CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.under HOA 5054 KRDCL for the year 2025-26

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

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

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

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

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

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

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

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

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

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

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

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

FORMAT FOR WORK DONE CERTIFICATE TO BE OBTAINED FROM COMPETENT AUTHORITY

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

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

1 Name of the Project :

2 Name of the Work :

3 Contract Amount :

4 Date of signing the Agreement :

5 Date of handing over of the Site :

6 Progress * : 2019

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

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2020

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

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2021

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

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2022

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

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2023

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

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

Progress * : 2024

January February March

Earth work excavation Physical in cum :

Financial in lac :

Plain Cement Concrete Physical in Cum :

Financial in lac :

Reinforced Cement Concrete Physical in cum :

Financial in lac :

Brick Masonry Physical in Cum :

Financial in lac :

Steel Physical is Qtl :

Financial in lac :

Finishinh Items Physical in Sqm :

Financial in lac :

Financial in lac :

7 Stipulated Period of Completion (including monsoon)

8 Prescribed Date of completion

9 Actual Date of Completion/ Probable Date of Completion

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

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

12 Penalty if any imposed :

13 Any other information :

* Monthwise progress shall be furnished seperately.

Date: (Authorised Signatory)

Address for correspondence:

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

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

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

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

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

Earthworks in cum Physical

Plain Cement Concrete (in Cum) Physical

Reinforced Cement Concrete (in Cum) Physical

Stone Masonry (in Cum) Physical

Brick Masonry (in Cum) Physical

Steel (in Qtl) Physical

Finishinh Items (in Sqm) Physical

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

Information on works which are yet to be completed.

(EXISTING COMMITMENTS AND ON-GOING WORKS)

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

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

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

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

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

Attach letters of Acceptance received.

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

Information of the works for which Tenderer has submitted Tender.

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

List of Machineries Required

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

No. Capacity Number/Capacity Age/ Condition

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

BANKER’S CERTIFICATE

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

Name of the Bank, Senior Bank Manger

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

Information on litigation in which the Tenderer is involved:

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

(GOVERNMENT OF KARNATAKA)

Public Works Department

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

ESTIMATION AND DESIGN REPORT

ESTIMATE COST:-350.0 LAKHS

Executive Engineer

PWD. Division,Belagavi.

Engineering Consultant

JALAVAHINI MANAGEMENT SERVICES PVT. LTD. JALAVAHINI TECH PARK. 9th Cross, D.N Koppa, Kelgeri Road, Dharwad :580008,Tele No:-+9183262775052, Email: [email protected]

DESIGN ARTS(PREVIOUSLY KNOWN AS KIRAN ENGINEERING SOLUTIONS CONSULTING STRUCTURAL ENGINEERS PLOT NO 119,FIRST FLOOR 4TH CROSS CHIDAMBAR NAGAR, ANGOL,BELAGAVI-590006

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT. `

Sl. No. Particulars Pages

2 General Report

3 Soil Investigation Report

6 Structural Designs

7 Recapitulations

8 Estimate of Box Culvert 6 Vent (5.0X4.50)

9 Estimate of Approach Road

10 Estimate of Service Road

11 Estimate of Road @ 7.30km to 8.50km

10 Rate Analysis

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

1 Division : PWD Belagavi Kalaburgi

2 Sub-Division : PWD Channammana Kittur

3 Fund Head : 5054-80-190-0-01-132 KRDCL-Capital Expenditure

6 Service Head :

7 Departmental Head :

Estimate is framed in the office of the Executive Engineer, Division, Belagavi and the probable expenditure that will be incurred for,

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

Estimated Cost : ₹ 350.00 Lakhs

8 Estimate Administratively Approved under :- :

9 EstimatePrepared By : Shri. S. K. Hanchinamani, AE

10 Estimate Checked by : Shri. S. R. Mirajkar, AEE

11 Sanction No.,& date :

Assistant Executive Engineer Executive Engineer

P. W.D. Sub Division, Kittur P.W.D. Division, Belagavi.

Soil Investigation Report

TEST RESULTS OF FOUNDATION SOIL

Name of Work :- CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

Name of Clients :- Executive Engineer , PWD Division

Name of Contractors :- 0

Client' Ref No :-

Sl.No Location Depth in Mts Dry Density in gm/cc % of Gravel % of Sand % fines Cohesion "C"in T/m2 Angle of Internal Friction in degrees Recommended SBC of soil in T/Sqmts Free Swell Index Remarks

Relevent IS Codes :

■ Soil Properties : IS 2720 (Relevent Sections)

■ Safe Bearing Capacity: IS:6403-1982

Note: 1) Tests are conducted at FMC and the SBC is against shear failure only.

2) Factor of Safety adopted is 3.00

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

(PARA 133 OF K.P.W.D.)

Certify that Shri. S. R. Mirajkar, Assistant Executive Engineer, PWD Sub-Division, Kittur has personally visited the work spot, and prepared the estimate using sanctioned schedule of rates and providing most economical and safe way of executing the work. This work is not included any of the following schemes/project.

1) World Bank Schemes Kalaburgi

3) NABARD Assistance work and C.R.F.

Assistant Executive Engineer,

PWD Sub-Division, Kittur.

(PARA 111 OF K.P.W.D.)

Certified that, , Assistant Executive Engineer PWD Sub-Division, Kittur has reported that he has personally visited the work spot, and prepared the estimate using sanctioned schedule of rates and providing for the most economical and safe way of executing the work. This work is not included any of the following schemes/project.

1) World Bank Schemes

3) NABARD Assistance work and C.R.F.

Executive Engineer,

P.W.D Division, Belagavi.

Certified that the work proposed in this estimate has not been taken up under any other head/programme any agency. The said work has not been included/proposed/ overlapped in any other proposal or approved programme.

Assistant Executive Engineer, Executive Engineer,

PWD Sub-Division, P.W.D Division,

Kittur Belagavi

(GOVERNMENT OF KARNATAKA)

Public Works Department

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

Executive Engineer

PWD Division,Dharwad.

Engineering Consultant

Jalavahini Management Services Pvt Ltd.,

Dharwad-1, 0836 2775052 :Mysuru : Bengaluru-104, 080 23142144

[email protected] www.jmspl.in

GOVERNMENT OF KARNATAKA

DETAILED BRIDGE ESTIMATES

Development of Road from Ch 161.00 to 191.98 km (In Selected Reaches ) Devadurga –Arakera –Siravara Road (SH-61) in Raichur District, Karnataka

Vaishnavi Associates Anusha Layout,Near NTS Samithi College 9th Cross, D.N.Koppa,Kelgeri Road DHARWAD -580008,

Engineering Consultant

Medha Engineers Anusha Layout,Near NTS Samithi College 9th Cross, D.N.Koppa,Kelgeri Road DHARWAD -580008,

Recapitulations

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

Location Near Hulikeri Tank

River/ Nala Local Nala

6 HYDRAULIC DATA:

7 Catchment Area (M) 42.62 Sq km.

Skew (a) 0 Degrees

Nala Bed Level (NBL) 612.500 m

Raft/Sill level of the Bridge/Barrage 612.200 m -3.600 Details of Ryve's Constant

Ryves Co'efficient ( C) 8.500 Catchment Area Value of C in

In Sq Miles in Sq Km. FPS MKS

Type of Soil Sandy Soil 10 20 25.89 51.78 750 11.25

Safe Bearing Capacity of Soil (SBC) (as per Dept.) 88.50 t/m2 30 50 77.67 129.44 950 14.25

Unit Weight of Soil 1.80 t/m3 50 75 129.44 194.17 1050 15.75

Silt Factor (f) 1 100 & above 258.89 & above 1250 18.75

NALA PARTICULARS:

Bed slope of Nala 0.00100 Bed slope 0 612.15

Manning's Co-efficient (n) 0.035 0.035

DISCHARGE CALCULATIONS:

i) Discharge calculation by Ryves Method: AHFL = 615.800 m

The flood discahrge is calculated based on catchment area by Ryve's Method Bottom level of the Top Slab = 617.200 m

Vertical Height available = 0.90 m

Discahrge Q= C M 2/3 103.712 Cumecs Road Top Level 617.700 m

Say 103.500 Cumecs

ii) Discharge Calculation by A-V Method At Section 1-1:

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

Details of Cross Section of Nala:

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

Area (A) 90.38 m2

Wetted Perimeter (P) 69.51 m

Hydraulic Mean Depth ( R )= A/P 1.30 m Q

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 103.500

Discaharge (Q) = AV 97.283 Cumecs HFL to be entered 103.500

Say 97.50 Cumecs 615.800

HYDRAULIC DATA FOR DESIGN:

As per IRC:SP:13-2004, the recommended rule to estimate the Design discharge is " the highest of these values is adopted.

By Ryve's Method 103.50 Cumecs

By A-V Method 97.50 Cumecs

Max Discharge 103.50 Cumecs

Recommended Design Discharge 103.50 Cumecs 103.5

Sill Level 612.200 m

HYDRAULIC DATA FOR DESIGN:

Design Discharge adopted 103.50 Cumecs 837

No. of Cells provided (Nc) 6 Nos. 2 2

Size of the Vent provided ( a x b ) 5.00 4.50 2 103.50 113.132

Earth Cushion ( Ec) 0.00 m 113.132

No. of cells considered in group 3 Nos.

No. of such groups provided 2 0

Depth of the Top Slab (d) 0.50 0.50 0.5

Depth of the Bottom Slab (e) 0.60 0.60 0.6

Depth of the Outer Vertical Slab (f) 0.60 0.60 0.6

Depth of the Inner Vertical Slab (g) 0.50 0.50 0.5

Depth of Flow 3.300 m

Therefore, designed water way (L) 30.00 m

Total length of the Bridge 34.40 m 11.9

Discharge / m width Q/L 3.25 m3/sec/m

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

Regime width (W) 48.83 m.

