current force 2/3 x (h+hc) 4.63 m

Moment at the base of the pier 1424.38 t-m

Stress at the base Moment / Zxx 151.93 t/m2

Assuming the possible variation in flow of direction by 20 0

Pressure parallel to pier 44233.171 x cos 20 41568.26 Kg/m2

Pressure perpendicular to pier 44233.171 x sin 20 15121.28 Kg/m2

Stress at base parallel to pier Stress @ base x Pr. parallel to pier 51.94 t/m2

Intensity of water pressure

Force perpendicular to pier Pressure perpendicular to pier x Area 788.20 t

Moment at the base of the pier 3651.98 t-m

Stress at the base Moment / Zyy 2921.58 t/m2

Max. stress due to water current 2973.52 t/m2

8) Stresses due to Earth Quake Forces :

Vertical earth quake

0.10 x Dead load of pier+slab 29.34 t

Stress at base 3.91 t/m2

Horizontal earth quake

0.15 x Dead load of pier+slab 4.40 t

Moment at the base Hzl EQ x (h+hc+ts)/2 17.49 t-m

Stress at base of the pier(x-axis) Moment / Zyy 13.99 t/m2 17.49

Stress at base of the pier(y-axis) Moment / Zxx 1.87 t/m2 0.1066666667

Along x-axis Along y-axis

Stress due to Vertical Earth Quake force 3.91 t/m2 3.91 t/m2

Stress due to Horizontal Earth Quake force 13.99 t/m2 1.87 t/m2

Total = 13.99 t/m2 3.91 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 + 39.12 39.12

2a Live Load + 50.85 50.85

3 Buoyancy 0 7.15

4 Breaking force + 102.48 102.48

5 Differential bearing pressure + 0.00 0.00

6 Wind Load + 32.96 32.96

7 Water Current + 0 2973.52

8 Earth Quake (max.) + 13.99 13.99

Condition No.1 All + ve stresses (Dry condition) Maximum= 239.40 t/m2

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

Condition No.2 Net Stresses (Dry Condition) Minimum= -120.00 t/m2

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

Condition No.3 Net stresses (Water flowing condition) Maximum= 3212.92 t/m2

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

Condition No.4 Minimum= -3081.31 t/m2

Max. pressure 3212.92 t/m2

Min. pressure -3081.31 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 37.83

2 Breaking Force 128.10

3 Differential bearing pressure 268.29

4 Wind Load 50.74

5 Water Current 3651.98 1424.38

6 Earth Quake (Hzl) 13.99 13.99

Bending Moment : (X-axis)

Max. moment along x-axis Mx (MT) 4100.20 t-m

Factored Max. moment along x-axis Mux 6150.30 t-m

Max. moment along y-axis My (ML) 1489.11 t-m

Factored Max. moment along y-axis Muy 2233.67 t-m

Total Axial Load P 477.11 t

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

Factored Load Pu 715.67 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 0.053 0.007

P u / fck bD 0.038 0.038 Here the breadth b=1000 is taken by Stups report of design of middle web

From Chart 47 of SP-16 M ux1 / fck bD2 0.250 0.160

Max. Uniaxial moment capacity of the section @ xx- axis with an axial load (kn-m) M ux1 46875.00 225000.00

From Chart 63 of SP-16 n/mm2 Puz /Ag 14.00

From Chart 64 of SP-16, for the values of Pu/Puz and Muy/Muy1 M ux/ Mux1 0.50

Increase the % of Steel

Area of steel required A str= 0.65 x area of pier 43875 mm2

Minimum and Maximum Area of steel Criteria

Min. Longitudinal steel 0.40 %

Max. Longitudinal steel 6.00 %

Minimum % of steel to be provided = 30000 mm2

Therefore % of steel Adopted= 43875 mm2

Provide 25 mm dia steel

No. of Bars required 89.43 Nos.

No. of Bars required on each face 44.71 Nos.

Provide No. of bars on each face 44 Nos.

Spacing of Bars 183 mm C/c 49

Say 150 mm C/c 490.625

Area of steel Provided= 48376 mm2 48375.625

Curtailment of Longitudinal Steel

Width of Pier at 50 % of Height 1.00 m

Diameter of Bars 25 mm

Min. Area of steel required A str= 0.4 x area of Pier 27000 mm2

No. of Bars required 55.03 Nos.

No. of Bars required on each face 27.52 Nos.

Provide No. of bars on each Face 28 Nos.

Spacing of Bars 264 mm C/C

Transverse Reinforcement :

Diameter of Ties

should not be less than one fourth of Dia. of long. Bar 10 mm

or 8mm whichever is greater

Diameter of Bar considered 10 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 12094 mm2 1636.25

No's of bars required 38.516 No's

Provide No. of bars 39.0 No's

Spacing of Bars 238.3 mm C/c

Say 150.0 mm C/c

No's of bars required 23.89 No's

Provide No. of bars 24 No's

Spacing of Bars 387 mm C/c

iii) The spacing between two adjacent horizontal bars shall not be more than 300 mm 300 mm C/c

Provide 10 mm Dia. Bar @ 150

DESIGN OF FOOTING :

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

Compressive strength of concrete fck 25 n/mm2

Characteristic Yield Strength of steel fy 550 n/mm2

Grade of Concrete M25

Dia . of Main Bar used 25 mm

Dia. of Disty. Bar used 12 mm

Clear cover 50 mm

Width of Pier 1000 mm

Axial Load on foundation (P) 477.11 t

Self weight of foundation ( @ 10 %) 47.71 t

Additional soil Load 285.48

Total = 524.82 t

Moment in Transverse direction (MT) 4100.20 t-m

Moment in Longitudinal direction (ML) 1489.11 t-m

Provide Footing Size as L= 10.50 m 3

Footing Area A= 59.85 m2

Net Upword Pressure = P/A + MT(LB2/6) + ML/(BL2/6) Pmax= 96.00 t/m2 94.30

Stress = Moment due to Direct Stress+ Moment due to Bending Stress in Trans. Dirn.

P/A + MT(LB2/6) 80.09 t/m2

Moment due to Direct Stress+ Moment due to Bending Stress in Long. Dirn.

P/A +ML/(BL2/6) 22.19 t/m2

Max. Stress = 80.09 t/m2

Max. Moment = 221.14 t-m

Factored B.M. = 2211.36 x 1.50 3317.04 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) 3.25 N/mm2

Where Ku,max = Xu,max/ d = 0.0035 0.443

or d 2 = M u, x

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

d = Mu, x 1010 mm

Overall depth of footing 1072 mm

Provide Overall depth = Say 1350 mm

The effective depth of footing required (d)= 1288 mm

Area of Steel along Bf Asty = 0.50 x fck 1 - 1 - 4.6 Mux b dx

6002.56 mm2 Development Length of Bars

Minimumu Steel Required A min= 1620.00 mm2

Henec Area to be provided = 6002.56 mm2 Ldt = φϭs

Spacing of steel = 100.74 mm C/c

Provide 25mm dia. Bar @ 100 mm C/c 4*1.6*1.4

* Check for Minimum Steel :

Minimum steel required

Ast Min. 0.12 x10 x D 1620.00 mm2

** Minimum spacing criteria:

The spacing shall be minimum of the fallowing;

a) 3 times the effective depth (3 d) = 3863 mm

b) 300mm 300 mm

Distribution Steel :

Dia of Bar 16 mm

Spacing of steel = 124.05 mm C/c

Size of Footing 10.50 5.70 m

Depth of Footing 1.35 m

Main steel 25mm dia. Bar @ 100 mm C/c

Distribution Steel 16mm dia. Bar @ 125 mm C/c

ONE-WAY SHEAR CHECK

Critical Section at a distance d from face of Column

Shear Force V = 63.752+96 * 1.06

Design Shear Force Vu = 1273.02375 kN

Design Shear Stress τv = Vu

Shear Stress of Concrete τc Adopt SP-24 1980 From clause 39.2.1 τc is given for different percentage of steel

is given as follows

Where β is given by β = 0.8 fck

τc = 0.437 N/mm2

NOT SAFE IN SHEAR

TWO-WAY SHEAR CHECK

Critical Section for Two-way shear is at a distance d/2 all around the face of column

Punching Area = (1+1.2875)*(7.5+1.2875)

Shear Force V = 3815.904 T

Design Shear Force Vu = 57238.56 kN

Punching perimeter = 22.15 m

Punching shear stress at a distance d/2 = 57238.56*1000

Permissible Shear Stress = 1.716 N/mm2

SAFE IN TWO-WAY SHEAR

25 mm dia steel 150 mm C/c 10 mm Dia. Bar @ 150 25mm dia. Bar @ 100 mm C/c

Details of Pier Steel

DETAILS OF PIER CAP:

Details of Pier cap on a Solid Pier Shaft (As per IRC:21-1972)

i) Minimum Thickness of Pier cap

Up to a span of 25 m 225 mm

For Longer spans 300 mm

ii) Cap Reinforcement

Mild Steel 2.0 %

HYSD Steel 1.5 %

Distributed Equally on top and Bottom and provided in two direction both at top and bottom

Note : In addition to this. Reinforcement provision shall be made for two layers of mesh reinforcement each consisting of 6 mm bars at 75 mm centeres in both directions placed directly under the bearings.

Distribution steel provided = 1.50 %

Area of Steel Required 7200 mm2

Dia. of Bar 16 mm

No. of Bars 35.83 Nos.

Provide 16 mm dia bars 18 No. of bars in each layer

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

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

16 mm dia bars 18 No. of bars in each layer

C/s Details of Pier cap

16 mm dia bars 18 No. of bars in each layer

Reinforcement Details of Pier cap (Top and Bottom)

Pier Top Width = 1.00 1.27

4.90 25 mm dia steel 275mm C/c

10 mm Dia. Bar @ 150

25 mm dia steel 150mm C/c

50 x Ld 0.45 m min P.C.C M15 150MM THICK

Pier Steel Details

25 mm dia steel 150 mm C/c

2350 16 mm dia. Bar @ 125 mm C/c

Levelling Course PCC 1:3:6

25mm dia. Bar @ 100 mm C/c

TYPICAL C/S OF PIER FOOTING

Design of Return Wall:

Width of return Wall = 3.100 m

Height of return wall at Shaft root = 9.300 m

Height of return wall at Shaft end = 9.300 m

Average height of return wall = 9.300 m

Thickness of return wall at root = 0.700 m

Thickness of return wall at End = 0.700 m

Thickness of return wall at top = 0.300 m

Thickness of return wall at bottom = 0.400 m

For Grade of Concrete= 25

Grade of steel= Fe-550

ϭcbc = 8.5 N/mm2

ϭst= 302.5 N/mm2

Modular Ratio= m 10.98 j 0.92

Case 1: For UDL over entire plate

Width to height ratio (a/b) = 0.333

From Roarks formula,

Live load surcharge = 0.297 18 1.2

Section Modulus for 1000mm width is,

Hence Moment /m width along X direction = 0.044 81666667 3.570

Mx = 3.570 kN-m/m width

Hence Moment /m width along Y direction = 0.426 81666667 34.790

My = 34.790 kN-m/m width

Case 2: For Triangular loading of Earth pressure

Width to height ratio (a/b) = 0.333

From Roarks formula,

Earth Pressure 0.297 18 9.300

Section Modulus for 1000mm width is,

Hence Moment /m width along X direction = 0.200 81666667 16.352

Mx = 16.352 kN-m/m width

Hence Moment /m width along Y direction = 1.236 81666667 100.902

My = 100.902 kN-m/m width

Hence total Moment along

Height per metre width Mx = 19.923 kN-m/m width

Width per metre width My = 135.692 kN-m/m height

Design of face AB

Mx = 19.923 kN-m/m width Dia of main Bar = 20

Effective depth provided d = 700.000 50 10 Dia of Second. Bar = 12

= 640.000 mm Clear Cover = 50

Moment of Resistance = Q b d2

= 384.369 kN-m/m > Moment Applied, Hence OK

Area of Steel required Ast = M

No of Bars required = 7 Nos

Spacing of Bars S = 160 mm

Hence Provide 20 mm dia bars at 160 mm c/c on earth face

Steel on Other Face

No of Bars required N = 7 Nos

Spacing of Bars S = 142.857 mm2

Hence Provide 12 mm dia bars at 142.857 mm c/c on other face

Design of face DC

My = 135.692 kN-m/m width

Effective depth provided d = 700.000 50 10 Dia of main Bar = 20

= 640.000 mm Dia of Second. Bar = 12

Moment of Resistance = Q b d2 Clear Cover = 50

= 384.369 kN-m/m > Moment Applied, Hence OK

Area of Steel required Ast = M

No of Bars required = 7 Nos

Spacing of Bars S = 160 mm

Hence Provide 20 mm dia bars at 160 mm c/c on earth face

Steel on Other Face

No of Bars required N = 7 Nos

Spacing of Bars S = 142.8571429 mm

Hence Provide 12 mm dia bars at 142.86 mm c/c on other face

HEIGHT OF WALL 7.300 m

THICKNESS OF BASE SLAB 8% HT OF WALL + SURCGARGE

CLEAR COVER FOR BASE 75 MM

CLEAR COVER FOR WALL 50 MM

DISTR BARS 0.12%

BASE 1.5 HEEL+STEM

BACK FILL Angle of slope of bank Ф(deg) to horizontal, (max Ф=θ) 0

Angle of repose θ (deg) = 30

Density of back fill (kN/m3) = 18

Density of saturated back fill (kN/m3) = 20

Surcharge Uniform Surcharge load (kN/m2) = 21.6

Base Soil Safe Bearing Capacity of Soil (kN/m2) = 22.00

Coefficient of base friction between soil and concrete 0.6

Wall Height of Wall, H (m) 7.300 211.37 2x2

Profile Depth of Water Table below GL, H1 (m) 8.300 43.08

Depth of soil above toe slab, H2 (m) 7.300

Wall thickness at top of base slab, T1 (m) 0.900 0.6083333333 0.3686868687

Wall thickness at top, T2 (m) 0.300

Base slab width, B (m) 5.500 4.38

Base slab toe dimension, B1 (m) 2.000 1.46 0.9419647568

Base slab thickness, D1 (m) 0.800

Base Heel slab dimension, B2 (m) 2.600 0.5

Base Heel slab thickness, D2 (m) 0.800

Shear key depth, D3 (m) 0.000 M

Shear key thickness, T3 (m) 0.000

Material Concrete Grade, fck M 25

Data Steel Reinforcement Grade, fy (N/mm2) = 550

Concrete In base slab (mm) = 50

Cover In earth face of wall (mm) = 50

In front face of wall (mm) = 50

Active Coefficient of earth pressure 0.33 1.46

Passive Coefficient of earth pressure 3.00

Concrete density kN/m3 25

Water density kN/m3 10

Horizontal Pressures, Moments and Shears on Wall (Service Load Condn.)

Depth of wall Horizontal Pressure on wall (kN/m2) Bending Moment Shear on Bending Moment(-Surcharge) Shear on(-surcharge)

from top (m) Soil Pressure Grd Water Pr Surcharge Pr. on wall (kNm/m) wall (kN/m) on wall (kNm/m) wall (kN/m)

Value at max depth neglecting surcharge pressure = 7.3 767.64 255.15 531.44 196.83

Passive Resistance Considered

Passive pressure at top, (kN/m2) = 394.20

Passive pressure at bottom, (kN/m2) = 437.40

Depth of passive resistance (m) = 0.80

Passive Force (kN/m) = 332.64

Passive Moment about Toe (kNm/m) = -86.62

Vertical Loads per metre length (Service Load condition)

Load case Vertical load (kN) Lever arm to Toe (m) B.M. (kNm)

Wall (Rectangle) 54.750 2.750 150.563

Wall (Triangle) 54.750 2.400 131.400

Soil load over Toe Slab 131.400 1.000 131.400

Soil +sub-soil water(if any) over Heel Slab 341.640 4.200 1434.888

Surcharge load 7.200 4.200 30.240

Maximum Total = 699.740 - 2180.991

Total neglecting surcharge load = 692.540 - 2150.751

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 692.540 - 2150.751 1

C.G. of vertical loads from Toe: Case: Total load = 2180.991 /699.74 3.117 m

Case: Total neglecting surcharge load = 2150.751 /692.54 3.106 m

Eccentricity= 0.367 < B/6 0.92 Hence OK

Moment on C.L. of Base:

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 22.00 kN/m2

Case: Total load including soil load over toe slab

Case: Total including soil load over toe slab, but neglecting surcharge load: #NAME?

SBC of soil is more than the design pressures, hence base width is O.K

Stability Calculations (Service Load Condition)

Case: Total load including soil load over toe slab & Surchrage

Over Turning Moment about Toe = 767.64 kNm

Resisting Moment = 2180.991 kNm

Factor of safety against over turning = 2.84 > 1.5, Section O.K.

Horizontal Sliding Force = 255.15 kN

Resisting Force = 692.54 x 0.6 +332.64 748.164 kN

Factor of safety against sliding = 2.93 > 1.5, Section O.K.

Total for 0.9 x (wall+base+soil over toe) & no surcharge:

Over Turning Moment about Toe = 531.44 kNm

Resisting Moment = 2150.75 kNm

Factor of safety against over turning = 4.047 > 1.5, Section O.K.

Horizontal Sliding Force = 196.83

Resisting Force = 692.54 x 0.6 +332.64 748.164 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 3.80 > 1.5 Section O.K.

Design of Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Moment Eff. Depth (mm) Sqrt(Mu*1000/3.33) Bar ф (mm) Ast (mm2) Vertical Reinf't Horizontal Reinf't

from top (m) Mu, kNm Reqd. Provided Vertl. Horzl. Reqd. Provided Main Reinf't Distr Reinf't

Ru= 3.33 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Max c/c Adopted c/c Dia/Spacing Max c/c Adopted c/c Dia/Spacing

Check for Shear in Wall by Limit State Method (Partial Safety Factor, γf = 1.5)

Depth of wall Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status 2.43 R P

from top (m) Vu, kN τv, N/mm2 bd τc, N/mm2 of Wall 12.0558375 18.08375625 840 49.588 2513.274123

0.00 0.000 0.000 0.232 13.308 0.344 Section is OK One way shear stress at d = 0.190 #DIV/0!

1.46 25.360 0.083 0.184 16.755 0.310 Section is OK Percentage Steel provided = 0.430 #REF!