SCOUR DEPTH CALCULATIONS: Condition Normal Scour Depth

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

Normal Scour depth 'dsm' 1.34 x ( Qm 2/ f)1/3 The Regime width of the stream (W) is less than the designed waterway (L) 1.34 x ( Qm 2/ f)1/3

Where Qm = Discharge in m3/sec per mtr. width 3.25 Cumecs F

f = Lacey's Silt Factor 1.0 0.8495532944

Normal Scour depth 'dsm' 2.94 m 0.233 Silt Factor (f)

Depth of protection curtain wall 1.33 x d sm 3.91 m Material f = 1.76 x dm

Depth of Curtain wall at base of Box culvert 0.31 m

Minimum Depth of Curtain wall at base of Box culvert 3.00 m Type of bed material dm

Adopted Depth of Curtain wall at base of Box culvert 3.00 m Coarse silt 0.04

The bottom slab top level of Box is kept 0.30 m below the Lowest Nala Bed Level Silt/Fine sand 0.018 to .158

Medium sand 0.233 to 0.505

The Bottom Slab Top Level NBL-0.30 m 612.200 m Coarse sand 0.725

Fine bajri and sand 0.988

APRON DETAILS: Heavy sand 1.29 to 2.00

As per IRC:SP:13-2004 2.333333333

Length of D/s Apron = 2 times of Normal Scour Depth = 5.88 m

Length of U/s Apron = 1.50 times of Normal Scour Depth = 4.41 m

REVISED DISCHARGE FOR MODIFIED WATER WAY

Sl.No Distance Nala Bed Bridge/Road HFL/ FRL Depth Avg. Depth Length Area Wetted

Level Level Perimeter

Area (A) 99.00 m

Wetted Perimeter (P) 69.60 m

Hydraulic Mean Depth ( R )= A/P 1.42 m pertaining to revised nala

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

Discharge (Q) = AV 113.132 Cumecs

Designed Discharge is ok

Height of water is sufficient to discharge floods , Hence O.K.

Vent area provided is Safe Vertical Clearances for Bridge

AFFLUX CALCULATIONS: ( As per IRC:SP:13-2004, Page No. 37))

(As per Moles Worth formula) Discharge (m3/sec Min. vertical clearance in mm

Where V= Velocity 1.076 m/sec Above 0.30 and up to 3.0 450

A= Clear water way (refer Area-Perimeter Table-1) 90.38 m2 Above 3 and up to 30 600

a= Unabstructed water way (refer Area-Perimeter Table-2) 99.00 m2 Above 30 and up to 300 900

Afflux -0.013 m Above 300 and up to 3000 1200

Adopt afflux 0.00 m Above 3000 1500

AHFL = 615.800 m

Required Vertical clearance 0.90 m

Bottom level of the Top Slab = 616.700 m 1.925

Vertical Height available = 0.90 m 95.977

Road Top Level 617.275 m 1.475 -178.220

DISCHARGE IN VENTWAY IN DUE CONSIDERATION OF AFFLUX:

Sl.No Distance Nala Bed Bridge /Bed Revised Depth Avg. Depth Length Area Wetted 613.750

Level Level HFL (m) (m) (m) (m2) Perimeter (m)

Wetted Perimeter (P) 69.60

Hydraulic Mean Depth ( R )= A/P 1.42

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

Discharge (Q) AV

Vent area provided is Safe

Hence the design of bridge with the vent way proposed is acceptable.

DESIGN OF BOX CULVERT (5.0x 4.0 , 3 VENT WITHOUT EARTH CUSHION)

Number of Cells 6

Number of cells considerd in group 3

Number of such group provided 2 0

Clear span= 5.00 m

Clear height= 4.50 m

Top Slab Thickness= 0.50 m

Bottom Slab thickness= 0.60 m

Side outer wall thickness= 0.60 m

Side inner wall thickness= 0.50 m

Height of fill (for live load dispersion)= 0 m 10

Height of fill (for SIDL, Earth pressure calculation)= 0 m 0

Top and Bottom haunch= 150 by 150

Width of carriage way= 10 m check cw

Total width= 33.90 m

Total Height= 5.6 m

C/C width= 5.6 m

C/C height= 5.05 m

Extra Offset width for Bottom Slab= 0.50 m

Grade of concrete = M25

Characteristic Strength, fck= 25 N/mm2

Modulus of Elasticity = 28500 N/mm2

Poissons ratio= 0.2

Co-efficient of Thermal Expansion= 1.20E-05 /oC

Weight Density= 25 kN/m3 200000

Grade of steel= Fe550 200000000

Characteristic strength, fy= 550 N/mm2

Modulus of Elasticity= 2.00E+08 kN/m2

SBC= 885.00 kN/m2

Angle of internal friciton= 30

Unit weight of soil fill material= 20 kN/m3

Height of soil above box culvert= 0.25 m

Thickness of wearing coat= 75 mm

Thickness of road crust(conservatively totaol fill ht considered) 0 m

Wearing coat thickness(future overlaying)= 0.1 m 2.625

Weight Density= 22 kN/m3

Modelling of structure

Box culvert is modelled as line model shown in figure below; It is analysed in the STAAD pro and 1m strip of the box culvert is considered for the modelling.Bottom Slab is divided into Equal parts and spring support is provided at the base and soil Sping stiffness is calculated as per "Foundation Analysis and design" by Joseph E. Bowles.

Property calculations

Width considered for the model (1m strip)= 1 m

Area of cross section= 0.6 m2

Moment of Inertia, Izz= 0.0180 m4

Moment of Inertia, Iyy= 0.05 m4

Area of cross section= 0.5 m2

Moment of Inertia, Izz= 0.0104 m4

Moment of Inertia, Iyy= 0.04167 m4

Area of cross section= 0.6 m2

Moment of Inertia, Izz= 0.018 m4

Moment of Inertia, Iyy= 0.05 m4

Area of cross section= 0.01125 m2

e. Concrete Crash Barrier/Railing

Area of cross section= 0.365 m2 Refer (DBR Cl 4.4.2)

Step 4: Idealisation of supports

Refer "Foundation Analysis and Design" by Joseph E. Bowles

Modulus of subgrade reaction, Ks= 40*SF*qa

SF= Factor of safety (as per IRC 78-2000, Cl 706.3.1.1)= 2.5

qa=Allowable Bearing Capacity (SBC)= 885 kN/m2

Modulus of subgrade reaction, Ks= 88500 kN/m3

Bottom Slab divided into= 10 parts

Length of one division of bottom slab= 0.56 m

Stiffness at Outer support(Type-1)= 24780 kN/m

Stiffness at interior support(Type-2)= 49560 kN/m

Load Calculation

The design loading for the bridge has been considered in accordance with IRC:6-2016 (Load and Stresses) so as to sustain the most critical comnination of various loads, forces and Stresses

A. Dead Load(DL)

Self weight of the Top slab= 12.5 kN/m

Self wt. of the bottom slab= 15 kN/m

Self weight of the side slab= 15 kN/m

Self weight of the side slab= kN/m

Self weight of hunches= 0.01125 kN/m

Conservatively total fill height is considered as road crust including wearing coat.

Density of wearing coat considered for road crust= 22 kN/m3

Load due to WC = 1.65 kN/m

Weight of Crash Barrier/railing= 9.125 kN/m

C. Earth pressure (EP)

Since the side walls are effectively restrained against movement, At rest earth pressure is considered for design. Co-effecident of earth pressure at rest (ko) is calculated as per below formula (Jaky's equation)

0.175 m this is not there because ht of fill is zero and the /Wc is dircetly on the slab

Co-efficient of Earth pressure at rest, ko= (1-sinφ)= 0.500

Co-efficient of active earth pressure, ka= (1-sinφ)/(1+sinφ)= 0.333

a. Lateral Earth Pressure at Rest

Earth Pressure at top= 2.5 kN/m2

Earth Pressure at bottom= 52.25 kN/m2

b. Lateral Earth pressure Active earth pressure condition

Earth Pressure @ top= 1.667 kN/m2 0.33*20*0.125

Earth Pressure @ bottom= 34.83 kN/m2 0.333*20*1.9

D. Live Load Surcharge (LS)

Live load surcharge of 1.2m ht fill considered as per Cl 214.1 of IRC 6-2017.

Surcharge Live Load for EP leading = 1.2 m

Surcharge Live Load(1.2m earth filling) = 12 kN/m2 0.5*20*1.2

Surcharge Live Load for LL leading = 1.2

Surcharge Live Load(1.2m earth filling) = 8.0 kN/m2 0.33*20*1.2

Calculation of effective width of loading

Live Load dispersion has been considered for design as per ANNEX B-3 of IRC 112-2011.

The following Live Load are considered for design

CASE 1: IRC CLASS 70R -Track Load 70T

CASE 2: IRC CLASS 70R -WHEELED VEHICLE -BOGIE LOAD (40T)

CASE 2a: IRC CLASS 70R -WHEELED VEHICLE -BOGIE LOAD (40T) (At support)

CASE 3: IRC CLASS 70R- WHEEELED VEHICLE

CASE 4: IRC CLASS A Vechicle - Single Lane

CASE 5: IRC CLASS A Vechicle - Two Lane

The dispersion of loads through fills and wearing coat shall be assumed at 45 degree both along transverse and longitudinal direction.

Note: IRC CLASS A- Three lane and IRC CLASS A+ IRC 70R are not governing the design, hence not presented in design note.