4.38 133.634 0.247 0.232 13.293 0.344 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 211.37 150.17 122.64 43.08

Soil Pressure at P = 211.37 kN/m2 TOE/HEEL 131.4 131.4 131.4 131.4

Soil Pressure at Q = 150.17 kN/m2 79.97 18.77 -8.76 -88.32

Soil Pressure at R = 122.64 kN/m2

Soil Pressure at S = 43.08 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 165.244 kN/m2

Soil Pressure at Q = 136.64 kN/m2

Soil Pressure at R = 123.77 kN/m2

Soil Pressure at S = 86.588 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5

Areas of Reinforcement in Base Slab

Location Mu Eff. Depth(mm) Bar Ф (mm) Ast (mm2) Main steel Distribn.Steel

(kNm) Reqd. Provided Main Distbn. Reqd. Provided Ф - Crs (mm) Ф - Crs (mm)

Sqrt(Mu*1000/3.33) (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd Adopted c/c Dia/Spacing Spacing Reqd (0.12%) Adopted c/c Dia/Spacing

Q 3.33 Steel req Req spacing, C/C Steel Provided

Check for Shear in Base Slab

Case: Total load including soil load over toe slab

Soil Pressure at P = 211.37 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 150.17 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 122.64 kN/m2

Soil Pressure at S = 43.08 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5: soil thk

Case: Total including soil load over toe slab, but neglecting surcharge load:

Soil Pressure at P = 165.24 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 136.64 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 123.77 kN/m2

Soil Pressure at S = 86.59 kN/m2

Ultimate Shear (Partial lad factor, γf = 1.5:

Check for Shear in Base Slab by Limit State Method (Partial Safety Factor, γf = 1.5)

Location Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status

Vu-max, kN τv, N/mm2 bd τc, N/mm2 of Base

Toe Slab -1.099 -0.001 0.122 0.257 Section is OK 25.361

Heel Slab 226.175 0.305 0.181 0.308 Section is OK 17.073

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

ESTIMATE (ABSTRACT)

Sl. No. Description of Item Unit Qty. Rate Amount

1 Clearing and Grubbing Road Land .Clearing and grubbing road land including uprooting rank vegetation, grass, bushes, shrubs, saplings and trees girth up to 300 mm, removal of stumps of trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned, including removal and disposal of top organic soil not exceeding 150 mm in thickness. (ii) By Mechanical Means using Dozer, A. In area of light jungle (Vol-3, P.No. 9 / I.No. 2.5 ii a ) 100 m2 10.872 412.65 4,486.33

2 Surface Drains in Soil Construction of unlined surface drains of average crosssectional area 0.40 m2 in soil to specified lines, grades, levels and dimensions. Excavated material to be used in embankment with a lift upto 3m and lead of 50 m (average lead 25 m) as per Technical Specification Clause 307. (B) Mechanical Means (Vol-3, P.No. 144 / I.No. 16.8 (B)) m 543.600 26.25 14,269.50

3 Scarifying Existing Granular Surface to a Depth of 50 mm by Mechanical Means using Hydraulic excavator m2 1698.750 5.25 8,918.44

4 Construction of Embankment by excavating the available approved Gravel/ Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour,rolling,water,all materials,usage& all other appurtenaces required to complete the work. (Vol-1, P.No. 7 I.No. 1.8) m3 0.000 497.70 0.00

5 Construction of sub-grade and earthen shoulders with approved material obtained from borrow pits with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of table No. 300-2 (Vol-3, P.No. 17 / I.No. 3.6) m3 1418.1731 517.65 734,117.32

6 Granular Sub-Base - By Mix in Place Method - Construction of Granular Sub-Base of required grading as per design spreading in uniform layers with motor grader on prepared surface mixing by mix in place method with front end loader at OMC and compacting with vibratory roller to achieve the desired density, complete as per clause 401 For Grading -V Material. [I.No.-4.2 B (v) / Page- 23 of PWD SR (Vol. 3) 2023-24] m3 455.2650 2476.95 1,127,668.64

7 Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the Material with water at OMC in mechanical mix plant carriage of mixed Material by tipper to site, laying in uniform layers with paver/grader in sub-base / base course on well prepared surface and compacting with vibratory roller to achieve the desired density. (Vol-3, P.No. 26 / I.No. 4.17) m3 424.6875 2686.95 1,141,114.08

8 Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70 kg/m2 using mechanical means..[I.No.- 5.1 A(i) / Page-31 of PWD SR (Vol. 3) 2023-24] m2 1698.7500 66.15 112,372.31

9 Tack coat on Granular surface treated with primer - Providing and applying tack coat with VG-10 Bitumen using pressure distributor at the rate of 0.25 kg/m2 on Granular Surface. Ref to MoRT&H : IRC - 503 [I.No.-5.33 / Page- 43 of PWD SR (Vol. 3) 2023-24] m2 1698.7500 26.25 44,592.19

10 Bituminous macadam Grading - ii for traffic <20 MSA Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 3.4% byweight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction (Vol-3, P.No. 33 / I.No. 5.8 (C)) m3 84.9375 11198.25 951,151.36

11 Semi Dense Bituminous Concrete Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision. (Vol-3, P.No. 43 / I.No. 5.31) m3 42.47 15524.25 659,295.49

12 Reinforced cement concrete M15 grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc Ordinary kilometer stone (precast).[I.No.- 8.16 (ii) / Page-67 of PWD SR (Vol. 3) 2023-24] each 4 3033.45 12,133.80

13 Reinforced cement concrete M15grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc 200 m stone (precast).[I.No.- 8.16(iii) / Page-67 of PWD SR (Vol. 3) 2023-24] each 0 861.00 0.00

14 Direction and Place Identification Signs with size more than 0.9 m2 size Board.Providing and erecting direction and place identification retroreflectorised sign as per IRC:67:2012 made of high intensity grade sheeting vide clause 801.3, fixed over aluminium sheeting, 2 mm thick or Aluminium composite material sheet with overall thickness of 4mm with area exceeding 0.9 m2 fixed over back support frame of min 40 x 40 x 5mm angle mounted on a mild steel circular pipe 65 NB, firmly fixed to the ground by means of properly designed moundation with M25 grade cement concrete 45 x 45 x 60 cm, 60 cm below ground level as per approved drawing (Vol-3, P.No. 65 / I.No. 8.8) m2 2.1600 10168.20 21,963.31

15 Providing and fixing of retro- reflectorised cautionary, mandatory and informatory sign as per IRC:67:2012 made of Class C Type XI retro reflective sheeting fixed over 2 mm thick aluminium sheeting vide clause 801.3, 3mm/4mm thick Aluminium composite material sheet depending on the size of the sign fixed over the back support frame of min 25 x 25 x 3mm angle mounted on a mild steel circular pipe 65 NB, 3.2 mm thickness firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 cm x 45 cm x 60 cm, 60 cm below ground level as per approved drawing.The sign shall be maintained as per section 12 of IRC:67:2012. (iv) 60 cm equilateral triangle (Vol-3, P.No. 64 / I.No. 8.6 (iv)) each 8.0000 3770.55 30,164.40

16 Supplying and Fixing of Molded Shank Raised Pavement Markers / Cat's Eye made of polycarbonate and ABS moulded body and reflective panels with micro prismatic lens capable of providing total internal reflection of the light entering the lens face and shall support a load of 16000 kg tested in accordance to ASTM D 4280 Type H and complying to Specifications of Category A of MORTH Circular No RW/NH/33023/10-97 DO III Dt 11.06. 1997. The height, width and length shall not exceed 50 mm, 100 mm and 102 +/- 2 mm and with minimum reflective area of 13 cm2 on each side and the slope to the base shall be 35 +/- 5 degree. The strength of detachment [I.No.-8.43 / Page-74 of PWD SR (Vol. 3) 2023-24] No 58.0000 383.25 22,228.50

17 Road Marking with Hot Applied Thermoplastic Compound Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 g/m2 area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35:2015.The finished surface to be level, uniform and free from streaks and holes. [I.No.-8.15 / Page-67 of PWD SR (Vol. 3) 2023-24] m2 65.0000 556.50 36,172.50

18 Providing and laying reinforced cement concrete pipe NP3 for culverts on first class bedding of granular material in double row including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets as per Clause 1101.6. (C) 750mm dia (Vol-3, P.No. 146 / I.No. 16.16 (C)) m 50.0000 7002.45 350,122.50

19 Providing and fixing board displaying information, such as 'Name of work, Tender cost, Name of Contractor, Work completion and liability period etc', having rectangular shape of 1.20m x 0.90m size made out 18 gauge (1.25mm) thick mild steel sheet painted with one coat of Zinc chromate stoving primer and two coats of enamel paint on front side and grey stove enamel on back side and border / messages / symbols etc. with approved colour shade paint complete, on M.S.angle of size 35 x 35 x 3 mm frame with properly cross braced M.S. angles of size 35mmx35mmx3mm duly painted including Two M.S. angle iron posts of size 65 mm x 65 mm x 6 mm, 3.65 m long painted with alternate black and white bands of 25 cm width including all fixtures etc.and fixing the boards in 1:4:8 concrete block of size 60 cm x 60 cm x 75 cm including, excavation, refilling, transportation, and labour etc complete. Spec. No. As directed by Engineer in Charge & MoRTH specification 80 (Vol-3, P.No. 78 / I.No. 8.54) No 2.0000 9450.00 18,900.00

20 Supplying and installation of delineators (road way indicators, hazard markers, object markers), 80-100 cm high above ground level, painted black and white in 15 cm wide strips, fitted with 80 x 100 mm rectangular or 75 mm dia circular reflectorised panels at the top, buried or pressed into the ground and conforming to IRC-79-2019 and the drawings. (Vol-3, P.No. 67 / I.No. 8.17) each 42.0000 2122.05 89,126.10

21 Reinforced cement concrete M15 grade boundary pillars of standard design as per IRC:25, fixed in position including finishing and lettering but excluding painting.(Vol-3 S.R.P NO.: 67 I NO: 8.18) each 400.0000 769.65 307,860.00

Assistant Executive Engineer, Executive Engineer,

PWD Sub-Division Saundatti PWD Division Belagavi

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

Sl. No. Item of work Nos/Sides L. B. D Qty. Unit

1 Clearing and Grubbing Road Land .Clearing and grubbing road land including uprooting rank vegetation, grass, bushes, shrubs, saplings and trees girth up to 300 mm, removal of stumps of trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned, including removal and disposal of top organic soil not exceeding 150 mm in thickness. (ii) By Mechanical Means using Dozer, A. In area of light jungle (Vol-3, P.No. 9 / I.No. 2.5 ii a )

Approach Road Towards Hallur 1 x 2 x 228.0 x 2.00 = 912.0 224

Approach Road Towards Kitadal 1 x 2 x 225.0 x 2.00 = 900.0

Deduct 40% voids -40% = -724.8 7.36

Total = 1087.20 m2

Total = 10.87 100 m2

2 Surface Drains in Soil Construction of unlined surface drains of average crosssectional area 0.40 m2 in soil to specified lines, grades, levels and dimensions. Excavated material to be used in embankment with a lift upto 3m and lead of 50 m (average lead 25 m) as per Technical Specification Clause 307. (B) Mechanical Means (Vol-3, P.No. 144 / I.No. 16.8 (B))

Approach Road Towards Hallur 1 x 2 x 228.0 x 60% = 273.60

Approach Road Towards Kitadal 1 x 2 x 225.0 x 60% = 270.00

Total = 543.60 m

3 Scarifying Existing Granular Surface to a Depth of 50 mm by Mechanical Means using Hydraulic excavator

Approach Road Towards Hallur 1 x 1 x 228.0 x 3.75 = 855.00

Approach Road Towards Kitadal 1 x 1 x 225.0 x 3.75 = 843.75

Total = 1698.75 m2

4 Construction of Embankment by excavating the available approved Gravel/ Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour,rolling,water,all materials,usage& all other appurtenaces required to complete the work. (Vol-1, P.No. 7 I.No. 1.8)

Total = 0.00 m3

5 Construction of sub-grade and earthen shoulders with approved material obtained from borrow pits with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of table No. 300-2 (Vol-3, P.No. 17 / I.No. 3.6) 7.200 0.825 1.75 0.875 1.875

For Subbase 6.800 0.525

Approach Road Towards Hallur 1 x 1 x 228.0 x 7.000 x 0.300 = 478.80

Approach Road Towards Kitadal 1 x 1 x 225.0 x 7.000 x 0.300 = 472.50

For Shoulder portion

Approach Road Towards Hallur 1 x 2 x 228.0 x 1.2125 x 0.425 = 234.98 0.425 1 1.425

Approach Road Towards Kitadal 1 x 2 x 225.0 x 1.2125 x 0.425 = 231.89 #VALUE! 1 #VALUE!

6 Granular Sub-Base - By Mix in Place Method - Construction of Granular Sub-Base of required grading as per design spreading in uniform layers with motor grader on prepared surface mixing by mix in place method with front end loader at OMC and compacting with vibratory roller to achieve the desired density, complete as per clause 401 For Grading -V Material. [I.No.-4.2 B (v) / Page- 23 of PWD SR (Vol. 3) 2023-24]

Approach Road Towards Hallur 1 x 1 x 228.0 x 6.700 x 0.150 = 229.14 #REF! 7.5 3.75 1.000 6.800

Approach Road Towards Kitadal 1 x 1 x 225.0 x 6.700 x 0.150 = 226.13

Total = 455.27 m3 #REF!