Case 1: IRC CLASS 70R- Track Laod 70T

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 0.99 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 0.99 m

Direction of Traffic

W=350kN W=350kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.99 m For k value

beff = 4.13 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.44

OVERLAPPING WILL OCCUR 2.48

If 0.5*beff > 0.5*(C+Kerb width) then there will be 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Length of overhanging = 0 m Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

So, the actual dispersed width (B) = 6.186 m 9 10 0.7 2.12 1.96 1.7 2.92

Dispersed length in the direction parallel of traffic direction (L)= 5.72 m 4 -15 0.8 2.24 2.08 1.8 2.96

Actual area of dispersion=L*B= 35.38 m2 0.00 43.75 0.9 2.36 2.16 1.9 3

As per IRC-6-2016, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2016

Impact factor = 25 %

Total Load = 700 kN

Load intensity = (Total load/Actaul area of dispersion)= 19.78 kN/m2

Load intensity after impact = 24.73 kN/m2

Case 2: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=200kN W=200kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 1.01 m For k value

beff = 2.31 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1.7 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.19208 2.44

Length of overlap = 0.19208 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 1.8 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS NO OVER-HANGING 0.09208 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 4.15 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.413 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.413 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR 0.0965

Length of overlap = 0.0964999999999999 m

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax= 10.93 m2

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor = 25 %

Total Load = 400 kN

Load intensity = (Total load/Actaul area of dispersion)= 36.59 kN/m2

Load intensity after impact = 45.74 kN/m2

Case 2 a: IRC CLASS 70R - WHEELED VEHICLE - BOGIE LOAD(40T) (At support)

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=200kN W=200kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width pf the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for (b/l0) = 1.79 m

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

Since the load W1 and W2 placed unsymmetry about the span, the distance of the load from the nearest support X1 and X2 is calculated separately for W1 and W2

Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1.79 2.24 0.4 1.48 1.44 1.4 2.8 2.6

THERE IS NO OVERLAPPING Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 9 10 0.7 2.12 1.96 1.7 2.92

THERE IS NO OVER-HANGING 4 -15 0.8 2.24 2.08 1.8 2.96

beff= min of beff1 & beff2

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

THERE IS NO OVERLAPPING -0.301

Length of overlap = 0 m

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion

THERE IS NO OVER-HANGING -0.40127405

Length of overhanging = 0 m

Actual dispersed width (B) = 2.655 m

Dispersed width of wheel 1,3 in the direction parallel of traffic direction. i.e.Length of wheel +2*(Wc+Top Slab thickness)=

Dispersed width of wheel 2,4 in the direction parallel of traffic direction = 1.413 m

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR 0.096

Length of overlap = 0.0965 m

Actual dispersed length,L = 2.633 m

Actual area of dispersion=B*L 6.99 m2

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor = 25 %

Total Load = 400 kN

Load intensity = (Total load/Actaul area of dispersion)= 57.22 kN/m2

Load intensity after impact = 71.53 kN/m2

Case 3: IRC CLASS 70R - WHEELED VEHICLE why this case? Already max is been considered!!

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 1.01 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 1.01 m

Direction of Traffic

W=170kN W=170kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 1.01 m For k value

beff = 3.96 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1.7 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 1.014155 2.44

Length of overlap = 1.014155 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 1.8 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS NO OVER-HANGING 0.91 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 4.97 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.413 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.413 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR 0.0215

Length of overlap = 0.0214999999999999 m

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*Lmax= 13.84 m2

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

Impact factor = 25 %

Total Load = 340 kN

Load intensity = (Total load/Actaul area of dispersion)= 24.56 kN/m2

Load intensity after impact = 30.70 kN/m2

Case 4: IRC CLASS A VEHICLE-SINGLE LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 1 in the direction transverse of traffic direction= 0.65 m

Dispersed width of wheel 2 in the direction transverse of traffic direction = 0.65 m

Direction of Traffic

W=114kN W=114kN

Width of carriage way= 10 m

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.65 m For k value

beff = 3.64 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1.7 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.921 2.44

Length of overlap = 0.921 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 1.8 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS OVER-HANGING 0.92 0.1 0 0.3 1.16 1.16 1.3 2.72 2.56

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 4.52 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

Dispersed length of wheel 3,4 in the direction parallel of traffic direction,L 9 10 0.7 2.12 1.96 1.7 2.92

L=Length of wheel +2*(Wc+Top Slab thickness)= 1.4 m 4 -15 0.8 2.24 2.08 1.8 2.96

Dispersed length of wheel 1,2 in the direction parallel of traffic direction,L = 1.4 m 0.00 43.75 0.9 2.36 2.16 1.9 3

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1 2.48 2.24 2 3

OVERLAPPING WILL OCCUR 0.1

Length of overlap = 0.5 * (0.869-1.22) 0.1 m

Actual Dispersed length of wheel parallel to the traffic direction,L=

Actual area of dispersion=B*L= 11.75 m2

As per IRC-6-2010, cl:208.6 if fill ht is more than 0.6m, impact factor percentage shall be taken half of the value what specified in cl 208.2 and 208.3 of IRC 06-2010

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor = 53.017 %

Total Load = 228 kN

Load intensity = (Total load/Actual area of dispersion)= 19.40 kN/m2

Load intensity after impact = 26.92 kN/m2

Case 5: IRC CLASS A VEHICLE - TWO LANE

Assumption: Dispersion of loads through fill is taken as 1:1

Height of soil fill+wearing coat thicknes= 0.075 m

Dispersed width of wheel 3,7 in the direction transverse of traffic direction= 0.65 m

Dispersed width of wheel 4,8 in the direction transverse of traffic direction = 1.20 m

Direction of Traffic

W=228KN W=228KN

Calculation of effective width of loading(beff)

Effective width of the load is computed using the formula

As per IRC: 112-2011, Annexure B-3,beff = a * α * (1-a/l0) + b1

for continuous type, α = 2.24 CON

As per IRC: 112-2011, Annexure B-3 2.28

b1 = 0.65 m For k value

beff = 1.94 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 1.7 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 2.44

Length of overlap = 0.0684999999999997 m 0.0685 2.48

NOTE: Since wheels 1,2,5,6 are in the interior portion there is no need to check for overhanging length 1.8 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

Dispersed width of wheels 1,2,5,6 in direction transverse to traffic direction= 1.79 2.24 0.4 1.48 1.44 1.4 2.8 2.6

Actual width of dispersion,b= 3.737 m 5 25 0.6 1.96 1.84 1.6 2.88 2.6

0.9 0.9 Actual area of dispersion=B*L= #VALUE! 0.9 2.36 2.16 1.9 3

Check for overlappig lane 1 and lane 2 vehicle

If 0.5*b > 0.5*C/C Distance between 2 vehicles there will be Overlap

OVERLAPPING WILL OCCUR -0.7815

Length of overlap = 0 m

If 0.5*b >x then there will be Over hanging portion

THERE IS NO OVER-HANGING -0.83

Length of overhanging = 0 m

Actual dispersed width for two lanes combined, (B)= 7.47 m

Dispersed width of wheels 3,4 in direction parallel to traffic direction,l=

Dispersed width of wheels 1,2 in direction parallel to traffic direction,l=

If 0.5*l > 0.5*C/C Distance between wheels there will be Overlap

OVERLAPPING WILL OCCUR 0.1

Length of overlap = 0.1 m

Actual dispersed length for two lanes combined, (L)= 2.6 m

Actual area of dispersion,A=B*L= 19.43 m2

As per cl:208 of IRC 6, Impact factor for Class A load=

Impact factor for RCC bridge=(4.5/(6+L))

Impact factor = 53.017 %

Total Load = 456 kN

Load intensity = (Total load/Actual area of dispersion)= 23.47 kN/m2

Load intensity after impact = 32.57 kN/m2

1 Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T)

Live load intensity considered without impact factor= 36.59 kN/m2

Impact factor considered for Governing case= 25 %

2 Critical Live load case-with live load surcharge

IRC CLASS 70R-WHEELED VEHICLE-BOGIE LOAD(40T) (At Support)

Live load intensity considered without impact factor= 57.22 kN/m2

Impact factor considered for Governing case= 25 %

Braking force is considered as per Cl.211.2 of IRC 6-2010

Note:The effect of Braking force is full for zero earth cushion and it is considered zero for earth cushion of 3, hence for earth cushin 0.6m effect of braking force is interpoated.

Class 70R -Tracked vehicle(70T) = 22.2 kN

Class 70R -BOGIE LOAD(40T)= 19.27 kN

Class 70R -Wheeled vehicle = 13.68 kN

Class A load (1 lane)= 10.09 kN

Class A load (2 lane)= 12.21 kN

udl force on top slab due to Braking

Class 70R -Tracked vehicle(70T) = 3.59 kN/m

Class 70R -BOGIE LOAD(40T)= 4.65 kN/m

Class 70R -Wheeled vehicle = 2.76 kN/m

Class A load (1 lane)= 2.24 kN/m

Class A load (2 lane)= 3.27 kN/m

Temprature Loads

Temperature Rise Forces

Coefficient of thermal expansion of concrete = 0.000012 /°C

Area t αt Eαt Force (kN) x M (kNm)

3.3.5 Temperature Fall Forces

Area t αt Eαt Force (kN) x M (kNm)

Shrinkage effect

Shrinkage strain shall be calculated as per cl 6.4.3.6 of IRC 12-2011 and the same shall be converted to equivalent temprature fall.

Shrikage strain, εcs=εcd+εca

εcd-Drying shrinkage strain

εca-Autogeneous shrinkage strain

Autogeneous shrinakge strain at t day, εca(t) =ßas(t)*εca

εca for grade of concrete, M25= 0.000035

(Refer table 6.6 of IRC 112)

Time considered for autogeneous shrinkage,t= 100 years

Factor ßas(t) at t days, ßas(t) = 1-exp(-0.2*Sqrt(t))

Autogeneous shrinakge strain at t days = 3.499999993E-05

Final vaue of drying shrinkage strain

Kh Coefficient depending on notional size h0

εcd Unrestrained drying shrinakge strain

Notional size, ho=2*Ac/u

Cross sectional area of culvert , Ac= 42.690 m2

Perimeter of structure which is exposed to drying , u= 19 m

Notional size, ho= 4.493684211 m

therefore, Co-efficient Kh= 0.7

(Table 6.7 of IRC 112 -2011)

For reative humidity - 80% (refer DBR Cl 4.1 , Rev A) 80 %

Unrestrained drying shrinkage strain, εcd= 0.000288

(Table 6.8 of IRC 112 -2011)

Final drying shrinkage strain, εcd(t)=ßds(t)*εcd *Kh

ßds(t,ts)= (t-ts)

(t-ts)+0.04*sqrt(h0)3

Age of concrete at the beginning of drying shrinakge,ts= 28 days

ßds (t,ts)= 0.994736

Final drying shrinkage strain= εcd(t)= 0.000200538721

Total shrinakge strain = 0.000235538721

Thermal coefficient of concrete = 1.20E-05 /oC

Equivalent temprature fall for shirnkage strain= 19.39 oC

Note:since soil fill is available,temprature effect and shrinakge effect is not considered in design

Check for base pressure

Total base area= 7.2 m2 12.5

Pressure on bottom slab due to DL = 318 kN/m

Pressure on bottom slab due to SIDL = 10.78 kN/m 318

Pressure on base due to LL (IRC Class 70R-Wheeled Vehicle-B)= 57.22 kN/m 7.5

Total Pressure on base slab = 102.89 kN/m2/m 73.37

Allowable bearing capacity = 885 kN/m2 386.001645582517

Load Combination

Load Combination for limit state shall be as per annex B of IRC 6-2016. The following Limit statea are considered below.