7 Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the Material with water at OMC in mechanical mix plant carriage of mixed Material by tipper to site, laying in uniform layers with paver/grader in sub-base / base course on well prepared surface and compacting with vibratory roller to achieve the desired density. (Vol-3, P.No. 26 / I.No. 4.17)

Approach Road Towards Hallur 1 x 1 x 228.0 x 3.75 x 0.250 = 213.75

Approach Road Towards Kitadal 1 x 1 x 225.0 x 3.75 x 0.250 = 210.94

Total = 424.69 m3 #REF!

8 Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70 kg/m2 using mechanical means..[I.No.- 5.1 A(i) / Page-31 of PWD SR (Vol. 3) 2023-24]

Approach Road Towards Hallur 1 x 1 x 228.00 x 3.75 = 855.00

Approach Road Towards Kitadal 1 x 1 x 225.00 x 3.75 = 843.75

9 Tack coat on Granular surface treated with primer - Providing and applying tack coat with VG-10 Bitumen using pressure distributor at the rate of 0.25 kg/m2 on Granular Surface. Ref to MoRT&H : IRC - 503 [I.No.-5.33 / Page- 43 of PWD SR (Vol. 3) 2023-24]

Approach Road Towards Hallur 1 x 1 x 228.00 x 3.75 = 855.00

Approach Road Towards Kitadal 1 x 1 x 225.00 x 3.75 = 843.75

Total = 1698.75 m2

10 Bituminous macadam Grading - ii for traffic <20 MSA Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 3.4% byweight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction (Vol-3, P.No. 33 / I.No. 5.8 (C))

Approach Road Towards Hallur 1 x 1 x 228.00 x 3.75 x 0.05 = 42.75

Approach Road Towards Kitadal 1 x 1 x 225.00 x 3.75 x 0.05 = 42.19

Total = 84.94 m3

11 Semi Dense Bituminous Concrete Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision. (Vol-3, P.No. 43 / I.No. 5.31)

Approach Road Towards Hallur 1 x 1 x 228.00 x 3.75 x 0.025 = 21.38

Approach Road Towards Kitadal 1 x 1 x 225.00 x 3.75 x 0.025 = 21.09

Total = 42.47 m3

12 Reinforced cement concrete M15 grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc Ordinary kilometer stone (precast).[I.No.- 8.16 (ii) / Page-67 of PWD SR (Vol. 3) 2023-24]

13 Reinforced cement concrete M15grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc 200 m stone (precast).[I.No.- 8.16(iii) / Page-67 of PWD SR (Vol. 3) 2023-24]

14 Direction and Place Identification Signs with size more than 0.9 m2 size Board.Providing and erecting direction and place identification retroreflectorised sign as per IRC:67:2012 made of high intensity grade sheeting vide clause 801.3, fixed over aluminium sheeting, 2 mm thick or Aluminium composite material sheet with overall thickness of 4mm with area exceeding 0.9 m2 fixed over back support frame of min 40 x 40 x 5mm angle mounted on a mild steel circular pipe 65 NB, firmly fixed to the ground by means of properly designed moundation with M25 grade cement concrete 45 x 45 x 60 cm, 60 cm below ground level as per approved drawing (Vol-3, P.No. 65 / I.No. 8.8)

Total = 2.16 m2

15 Providing and fixing of retro- reflectorised cautionary, mandatory and informatory sign as per IRC:67:2012 made of Class C Type XI retro reflective sheeting fixed over 2 mm thick aluminium sheeting vide clause 801.3, 3mm/4mm thick Aluminium composite material sheet depending on the size of the sign fixed over the back support frame of min 25 x 25 x 3mm angle mounted on a mild steel circular pipe 65 NB, 3.2 mm thickness firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 cm x 45 cm x 60 cm, 60 cm below ground level as per approved drawing.The sign shall be maintained as per section 12 of IRC:67:2012. (iv) 60 cm equilateral triangle (Vol-3, P.No. 64 / I.No. 8.6 (iv))

16 Supplying and Fixing of Molded Shank Raised Pavement Markers / Cat's Eye made of polycarbonate and ABS moulded body and reflective panels with micro prismatic lens capable of providing total internal reflection of the light entering the lens face and shall support a load of 16000 kg tested in accordance to ASTM D 4280 Type H and complying to Specifications of Category A of MORTH Circular No RW/NH/33023/10-97 DO III Dt 11.06. 1997. The height, width and length shall not exceed 50 mm, 100 mm and 102 +/- 2 mm and with minimum reflective area of 13 cm2 on each side and the slope to the base shall be 35 +/- 5 degree. The strength of detachment [I.No.-8.43 / Page-74 of PWD SR (Vol. 3) 2023-24]

17 Road Marking with Hot Applied Thermoplastic Compound Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 g/m2 area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35:2015.The finished surface to be level, uniform and free from streaks and holes. [I.No.-8.15 / Page-67 of PWD SR (Vol. 3) 2023-24]

For Bridge Portion 2 x 150.0 x 0.10 = 30.00

For Road Curves (L/S) = 25.00

Total = 65.00 m2

18 Providing and laying reinforced cement concrete pipe NP3 for culverts on first class bedding of granular material in double row including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets as per Clause 1101.6. (C) 750mm dia (Vol-3, P.No. 146 / I.No. 16.16 (C)) 6388.00

For cross roads 20 x 2.50 50.00

Total = 50.00 m

19 Providing and fixing board displaying information, such as 'Name of work, Tender cost, Name of Contractor, Work completion and liability period etc', having rectangular shape of 1.20m x 0.90m size made out 18 gauge (1.25mm) thick mild steel sheet painted with one coat of Zinc chromate stoving primer and two coats of enamel paint on front side and grey stove enamel on back side and border / messages / symbols etc. with approved colour shade paint complete, on M.S.angle of size 35 x 35 x 3 mm frame with properly cross braced M.S. angles of size 35mmx35mmx3mm duly painted including Two M.S. angle iron posts of size 65 mm x 65 mm x 6 mm, 3.65 m long painted with alternate black and white bands of 25 cm width including all fixtures etc.and fixing the boards in 1:4:8 concrete block of size 60 cm x 60 cm x 75 cm including, excavation, refilling, transportation, and labour etc complete. Spec. No. As directed by Engineer in Charge & MoRTH specification 80 (Vol-3, P.No. 78 / I.No. 8.54) 2471.00