1) Ultimate limit state - ULS

2) Serviceability limit state - SLS

A) Ultimate Limit State Combination :- (ULS) (Verification of Structural Strength)

1 Basic Combination

Comb-1 = DL +WC +SIDL+EP+LLS One Side + Temp Rise

Comb-2 = DL +WC +SIDL+EP+LLS One Side+ Temp Fall

Comb-3 = DL +WC +SIDL+EP+LLS Both Side + Temp Rise

Comb-4 = DL +WC +SIDL+EP+LLS Both Side + Temp Fall

Comb-5 = DL +WC+SIDL +EP+LLS One Side+ WP + Temp Rise

Comb-6 = DL +WC+SIDL +EP+LLS One Side +WP + Temp Fall

Comb-7 = DL +WC +SIDL+EP+LLS Both Side +WP + Temp Rise

Comb-8 = DL +WC+SIDL +EP+LLS Both Side +WP + Temp Fall

As per IRC6:2017, the load factors for varies load combinarion are as under

Ultimate limit state load combination shall be calculated as per table 3.2 of IRC 6-2017.

SL. No Combination DL SIDL WC LL WITH IF BF

1 G1(live load leading) 1.35 1.35 1.75 1.5 1.15

4 G3(LS on one side & LL leading) 1.35 1.35 1.75 1.5 1.5

5 G4(LS on one side & EP leading) 1.35 1.35 1.75 1.5 1.15

SL. No Combination EP LS Temp Rise Temp fall

1 G1(live load leading) 1.5 1.2 1 1

2 G2(EP leading) 1.5 1.2

3 G2a(EP leading) 1.5 1.2

4 G3(LS on one side & LL leading) 1.5 1.2

5 G4(LS on one side & EP leading) 1.5 1.2

ULS Load Combinations

SL. No Combination DL (KN/M) SIDL(KN/M) WC (KN/M) LL WITH IF (KN/M) BF (KN/M)

1 G1(live load leading) 77.69 12.32 2.89 107.3 5.35

SL. No Combination EP (KN/M) at rest top EP (KN/M) at rest bottom Active EP (KN/M) @ top Active EP (KN/M) @ bottom LS (kn/m)

1 G1(live load leading) 3.75 78.375 2.5 52.25 14.4

SL. No Combination Temp Rise Temp Fall

1 G1(live load leading) 20.98 3.18

Maximum intensity on each members with factors

Top slab (udl on top slab) 165.780 Kn/m

side outer walls at top 18.15 Kn/m 107.3

side outer walls at Bottom 92.775 Kn/m 323.7325

Bottom slab 200.20 Kn/m 336.2325

Maximum intensity on each members without factors

Top slab (udl on top slab) 115.84 Kn/m

side walls at top 14.5 Kn/m 151.36

side walls at Bottom 64.25 Kn/m 324.065

Bottom slab 139.86 Kn/m 336.565

MOMENT CALCULATIONS

DL of the top slab = 6250 N/m2 l = 2.37 m

Total load intensity on the culvert LL = 58500 N/m2 0

Total Design load on top slab 3 = 64750 N/m2

Number of such group provided 0 0

Weight of each wall = 6250 N/m2

DL of the Bottom Slab slab = 6250 N/m3

Upward soil reaction @ base (Base Pressure) = 83500 N/m2

Lateral pressure

Lateral pressure owing to DL & LL = 19500 N/m2

Lateral pressure owing to Soil = Ka*w*h

Lateral Intensity at top = 19500 N/m2 10500

Lateral Intensity at bottom = 30000 N/m2

MOMENT CALCULATIONS

Relative stiffness of member are

KAD = 1 KAE = KDF = 0.5

Distribution factors are

DAD = DDA = 0.67

DAB = DDC = 0.33

Fixed end moments are

FMAB = - wl2/12 = -433.24 Kn-m

FMDC = wl2/12 = 523.19 Kn-m

FMAD = (Pl2/12)+(wl/15) = 38.58 Kn-m

Moment distribution table

Joint member D A

Carry over 131.55 -122.10

Carry over 40.70 -43.85

Carry over 14.62 -13.57

Carry over 4.52 -4.87

Kn/m 18.15 Kn/m Kn/m 18.15 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 165.78 Kn/m

The vertical reactions @ A & B are 464.18 kn

For bottom slab DC carrying udl @ 200.20 Kn/m

The vertical reactions @ D & C are 560.56 kn

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E = 649.86 Kn-m

Net B.M @ E = 409.64 Kn-m 1

For the critical condition Net B.M @ E = 649.86 Kn-m

For the design Net B.M @ E = 409.64 Kn-m

From B.M @ F= 784.78 Kn-m

Net bending moment @ F = 447.50 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 71.15 Kn-m

Net B.M = 288.76 Kn-m

Top slab Design

B.M @ centre B.M @ ends Shear Force

Bottom slab Design

B.M @ centre B.M @ ends Shear Force

Outer Side walls

B.M @ centre B.M @ ends Shear Force

Inner Side walls

B.M @ centre B.M @ ends Shear Force

MOMENT CALCULATIONS

DL of the top slab = 6250 N/m2 l = 2.37 m

Total load intensity on the culvert LL = 58500 N/m2 0

Total Design load on top slab 3 = 64750 N/m2

Number of such group provided 0 0

Weight of each wall = 6250 N/m2

DL of the Bottom Slab slab = 6250 N/m3

Upward soil reaction @ base (Base Pressure) = 83500 N/m2

Lateral pressure

Lateral pressure owing to DL & LL = 19500 N/m2

Lateral pressure owing to Soil = Ka*w*h

Lateral Intensity at top = 19500 N/m2 10500

Lateral Intensity at bottom = 30000 N/m2

UNFACTORED MOMENT CALCULATIONS

Relative stiffness of member are

KAD = 1 KAE = KDF = 0.5

Distribution factors are

DAD = DDA = 0.67

DAB = DDC = 0.33

Fixed end moments are

FMAB = - wl2/12 = -302.73 Kn-m

FMDC = wl2/12 = 365.51 Kn-m

FMAD = (Pl2/12)+(wl/15) = 30.82 Kn-m

Moment distribution table

Joint member D A

Carry over 90.64 -84.25

Carry over 28.08 -30.21

Carry over 10.07 -9.36

Carry over 3.12 -3.36

Kn/m 14.5 Kn/m Kn/m 14.5 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 115.84 Kn/m

The vertical reactions @ A & B are 324.35 kn

For bottom slab DC carrying udl @ 139.86 Kn/m

The vertical reactions @ D & C are 391.61 kn

For vertical member AD the horizontal reaction hA @ A is found by taking moments about D

For vertical member E1F1 the horizontal reaction hE1 @ E is found by taking moments about F1

Therefore, the horizontal reaction @ the other end D is

From B.M @ mid point E = 454.09 Kn-m

Net B.M @ E = 199.54 Kn-m 1.5

For the critical condition Net B.M @ E = 454.09 Kn-m

For the design Net B.M @ E = 199.54 Kn-m

From B.M @ F= 548.25 Kn-m

Net bending moment @ F = 310.97 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 71.15 Kn-m

Net B.M = 132.34 Kn-m

Top slab Design

B.M @ centre B.M @ ends Shear Force

Bottom slab Design

B.M @ centre B.M @ ends Shear Force

B.M @ centre B.M @ ends Shear Force

Inner Side walls

B.M @ centre B.M @ ends Shear Force

REINFORCEMENT FOR TOP SLAB

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112

Partial safty factor for concrete for basic & seismic comb. ym= 1.5

Partial safty factor for reinforcement ys= 1.15

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of concrete fcd= 11.17 MPa

Design compressive strength of steel fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa Design compressive strength of concrete

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF TOP SLAB

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 500 mm

Overall depth provided at support = 500 mm

Effective depth provided at mid span = 450 mm

Effective depth provided at support = 450 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 240.222 kN-m

Effective depth required = 268.59 mm 414.7999985 3.325

Effective depth available = 450 mm

Max midspan bending moment = 409.64 kN-m

Effective depth required = 350.73 mm 541.6654319

Effective depth available = 450 mm

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section = 240.222 kN-m

Area of steel required = 946.17 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 468.00 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel #REF! #REF! mm

EXTR ST 2 8 Provided spacing= #REF! mm

Dia of Bar 20 mm 16 mm 16 10 #REF! #REF! mm

Spacing of Bar 200 mm 200 mm 200 200

Area of Steel Provided 1571.50 mm2 1005.76 mm2

Total Area of Steel Provided= 2577.26 mm2

Provide 20 mm bars at 200 mm c/c For Top extra at support

Provide 16 mm bars at 200 mm c/c for Top full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 515.46 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 110 mm

Area of steel reinforcement provided = 714.3636364 mm2

Provide 10 mm bars at 110 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section = = 409.636 kN-m