Displaying information 2 x 1 = 2

20 Supplying and installation of delineators (road way indicators, hazard markers, object markers), 80-100 cm high above ground level, painted black and white in 15 cm wide strips, fitted with 80 x 100 mm rectangular or 75 mm dia circular reflectorised panels at the top, buried or pressed into the ground and conforming to IRC-79-2019 and the drawings. (Vol-3, P.No. 67 / I.No. 8.17)

Road way indicators,

21 Reinforced cement concrete M15 grade boundary pillars of standard design as per IRC:25, fixed in position including finishing and lettering but excluding painting.(Vol-3 S.R.P NO.: 67 I NO: 8.18)

Assistant Executive Engineer Executive Engineer,

PWD Sub-Division Saundatti PWD Division Belagavi

PROPOSED CONSTRUCTION OF BRIDGE ACROSS MALLAPRABHA RIVER BETWEEN HALLUR VILLAGE AND KITADAL VILLAGE IN YALLAMA SAUNDATTI CONSTITUENCY IN BELGAVI DIST.

Sl. No Item of work SR 2023-2024 Area weightage 5% Net Rate

Unit Vol Page No. It. No. Basic Rate

Improvements to Road

1 Clearing and Grubbing Road Land .Clearing and grubbing road land including uprooting rank vegetation, grass, bushes, shrubs, saplings and trees girth up to 300 mm, removal of stumps of trees cut earlier and disposal of unserviceable materials and stacking of serviceable material to be used or auctioned, including removal and disposal of top organic soil not exceeding 150 mm in thickness. (ii) By Mechanical Means using Dozer, A. In area of light jungle (Vol-3, P.No. 9 / I.No. 2.5 ii a ) 100 m2 3 9 2.5 ii (a) 393.00 19.65 412.65

2 Surface Drains in Soil Construction of unlined surface drains of average crosssectional area 0.40 m2 in soil to specified lines, grades, levels and dimensions. Excavated material to be used in embankment with a lift upto 3m and lead of 50 m (average lead 25 m) as per Technical Specification Clause 307. (B) Mechanical Means (Vol-3, P.No. 144 / I.No. 16.8 (B)) m 3 144 16.8 (B) 25.00 1.25 26.25

3 Scarifying Existing Granular Surface to a Depth of 50 mm by Mechanical Means using Hydraulic excavator m2 3 17 3.4 ii 5.00 0.25 5.25

4 Construction of Embankment by excavating the available approved Gravel/ Murrum deposited at a place or borrow pits during or prior excavation with all lifts and lead, transportation to site, spreading, grading to required slope and compacting to meet the requirement complete as per specifications, including cost of labour,rolling,water,all materials,usage& all other appurtenaces required to complete the work. (Vol-1, P.No. 7 I.No. 1.8) m3 1 7 1.8 474.00 23.7 497.70

5 Construction of sub-grade and earthen shoulders with approved material obtained from borrow pits with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of table No. 300-2 (Vol-3, P.No. 17 / I.No. 3.6) m3 3 17 3.6 493.00 24.65 517.65

6 Granular Sub-Base - By Mix in Place Method - Construction of Granular Sub-Base of required grading as per design spreading in uniform layers with motor grader on prepared surface mixing by mix in place method with front end loader at OMC and compacting with vibratory roller to achieve the desired density, complete as per clause 401 For Grading -V Material. [I.No.-4.2 B (v) / Page- 23 of PWD SR (Vol. 3) 2023-24] m3 3 23 4.2 B (v) 2359.00 117.95 2476.95

7 Providing, laying, spreading and compacting graded stone aggregate to wet mix macadam specification including premixing the Material with water at OMC in mechanical mix plant carriage of mixed Material by tipper to site, laying in uniform layers with paver/grader in sub-base / base course on well prepared surface and compacting with vibratory roller to achieve the desired density. (Vol-3, P.No. 26 / I.No. 4.17) m3 3 26 4.17 2559.00 127.95 2686.95

8 Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.70 kg/m2 using mechanical means..[I.No.- 5.1 A(i) / Page-31 of PWD SR (Vol. 3) 2023-24] m2 3 31 5.1 A (i) 63.00 3.15 66.15

9 Tack coat on Granular surface treated with primer - Providing and applying tack coat with VG-10 Bitumen using pressure distributor at the rate of 0.25 kg/m2 on Granular Surface. Ref to MoRT&H : IRC - 503 [I.No.-5.33 / Page- 43 of PWD SR (Vol. 3) 2023-24] m2 3 43 5.33 25.00 1.25 26.25

10 Bituminous macadam Grading - ii for traffic <20 MSA Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 3.4% byweight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction (Vol-3, P.No. 33 / I.No. 5.8 (C)) m3 3 33 5.8 C 10665.00 533.25 11198.25

11 Semi Dense Bituminous Concrete Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision. (Vol-3, P.No. 43 / I.No. 5.31) m3 3 43 5.31 14785.00 739.25 15524.25

12 Reinforced cement concrete M15 grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc Ordinary kilometer stone (precast).[I.No.- 8.16 (ii) / Page-67 of PWD SR (Vol. 3) 2023-24] each 3 67 8.16 (ii)(as per Rates) 2889.00 144.45 3033.45

13 Reinforced cement concrete M15grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc 200 m stone (precast).[I.No.- 8.16(iii) / Page-67 of PWD SR (Vol. 3) 2023-24] each 3 67 8.16 (iii) (as per Rates) 820.00 41 861.00

14 Direction and Place Identification Signs with size more than 0.9 m2 size Board.Providing and erecting direction and place identification retroreflectorised sign as per IRC:67:2012 made of high intensity grade sheeting vide clause 801.3, fixed over aluminium sheeting, 2 mm thick or Aluminium composite material sheet with overall thickness of 4mm with area exceeding 0.9 m2 fixed over back support frame of min 40 x 40 x 5mm angle mounted on a mild steel circular pipe 65 NB, firmly fixed to the ground by means of properly designed moundation with M25 grade cement concrete 45 x 45 x 60 cm, 60 cm below ground level as per approved drawing (Vol-3, P.No. 65 / I.No. 8.8) m2 3 65 8.8 9684.00 484.2 10168.20

15 Providing and fixing of retro- reflectorised cautionary, mandatory and informatory sign as per IRC:67:2012 made of Class C Type XI retro reflective sheeting fixed over 2 mm thick aluminium sheeting vide clause 801.3, 3mm/4mm thick Aluminium composite material sheet depending on the size of the sign fixed over the back support frame of min 25 x 25 x 3mm angle mounted on a mild steel circular pipe 65 NB, 3.2 mm thickness firmly fixed to the ground by means of properly designed foundation with M25 grade cement concrete 45 cm x 45 cm x 60 cm, 60 cm below ground level as per approved drawing.The sign shall be maintained as per section 12 of IRC:67:2012. (iv) 60 cm equilateral triangle (Vol-3, P.No. 64 / I.No. 8.6 (iv)) each 3 64 8.6.A. (iv) 3591.00 179.55 3770.55

16 Supplying and Fixing of Molded Shank Raised Pavement Markers / Cat's Eye made of polycarbonate and ABS moulded body and reflective panels with micro prismatic lens capable of providing total internal reflection of the light entering the lens face and shall support a load of 16000 kg tested in accordance to ASTM D 4280 Type H and complying to Specifications of Category A of MORTH Circular No RW/NH/33023/10-97 DO III Dt 11.06. 1997. The height, width and length shall not exceed 50 mm, 100 mm and 102 +/- 2 mm and with minimum reflective area of 13 cm2 on each side and the slope to the base shall be 35 +/- 5 degree. The strength of detachment [I.No.-8.43 / Page-74 of PWD SR (Vol. 3) 2023-24] No 3 74 8.43 365.00 18.25 383.25

17 Road Marking with Hot Applied Thermoplastic Compound Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads @ 250 g/m2 area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35:2015.The finished surface to be level, uniform and free from streaks and holes. [I.No.-8.15 / Page-67 of PWD SR (Vol. 3) 2023-24] m2 3 67 8.15 530.00 26.5 556.50

18 Providing and laying reinforced cement concrete pipe NP3 for culverts on first class bedding of granular material in double row including fixing collar with cement mortar 1:2 but excluding excavation, protection works, backfilling, concrete and masonry works in head walls and parapets as per Clause 1101.6. (C) 750mm dia (Vol-3, P.No. 146 / I.No. 16.16 (C)) m 3 146 16.16 (C) 6669.00 333.45 7002.45

19 Providing and fixing board displaying information, such as 'Name of work, Tender cost, Name of Contractor, Work completion and liability period etc', having rectangular shape of 1.20m x 0.90m size made out 18 gauge (1.25mm) thick mild steel sheet painted with one coat of Zinc chromate stoving primer and two coats of enamel paint on front side and grey stove enamel on back side and border / messages / symbols etc. with approved colour shade paint complete, on M.S.angle of size 35 x 35 x 3 mm frame with properly cross braced M.S. angles of size 35mmx35mmx3mm duly painted including Two M.S. angle iron posts of size 65 mm x 65 mm x 6 mm, 3.65 m long painted with alternate black and white bands of 25 cm width including all fixtures etc.and fixing the boards in 1:4:8 concrete block of size 60 cm x 60 cm x 75 cm including, excavation, refilling, transportation, and labour etc complete. Spec. No. As directed by Engineer in Charge & MoRTH specification 80 (Vol-3, P.No. 78 / I.No. 8.54) No 3 78 8.54 9000.00 450 9450.00

20 Supplying and installation of delineators (road way indicators, hazard markers, object markers), 80-100 cm high above ground level, painted black and white in 15 cm wide strips, fitted with 80 x 100 mm rectangular or 75 mm dia circular reflectorised panels at the top, buried or pressed into the ground and conforming to IRC-79-2019 and the drawings. (Vol-3, P.No. 67 / I.No. 8.17) each 3 67 8.17 2021.00 101.05 2122.05 each 3 67 8.17 2021.00 0.00 2021.00

21 Reinforced cement concrete M15 grade boundary pillars of standard design as per IRC:25, fixed in position including finishing and lettering but excluding painting.(Vol-3 S.R.P NO.: 67 I NO: 8.18) each 3 67 8.18 733.00 36.65 769.65

Assistant Executive Engineer Executive Engineer

PWD Sub-Division. Saundatti. PWD Division Belagavi

Esimation of Steel For Retaining wall

LENGTH OF PROTECTION WALL-1 4000 MM

H 5000 Density of Steel= 7850 kg/m^3

Bar Shape Bar No Bar Dia (mm) Spacing (mm) M1 (mm) M2 (mm) Length (mm) No. of Bars Total Length in (m) Weigth in (Kg)

Total Steel for Protection Wall-1 in Kg's 911.76

Total Steel for FOUR RETAINING WALLS in Kg's 3647.06

Estimation of Steel For Protection Wall

LENGTH OF PROTECTION WALL-2 20000 MM

Bar Shape Bar No Bar Dia (mm) Spacing (mm) M1 (mm) M2 (mm) Length (mm) No. of Bars Total Length in (m) Weigth in (Kg)

3 12 100 750 4650 6150 201 1236 1097.48 Sl.No. Description Quantity of Concrete (Cum) Quantity of Steel (Kg's) Average Steel Kg/Cum

Total Steel for Protection WalL in Kg's 9011.93

Total Steel for Protection Wall in Kg's 9011.93

Estimation of Steel For Protection Wall-3

LENGTH OF PROTECTION WALL-3 50000 MM

Bar Shape Bar No Bar Dia (mm) Spacing (mm) M1 (mm) M2 (mm) Length (mm) No. of Bars Total Length in (m) Weigth in (Kg)

Total Steel for Protection Wall-2 in Kg's 17248.85

Total Steel for TWO Protection Wall-3 in Kg's 0.00

Estimation of Steel For Curtain Wall

LENGTH OF CURTAIN WALL 23850 MM

Estimation of Steel For Curtain Wall on Up-Stream side

Height of Curtain wall on U/S 2000 MM

Bar Shape Bar No Bar Dia (mm) Spacing (mm) M1 (mm) M2 (mm) Total Length (mm) No. of Bars Total Length in (m) Weigth in (Kg)

Total Steel Kg's 1150.33

Estimation of Steel For Curtain Wall on Down-Stream side

Height of Curtain wall on D/S 2500 MM

Bar Shape Bar No Bar Dia (mm) Spacing (mm) M1 (mm) M2 (mm) Total Length (mm) No. of Bars Total Length in (m) Weigth in (Kg)

Total Steel Kg's 1355.08

Total Steel required for Two Curtain Walls in Kg's 2505.42 2505.42

Estimation of Steel For Toe Wall