Area of steel required = = 1693.14 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 468.00 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST CURT 6 7 #REF! #REF! mm

Dia of Bar 20 mm 0 mm 16 0

Spacing of Bar 175 mm 150 mm 200 0

Area of Steel Provided 1796.00 mm2 0.00 mm2

Total Area of Steel Provided= 1796.00 mm2

Provide 20 mm bars at 175 mm c/c For Bottom full length

Provide 0 mm bars at 150 mm c/c for Bottom extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 359.2 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 125 mm

Area of steel reinforcement provided = 628.64 mm2

Provide 10 mm bars at 125 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 109.69 KN

C/s area Ac = 450000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C MIN= 267.00 Kn 0.267

So VRD,C= 267.00 Kn

VED = 109.69 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 165.78 Kn/m

Effective span= l= 5600.00 mm

Effective depth of slab= d= 450.00 mm

Moment of Inertia= I= 37500000000 mm4 37500000000

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.2831 mm

Alloweble Deflection= span/1000 = 5.6 mm

Satisfies deflection Criterion

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination= = 0.48fck

Allowable compressive stress in concrete under quai permanent loads = = 0.36fck

Allowable tensile stress in reinforcement= = 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 250 mm 840.91

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 450.00 mm

Unfactored Sagging Moment = 199.54 Kn-m

The depth of concrete in compression is= = 137.86 mm

The cracked second moment of area in steel units is= = 367240101.8 mm4

The concrete stress at the top of the section is = 11.24 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 169.61 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 250

Second moment of area= = 1.041666667E+10

long term modulus elasticity of concrete= = 21.951

Elastic modulus of steel = 200 GPa

Effective depth available = 450.00 mm

Unfactored Sagging Moment = 199.54 Kn-m

The depth of concrete in compression is= = 164.82 mm

The cracked second moment of area in steel units is= = 360994399.5 mm4

The concrete stress at the top of the section is = 10 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 157.64 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6469

Depth of Neutral axis= = 250 mm 840.91

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 450.00 mm

Unfactored Hogging Moment = 169.70 Kn-m

The depth of concrete in compression is= = 164.19 mm

The cracked second moment of area in steel units is= = 490198656.5 mm4

The concrete stress at the top of the section is = = 8.53 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 98.95 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 250

Second moment of area= = 1.041666667E+10

long term modulus elasticity of concrete= = 21.89

Elastic modulus of steel = 200 GPa

Effective depth available = 450.00 mm

Unfactored Hogging Moment = 169.70 Kn-m

The depth of concrete in compression is= = 197.33 mm

The cracked second moment of area in steel units is= = 490463996.7 mm4

The concrete stress at the top of the section is = 7.48 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 87.43 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 197.33 mm

Effective heigth of concrete in tension= hceff 100.89 mm

Area of concrete effective in tension= Aceff 100890 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 20

Number of bar 1 per m width n1 5.714285714

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 249.33 mm

minimum value of reinfocement stress 0.6σs/Es 0.00026229

Maximum Crack width,wk= 0.07 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 197.33 mm

Effective heigth of concrete in tension= hceff 100.89 mm

Area of concrete effective in tension= Aceff 100890 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 20

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 16

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 18

maximum crack spacing= S r,max 221.00 mm

minimum value of reinfocement stress 0.6σs/Es 0.00026229

Maximum Crack width,wk= 0.06 mm

Crack width is within the permissible limit.

REINFORCEMENT FOR BOTTOM SLAB

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112

Partial safty factor for concrete for basic & seismic comb. ym= 1.5

Partial safty factor for reinforcement ys= 1.15

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of concrete fcd= 11.17 MPa

Design compressive strength of steel fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF BOTTOM SLAB

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 600 mm

Overall depth provided at support = 600 mm

Effective depth provided at mid span = 550 mm

Effective depth provided at support = 550 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 337.289 kN-m

Effective depth required = 318.26 mm 491.510971 3.325

Effective depth available = 550 mm

Max midspan bending moment = 447.50 kN-m

Effective depth required = 366.58 mm 566.1435088

Effective depth available = 550 mm

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section = 337.289 kN-m

Area of steel required = 1082.83 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 572.00 mm2

Max area of reinf 0.025Ac = 15000.00 mm2

Distribution of steel #REF! #REF! mm

CURT ST 2 8 Provided spacing= #REF! mm

Dia of Bar 20 mm 16 mm 16 10 #REF! #REF! mm

Spacing of Bar 200 mm 200 mm 200 200

Area of Steel Provided 1571.50 mm2 1005.76 mm2

Total Area of Steel Provided= 2577.26 mm2

Provide 20 mm bars at 200 mm c/c For Bottom extra at support

Provide 16 mm bars at 200 mm c/c for bottom full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 515.46 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 150 mm

Area of steel reinforcement provided = 523.8666667 mm2

Provide 10 mm bars at 150 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section = = 447.4952757 kN-m

Area of steel required = = 1465.44 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 572.00 mm2

Max area of reinf 0.025Ac = 15000.00 mm2

Distribution of steel Provided spacing= #REF! mm

CURT ST 6 7 #REF! #REF! mm

Dia of Bar 0 mm 25 mm 16 0

Spacing of Bar 200 mm 200 mm 200 0

Area of Steel Provided 0.00 mm2 2455.47 mm2

Total Area of Steel Provided= 2455.47 mm2

Provide 25 mm bars at 200 mm c/c For Top full length

Provide 0 mm bars at 200 mm c/c for Top extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 491.1 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 125 mm

Area of steel reinforcement provided = 628.64 mm2

Provide 10 mm bars at 125 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 234.26 Kn

C/s area Ac = 550000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 402.15 Kn

VRD,C MIN= 320.91 Kn

So VRD,C= 320.91 Kn

VED = 234.26 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 200.20 Kn/m

Effective span= l= 5600.00 mm

Effective depth of slab= d= 550.00 mm

Moment of Inertia= I= 45833333333.33 mm4 4.583333333E+10

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.2797 mm

Alloweble Deflection= span/1000 = 5.6 mm

Satisfies deflection Criterion

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6428

Depth of Neutral axis= = 300 mm 840.91

Second moment of area= = 18000000000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 550.00 mm

Unfactored Sagging Moment = 310.97 Kn-m

The depth of concrete in compression is= = 172.35 mm

The cracked second moment of area in steel units is= = 695832839.9 mm4

The concrete stress at the top of the section is = 8.56 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 168.78 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 300

Second moment of area= = 18000000000

long term modulus elasticity of concrete= = 21.90372582

Elastic modulus of steel = 200 GPa

Effective depth available = 550.00 mm

Unfactored Sagging Moment = 310.97 Kn-m

The depth of concrete in compression is= = 206.41 mm

The cracked second moment of area in steel units is= = 685131497.5 mm4

The concrete stress at the top of the section is = 8.27 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 155.95 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 300 mm 840.91

Second moment of area= = 18000000000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 550.00 mm

Unfactored Hogging Moment = 237.29 Kn-m

The depth of concrete in compression is= = 172.89 mm

The cracked second moment of area in steel units is= = 699409612.4 mm4

The concrete stress at the top of the section is = = 8.8 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 127.95 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 300

Second moment of area= = 18000000000

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 550.00 mm

Unfactored Hogging Moment = 237.29 Kn-m

The depth of concrete in compression is= = 206.81 mm

The cracked second moment of area in steel units is= = 688849741.6 mm4

The concrete stress at the top of the section is = 7.82 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 118.22 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 206.81 mm

Effective heigth of concrete in tension= hceff 125 mm

Area of concrete effective in tension= Aceff 125000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 25

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 277.6666667 mm

minimum value of reinfocement stress 0.6σs/Es 0.00035466

Maximum Crack width,wk= 0.11 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 206.81 mm

Effective heigth of concrete in tension= hceff 125 mm

Area of concrete effective in tension= Aceff 125000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 20

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 16

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 18

maximum crack spacing= S r,max 249.3333333 mm

minimum value of reinfocement stress 0.6σs/Es 0.00035466

Maximum Crack width,wk= 0.1 mm

Crack width is within the permissible limit.

REINFORCEMENT FOR OUTER SIDE WALLS

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112

Partial safty factor for concrete for basic & seismic comb. ym= 1.5

Partial safty factor for reinforcement ys= 1.15

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of concrete fcd= 11.17 MPa

Design compressive strength of steel fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF SIDE WALLS

Clear cover to main reinforcement = 75 mm

Overall depth provided at mid span = 600 mm

Overall depth provided at support = 600 mm

Effective depth provided at mid span = 515 mm

Effective depth provided at support = 515 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 288.755 kN-m

Effective depth required = 454.78 mm 294.471273 3.325

Effective depth available = 515 mm

Max midspan bending moment = 71.15 kN-m

Effective depth required = 146.17 mm 225.7426677

Effective depth available = 515 mm

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section = 288.755 kN-m

Area of steel required = 988.65 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 535.60 mm2

Max area of reinf 0.025Ac = 15000.00 mm2

Distribution of steel #REF! #REF! mm

ST CURT 2 8 Provided spacing= #REF! mm

Dia of Bar 20 mm 16 mm 16 10 #REF! #REF! mm

Spacing of Bar 200 mm 200 mm 200 200

Area of Steel Provided 1571.50 mm2 1005.76 mm2

Total Area of Steel Provided= 2577.26 mm2

Provide 16 mm bars at 200 mm c/c For extra at support

Provide 20 mm bars at 200 mm c/c for Outer side full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 515.46 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 125 mm

Area of steel reinforcement provided = 628.64 mm2

Provide 10 mm bars at 125 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section = = 71.148 kN-m

Area of steel required = = 233.93 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 535.60 mm2

Max area of reinf 0.025Ac = 15000.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST 6 7 #REF! #REF! mm

Dia of Bar 20 mm 0 mm 16 0

Spacing of Bar 200 mm 250 mm 200 0

Area of Steel Provided 1571.50 mm2 0.00 mm2

Total Area of Steel Provided= 1571.50 mm2

Provide 20 mm bars at 200 mm c/c For outer side wall full length

Provide 0 mm bars at 250 mm c/c for Bottom extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 314.3 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 150 mm

Area of steel reinforcement provided = 523.87 mm2

Provide 10 mm bars at 150 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 171.97 Kn

C/s area Ac = 515000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 354.74 Kn

VRD,C MIN= 302.10 Kn

So VRD,C= 302.10 Kn

VED = 171.97 Kn

Shear Reinforcement Not Required

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 300 mm 840.91

Second moment of area= = 18000000000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 515.00 mm

Unfactored Sagging Moment = 71.15 Kn-m

The depth of concrete in compression is= = 134.74 mm

The cracked second moment of area in steel units is= = 425294475.8 mm4

The concrete stress at the top of the section is = 3.39 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 63.62 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 300

Second moment of area= = 18000000000

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 515.00 mm

Unfactored Sagging Moment = 71.15 Kn-m

The depth of concrete in compression is= = 161.61 mm

The cracked second moment of area in steel units is= = 414432724.2 mm4

The concrete stress at the top of the section is = 3.02 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 60.67 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 300 mm 840.91

Second moment of area= = 18000000000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 515.00 mm

Unfactored Hogging Moment = 132.34 Kn-m

The depth of concrete in compression is= = 171.28 mm

The cracked second moment of area in steel units is= = 629996733.2 mm4

The concrete stress at the top of the section is = = 5.4 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 72.21 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 300

Second moment of area= = 18000000000

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 515.00 mm

Unfactored Hogging Moment = 132.34 Kn-m

The depth of concrete in compression is= = 205.11 mm

The cracked second moment of area in steel units is= = 623554679.1 mm4

The concrete stress at the top of the section is = 4.78 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 65.78 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 205.11 mm

Effective heigth of concrete in tension= hceff 131.63 mm

Area of concrete effective in tension= Aceff 131630 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 20

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 425 mm

minimum value of reinfocement stress 0.6σs/Es 0.00019734

εsm-εcm = 1.7215E-05

Maximum Crack width,wk= 0.09 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 205.11 mm

Effective heigth of concrete in tension= hceff 131.63 mm

Area of concrete effective in tension= Aceff 131630 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 20

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 16

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 18

maximum crack spacing= S r,max 368.3333333 mm

minimum value of reinfocement stress 0.6σs/Es 0.00019734

Maximum Crack width,wk= 0.08 mm

Crack width is within the permissible limit.

Inner Face of Side wall

Bending Moment on Inner face is not present, hence minimum Reinforcement Provided

On inner face of side wall

Clause 16.5.1.1 of IRC 112-2011

Clear cover to Reinforcement on inner face = 200 GPa

Effective Depth = 515 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 535.6 mm2

Diameter of reinforcement = 16 mm

Area of reinforcement = 201.152 mm2

Spacing of reinforcement = 200 mm

Area of reinforcement provided = 1005.76 mm2

Provide 16 mm bars at 200 mm c/c at Inner face of Vertical Wall

REINFORCEMENT FOR INNER WALLS

DESIGN PARAMETERS

Grade of concrete fck= M25

Grade of steel fyk= Fe 550

Tensile strength of concrete fctm= 2.2 MPa 112

Partial safty factor for concrete for basic & seismic comb. ym= 1.5

Partial safty factor for reinforcement ys= 1.15

Design compressive strength of concrete fcd= α*fck/ym

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67

Design compressive strength of concrete fcd= 11.17 MPa

Design compressive strength of steel fyd= 478.27 MPa

Secant modulus elasticity of concrete Ecm= 30 GPa

Elastic modulus of steel Es= 200 GPa

Ultimate compressive strain in concrete Table 6.5 of IRC 112-2011 εcu3= 0.0035

Ultimate tensile strain in steel εst= 0.00217

Factor CI A2.9 of IRC 112-2011 λ= 0.8

Factor CI A2.9 of IRC 112-2011 η= 1

limiting neutral axia to depth ratio = Xu, max = εcu3

Limiting Moment Of Resistence Ru= 3.33 N/mm2

DESIGN OF INNER WALLS

Clear cover to main reinforcement = 75 mm

Overall depth provided at mid span = 500 mm

Overall depth provided at support = 500 mm

Effective depth provided at mid span = 417 mm

Effective depth provided at support = 417 mm

Grade of concrete= M 25

Grade of steel= 550 N/mm2

Limiting Moment Of Resistence Ru= = 3.33 N/mm2

Max support bending moment = 185.842 kN-m 236.2378745

Effective depth required = 364.84 mm 364.8412609 3.325

Effective depth available = 417 mm

Max midspan bending moment = 71.15 kN-m

Effective depth required = 146.17 mm 225.7426677

Effective depth available = 417 mm

Design of reinforcement

Support section (horizontal reinforcement @slab both perdendicular to wall)

Bending moment at support section = 185.842 kN-m

Area of steel required = 785.01 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 433.68 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel #REF! #REF! mm

2 0 2 8 Provided spacing= #REF! mm

Dia of Bar 16 mm 0 mm 16 10 #REF! #REF! mm

Spacing of Bar 150 mm 200 mm 200 200

Area of Steel Provided 1341.01 mm2 0.00 mm2

Total Area of Steel Provided= 1341.01 mm2

Provide 0 mm bars at 200 mm c/c For extra at support

Provide 16 mm bars at 150 mm c/c for full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 268.21 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm 1.2

Spacing of reinforcement provided = 150 mm

Area of steel reinforcement provided = 523.8666667 mm2

Provide 10 mm bars at 150 mm c/c at perpendicular to main reinforcement

Midspan section (Horizontal reinforcement @slab both perdendicular to wall)

Bending moment at Center section = = 71.148 kN-m

Area of steel required = = 290.82 mm2

Check for min. reinforcement

Clause 16.5.1.1 of IRC 112-2011

Min area of reinf 0.26*(fctm/fyk)*bt*d>0.0013btd = 433.68 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel Provided spacing= #REF! mm

Outer side 2 6 7 #REF! #REF! mm

Dia of Bar 16 mm 0 mm 16 0

Spacing of Bar 150 mm 250 mm 200 0

Area of Steel Provided 1341.01 mm2 0.00 mm2

Total Area of Steel Provided= 1341.01 mm2

Provide 16 mm bars at 150 mm c/c For outer side extra

Provide 0 mm bars at 250 mm c/c for Bottom extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 268.21 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 400 mm

Spacing of reinforcement provided = 150 mm

Area of steel reinforcement provided = 523.87 mm2

Provide 10 mm bars at 150 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 107.56 Kn

C/s area Ac = 417000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 296.23 Kn

VRD,C MIN= 249.09 Kn

So VRD,C= 249.09 Kn

VED = 107.56 Kn

Shear Reinforcement Not Required

Check for Stress Limitation

Stress limitation shall be checked for Rare combination as per CI 12.2 of IRC 112-2011

Allowable compressive stress in concrete under Rare combination= 0.48fck

Allowable compressive stress in concrete under quai permanent loads = 0.36fck

Allowable tensile stress in reinforcement= 0.8fyk

Check for Stress at maximum sagging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 250 mm 840.91

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 417.00 mm

Unfactored Sagging Moment = 71.15 Kn-m

The depth of concrete in compression is= = 115.02 mm

The cracked second moment of area in steel units is= = 246145420.4 mm4

The concrete stress at the top of the section is = 4.99 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 87.29 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 250

Second moment of area= = 1.041666667E+10

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 417.00 mm

Unfactored Sagging Moment = 71.15 Kn-m

The depth of concrete in compression is= = 138.1 mm

The cracked second moment of area in steel units is= = 240376720.4 mm4

The concrete stress at the top of the section is = 4.44 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 82.56 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Stress at maximum hogging moment 150 1.7

Stress calculation for short term effect 600 1.5

Notinal size= = 840.91 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 250 mm 840.91

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.86791748 -0.2

Elastic modulus of steel = 200 GPa 0.1070711111

Effective depth available = 417.00 mm

Unfactored Hogging Moment = 146.10 Kn-m

The depth of concrete in compression is= = 115.02 mm

The cracked second moment of area in steel units is= = 246145420.4 mm4

The concrete stress at the top of the section is = = 8.25 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 179.24 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 250

Second moment of area= = 1.041666667E+10

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 417.00 mm

Unfactored Hogging Moment = 146.10 Kn-m

The depth of concrete in compression is= = 137.25 mm

The cracked second moment of area in steel units is= = 240532806 mm4

The concrete stress at the top of the section is = 9.15 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 169.92 Mpa

The reinforcement Stress is within the limit, Hence OK.

Check for Crack width

Maximum permissible value of crack width for moderate exposure= 0.3 mm

Check for crackwidth at maximun sagging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 137.25 mm

Effective heigth of concrete in tension= hceff 120.92 mm

Area of concrete effective in tension= Aceff 120920 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 16

Number of bar 1 per m width n1 6.666666667

Diameter of reinforcement bar 2 ø2

Number of bar 2 per m width n2

Equivalent diameter of reinforcement ø

maximum crack spacing= S r,max 391 mm

minimum value of reinfocement stress 0.6σs/Es 0.00050976

Maximum Crack width,wk= 0.22 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.2 MPa

Depth of neutral axis= X 137.25 mm

Effective heigth of concrete in tension= hceff 120.92 mm

Area of concrete effective in tension= Aceff 120920 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.5

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.5

Diameter of reinforcement bar 1 ø1 16

Number of bar 1 per m width n1 6.666666667

Diameter of reinforcement bar 2 ø2 0

Number of bar 2 per m width n2 5

Equivalent diameter of reinforcement ø 8

maximum crack spacing= S r,max 391 mm

minimum value of reinfocement stress 0.6σs/Es 0.00050976

Maximum Crack width,wk= 0.22 mm

Crack width is within the permissible limit.

Inner Face of Side wall

Bending Moment on Inner face is not present, hence minimum Reinforcement Provided

On inner face of side wall

Clause 16.5.1.1 of IRC 112-2011

Clear cover to Reinforcement on inner face = 200 GPa

Effective Depth = 417 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 433.68 mm2

Diameter of reinforcement = 16 mm

Area of reinforcement = 201.152 mm2

Spacing of reinforcement = 225 mm

Area of reinforcement provided = 894.01 mm2

Provide 16 mm bars at 225 mm c/c at Inner face of Vertical Wall

Structural Designs

Near Hulikeri Tank HEIGHT OF WALL 5.900 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) = 20.8

Surcharge Uniform Surcharge load (kN/m2) = 21.6

Base Soil Safe Bearing Capacity of Soil (kN/m2) = 885

Coefficient of base friction between soil and concrete 0.6

Wall Height of Wall, H (m) 5.900 85.38 2x2

Profile Depth of Water Table below GL, H1 (m) 6.900 82.40

Depth of soil above toe slab, H2 (m) 1.000

Wall thickness at top of base slab, T1 (m) 0.600 0.4916666667 0.3686868687

Wall thickness at top, T2 (m) 0.300

Base slab width, B (m) 5.800 3.54

Base slab toe dimension, B1 (m) 2.300 1.18 -1.909270217

Base slab thickness, D1 (m) 0.600

Base Heel slab dimension, B2 (m) 2.900 0.3

Base Heel slab thickness, D2 (m) 0.600

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 1.18

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 = 5.9 426.73 173.55 274.63 126.75

Passive Resistance Considered

Passive pressure at top, (kN/m2) = 54.00

Passive pressure at bottom, (kN/m2) = 86.40

Depth of passive resistance (m) = 0.60

Passive Force (kN/m) = 42.12

Passive Moment about Toe (kNm/m) = -8.23

Vertical Loads per metre length (Service Load condition)

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

Wall (Rectangle) 44.250 2.750 121.688

Wall (Triangle) 22.125 2.500 55.313

Soil load over Toe Slab 18.000 1.150 20.700

Soil +sub-soil water(if any) over Heel Slab 307.980 4.350 1339.713

Surcharge load 7.200 4.350 31.320

Maximum Total = 486.555 - 1821.033

Total neglecting surcharge load = 479.355 - 1789.713

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 479.355 - 1789.713 1

C.G. of vertical loads from Toe: Case: Total load = 1821.033 /486.555 3.743 m

Case: Total neglecting surcharge load = 1789.713 /479.355 3.734 m

Eccentricity= 0.843 < B/6 0.97 Hence OK

Moment on C.L. of Base:

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 885.00 kN/m2

Case: Total load including soil load over toe slab

Case: Total including soil load over toe slab, but neglecting surcharge load: Soil Pressures O.K.

Soil Pressures O.K.

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 = 426.73 kNm

Resisting Moment = 1821.033 kNm

Factor of safety against over turning = 4.27 > 1.5, Section O.K.

Horizontal Sliding Force = 173.55 kN

Resisting Force = 479.355 x 0.6 +42.12 329.733 kN

Factor of safety against sliding = 1.90 > 1.5, Section O.K.

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

Over Turning Moment about Toe = 274.63 kNm

Resisting Moment = 1789.713 kNm

Factor of safety against over turning = 6.517 > 1.5, Section O.K.

Horizontal Sliding Force = 126.75

Resisting Force = 479.355 x 0.6 +42.12 329.733 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 2.60 > 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 540 77.3 3141.592654

0.00 0.000 0.000 0.415 7.424 0.442 Section is OK One way shear stress at d = 0.190 #DIV/0!

1.18 19.010 0.078 0.413 7.473 0.440 Section is OK Percentage Steel provided = 0.430 #REF!

3.54 94.624 0.262 0.435 7.084 0.450 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 85.38 84.20 83.89 82.40

Soil Pressure at P = 85.38 kN/m2 TOE/HEEL 18 18 106.2 106.2

Soil Pressure at Q = 84.20 kN/m2 67.38 66.20 -22.31 -23.80

Soil Pressure at R = 83.89 kN/m2

Soil Pressure at S = 82.40 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 = 58.857 kN/m2

Soil Pressure at Q = 77.72 kN/m2

Soil Pressure at R = 82.65 kN/m2

Soil Pressure at S = 106.437 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 = 85.38 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 84.20 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 83.89 kN/m2

Soil Pressure at S = 82.40 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 = 58.86 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 77.72 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 82.65 kN/m2

Soil Pressure at S = 106.44 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 147.263 0.273 0.582 0.507 Section is OK 5.301

Heel Slab 148.409 0.275 0.582 0.507 Section is OK 5.301

Width Height Vents/Cells CW STEEL DENSITY

Box Width, a 5.00

End Walls, f 0.60 2

Middle Walls, g 0.40 2

Top Slab, d 0.50

Bottom Slab, e 0.60

Extra offset, c 0.50

DESIGN OF BOX CULVERT (5.0x 4.0 , 3 VENT WITHOUT EARTH CUSHION)

BAR BENDING SCHEDULE

Nos Shape Of Bars Bar dia, mm Spacing M1, mm M2, mm Length, mm No of Bars Total Length, m UNIT WT (KG) Wieght, Kgs

Total steel, Kgs 14115.5

Total steel for single group, Tonne 14.12

Total Steel for 2 groups,Tonne 28.24 28230.98

TOTAL CONCRETE QUANTITY

SL.NO. COMPONENTS NO'S L B D QUANTITY (CUM)

4 BOTTOM SLAB 1 10.00 18 0.60 108

5 KEY WALL (RECTANGULAR PORTION) 2 17.00 0.6 0.3 6.12

6 KEY WALL (TRIANGLE PORTION) 2 17.00 0.18 6.12

7 HAUNCH(TRIANGLE PORTION) 12 10.00 0.01125 1.35

8 Brackets Square Portion 2 10.00 0.3 0.3 1.8

9 Brackets Triangle Portion 2 10.00 0.045 0.9

Total quantity of concret (CUM) for single group 299.29

No of group 3 47.16325303

Total Quantity of Concrete (Cum) for 3 group 897.87

Width Height Vents/Cells CW STEEL DENSITY

Box Width, a 5.00

End Walls, f 0.60 2

Middle Walls, g 0.50 2

Top Slab, d 0.50

Bottom Slab, e 0.60

Extra offset, c 0.50

DESIGN OF BOX CULVERT (5.0x 4.5)

BAR BENDING SCHEDULE

Nos Shape Of Bars Bar dia, mm Spacing M1, mm M2, mm Length, mm No of Bars Total Length, m UNIT WT (KG) Wieght, Kgs Wieght (for 3 vent), Kgs

Total steel, Kgs 29235.2

Total steel for single group, Tonne 29.24

Total Steel for 2 groups,Tonne 58.48 87705.68

TOTAL CONCRETE QUANTITY

SL.NO. COMPONENTS NO'S L B D QUANTITY (CUM)

5 KEY WALL (RECTANGULAR PORTION) 2 17.20 0.6 0.3 6.2

6 KEY WALL (TRIANGLE PORTION) 2 17.20 0.18 6.2

7 HAUNCH(TRIANGLE PORTION) 12 10.00 0.01125 1.35

8 Brackets Square Portion 2 10.00 0.3 0.3 1.8

9 Brackets Triangle Portion 2 10.00 0.045 0.9

Total quantity of concret (CUM) for single group 310.65

No of group 3 94.10985997

Total Quantity of Concrete (Cum) for 3 group 931.95

Width Height Vents/Cells CW STEEL DENSITY

Box Width, a 5.00

End Walls, f 0.60 2

Middle Walls, g 0.40 0

Top Slab, d 0.50

Bottom Slab, e 0.60

Extra offset, c 0.50

DESIGN OF BOX CULVERT (5.0x 3.5 , 3 VENT WITHOUT EARTH CUSHION)

BAR BENDING SCHEDULE

Nos Shape Of Bars Bar dia, mm Spacing M1, mm M2, mm Length, mm No of Bars Total Length, m UNIT WT (KG) Wieght, Kgs

Total steel, Kgs 11018.5

Total steel for single group, Tonne 11.02

Total Steel for 1 groups,Tonne 11.02 11018.51

TOTAL CONCRETE QUANTITY

SL.NO. COMPONENTS NO'S L B D QUANTITY (CUM)

3 INNER WALLS 0 10.00 4.50 0.40 0

5 KEY WALL (RECTANGULAR PORTION) 2 6.20 0.6 0.3 2.24 124.198324

6 KEY WALL (TRIANGLE PORTION) 2 6.20 0.18 2.24

7 HAUNCH(TRIANGLE PORTION) 4 10.00 0.01125 0.45

8 Brackets Square Portion 2 10.00 0.3 0.3 1.8

9 Brackets Triangle Portion 2 10.00 0.045 0.9

Total quantity of concret (CUM) for single group 135.83

No of group 1 81.1198557

Total Quantity of Concrete (Cum) for 1 group 135.83

Box.no/vent B D Nos. Thickness

0.00 3.00 3.00 Top 1.00 0.400 No of outer wall 0

Side wall 0.00 0.375 No of inner wall 0

Steel density 7850.00 Middle wall 0.00 0.300

Bottom 1.00 0.400

Road width 12.00

Haunch 0.011 Extra offset 0.30

STEEL QUANTITY Returns

MAIN DIST Total WT Top width 0.30 0

Sl.no Type Nos L B D Quantity No of sides DIA C/C LENGTH NO UNIT WT WT DIA C/C LENGTH NO UNIT WT WT Bottom width 0.60 0.00

RETAINING WALL Belove GL wall 7 0.45 0.00

PROTECTION WALL

Estimated Qty Concrete 36.79 Steel 2940 Kg/cum 25474.13

Diff qty -313.51 Diff qty -22534 83944.586

Assistant Engineer Assistant Executive Engineer Executive Engineer

PWD SUB DIVISION PWD SUB DIVISION PWD DIVISION

YADGIR YADGIR YADGIR

Recapitulations

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

ABSTRACT S H E E T

(PWD SCHEDULE OF RATES 2023-2024) SL.NO PARTICULARS AMOUNT IN RS.

SL.NO PARTICULARS AMOUNT IN RS. EPROC 3 Estimate for Supporting structure for water supply line Rs. 0.00

A Estimate of Box Culvert 6 Vent (5.0X4.50) Rs. 24,408,421.17 24408271.74 149.43 B 0.00 Rs. 0.00

B Approach Road for Bridge Rs. 3,334,020.75 3333933.82 86.93 #REF! D Add GST- 12% #REF!

C Estimate for Diversion Works Rs. #REF!

Total Rs. 27,742,441.92 27,742,205.56 108,000.00 4 Add QC and Misc contingeous - 0.5% Rs. #REF!

C GST 18% Rs. 4,993,639.55 4993597.00 19,440.00 E DPR (Including Structural Design, and Survey) Charges (1.0% +18%(GST)) Rs. 0.00

D Consultancy Charges (1.00%) (including 18% GST) Rs. 288,019.37 288017.61 366,126.32 127,440.00 7488000 G Tender Premium (5%) #REF!

E QC,Contingency & Plantation (1 %) Rs. 277,424.42 277422.06

G Tender premium (5% with 18% GST) Rs. 1,636,804.07 1636790.13

H Miscellaneous, contingency and Rounding off Rs. 61,670.68 61967.65 2264197.44 H Quality control charges (1%) #REF!

Grand Total Rs. 35,000,000.00 35,000,000.00 33,024,100.83 6 Tender Premium & QC Charges Rs. 0

IN LAKHS Rs. 350.00 35,000,000.00 1,975,899.17 Grand Total (F+G+H+I) Rs. Rs. #REF!

Assistant Executive Engineer, Executive Engineer, 61,670.68

PWD Sub-Division, Kittur. P.W.D Division, Belagavi.

Assistant Executive Engineer, Executive Engineer,

PWD,Dept.Sub-Division. Savdatti PWD.Dept. Division Belgavi

Superintendent Engineer, Chief Engineer,

PWD,Dept. Circle:Belagavi Communication and Buildings (North)

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

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

1 ESTIMATE OF BOX CULVERT: 6 V, (5 m x 4.5 m) Rs. 7,633,944.00 8550017.28 770

2 APPROACH ROAD ESTIMATE Rs. 0.00

3 ESTIMATE FOR DIVERSION WORK Rs. #REF! #REF!

Total Rs. #REF!

2 Add GST- 12% #REF!

4 Add QC and Misc contingeous - 0.5% Rs. #REF!

3 Consultancy Charges (1.0% +18%) Rs. #REF!

4 Rounding off Rs. #REF! #REF! #REF! #REF! #REF!

Grand Total Rs. Rs. #REF! #REF!

IN LAKHS Rs. #REF!

Estimate of Box Culvert 6 Vent (5.0X4.50)

Width Curtain Wall

Approach Slab length #REF! 3.00 X 3.00 B D

Wing Wall CD Size 3 x 3 Vent M-10 0.9 0.15

Sides 4.0 Road Width 20 m M-20 0.6 0.3

Length 3.0 Width 3.00 m 2 M-20 0.3 0.6

Length 384 H 1 1.0 Height 3.00 m Sides 4

Protection Wall H2 3.47 PCC Thk & off 0.15 m Curtian Wall / App slab Length 3

5 Top Width Bottom Width Ht Width 1 Low End 0.5 Nos Bot 0.45 m App slab Thickness 0.3

6 Top Rectangal Portion 0.30 0.30 0.80 Width 2Low End 0.85 2 End Sides 0.42 m M-15 0.15

7 Triangle Portion 0.00 0.68 0.80 1 Middle Sides 0.35

Bottom Rectangal Portion 0.68 0.68 0.80 Width 1 High End 0.5 0.745 Slab 0.47 m

Bottom Triangle Portion 0.00 0.40 0.80 Width 2 High End 1.13 No 1

Extra Bottom width 0.0 m

M15 offset 0.10 m

Under Box Curtain Wall

Note extra bottom offset need to enter up

Return Wall BOX CULVERT: 6 V, (5 m x 4.5 m) Approach Slab 3.50 Curtain Wall D/S

Length 7 Width Road Width 10.000 Thickness 0.30 Ht Width offset

M-15 0.15 Box Width 5.00 Vent 6 Levelling Course M-15 0.150 M-15 Thick 0.150 1.100 0.100

Up to GL 0.90 0.30 T2 Box Ht 4.50 Footing 1st 0.500 0.900

Above GL 5.000 0.60 T1 End Walls (F) 0.600 No Of Walls 4 Footing 2nd

Base Slab 0.60 5.80 B Middle Walls (g) 0.50 4 Length D width Footing 3rd

Murrum 0.00 Top Slab (d) 0.50 Excavation Depth 1.20 Floor Apron D/S 3 0.30 34.40 Wall 2.000 0.300

5.90 Murrum Off 0.10 Bottom Slab, e 0.60 Floor Apron U/S 3 0.30 34.40 Curtain Wall U/S

5.30 Murrum Offset 0.00 Flexible Apron D/S 3 0.75 34.40 Ht Width offest

M-15 Offset 0.15 Flexible Apron U/S 2 0.75 34.40 M-15 Thick 0.150 1.100 0.100

Curtain Wall PCC Thick 0.15 Footing 1st 0.500 0.900

Ht 3.0 No 1.00 Footing 2nd

Width 0.25 Extra offset 1.00 Wall 1.500 0.300

M-15 0.15 Murrum 0.45

Depth of the Top Slab (d)

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT. Depth of the Bottom Slab (e)

Estimate of Box Culvert: 6 V, (5 m x 4.5 m) Depth of the Outer Vertical Slab (f)

Depth of the Inner Vertical Slab (g)

SN 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.

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:8, Item No:2.8 ii(A)

Existing CD (Head wall) 0 1 40.0 1.00 2.50 0.000

Base Slab lum sum 0 1 40.60 8.00 0.80 0.000

Circular ends of Pier 1 0 0.116 0.80 0.000

Top Cushion with Pipes 0 1 9.00 6.00 3.00 0.000

1 Mechanical Means: -In all kinds of soils Depth upto 3 m 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 2023-2024 Vol No.1, Page No:8, Item No:1.14.1

BOX CULVERT & Flexible Apron on U/SN& D/S : 6 V, (5 m x 4.5 m) 1 14.3 37.00 3.50 1851.85

Key Slab, (Rectangular portion) 2 0.60 37.00 0.60 26.64

Retaining wall U/S & D/S 2 7.00 15.60 3.50 764.40

Curtain Wall Type-1 D/S 1 36.80 1.10 3.50 141.68

Curtain Wall Type-2 U/S 1 36.80 1.10 3.00 121.44

Flexible Apron D/S 1 3.00 36.80 0.45 0.00

Flexible Apron U/S 1 2.00 36.80 0.45 0.00

Floor Apron U/S 1 3.00 36.80 0.45 49.68

Nala Trimmimg 2 100.0 40.00 0.50 4000.00

Protection Wall (At U/S and D/S) 2 10.50 6.10 1.65 211.37

2 Providing and Filling in foundation with granite / trap broken metal 100mm. and down size & with approved sand including hand packing, ramming, watering, including cost of all materials and labour with all lead and lift complete as per specifications.

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:11, Item No:1.23

Below box CULVERT 1 35.70 10.00 0.45 160.650

Retaining wall 4 6.350 6.10 0.30 46.480

Protection Wall (At U/S and D/S) 2 10.500 6.10 0.30 38.430

3 Providing and laying in position 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 necessary, 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. Mix 1:2:4 (M15) Using 20 mm nominal size graded crushed coarse aggregates

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:16, Item No:2.4.1

BOX CULVERT & Flexible Apron on U/SN& D/S : 6 V, (5 m x 4.5 m) 1 35.7 10.00 0.15 53.55

Retaining wall 4 6.35 6.10 0.15 23.24

Curtain Wall Type-1 D/S 1 36.80 1.10 0.15 6.07

PCC Below Flexible Apron-U/S 1 34.40 3.00 0.10 10.32

PCC Below Floor Apron-U/S 1 34.40 2.00 0.10 6.88

Curtain Wall Type-2 U/S 1 36.80 1.10 0.15 6.07

PCC Below Flexible Apron-D/S 1 34.40 3.00 0.10 10.32

PCC Below Floor Apron-U/S 1 34.40 2.90 0.10 9.98

PCC Below Floor Apron-D/S 1 34.40 3.00 0.10 10.32

Flexible Apron-U/S 1 34.40 3.00 0.15 15.48

Floor Apron-U/S 1 34.40 2.00 0.15 10.32

Flexible Apron-D/S 1 34.40 3.00 0.15 15.48

Floor Apron-D/S 1 34.40 3.00 0.15 15.48

Protection Wall (At U/S and D/S) 2 10.50 6.10 0.15 19.22

Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:112, Item No:Addendum I B-6

As per Quantity item no 3 224.052

4 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 20 mm nominal size graded crushed coarse aggregates

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:15, Item No:2.2.3

BOX CULVERT & Flexible Apron on U/SN& D/S : 6 V, (5 m x 4.5 m)

Key Slab, (Rectangular portion) 2 35.70 0.45 0.30 9.64

Retaining wall Raft 4 6.50 5.80 0.60 90.48

Curtain wall D/S

Curtain wall D/S side

Curtain Wall U/S

Curtain wall U/S side

Protection Wall (At U/S and D/S) 2 10.50 5.80 0.60 73.08

4a Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:112, Item No:Addendum I B-6

As per Quantity item no 5 489.80

5 Providing and laying in position 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 necessary, 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.

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:16, Item No:2.4.3

BOX CULVERT & Flexible Apron on U/SN& D/S : 6 V, (5 m x 4.5 m)

Retaining wall 4 7.00 0.450 5.900 74.340

Protection Wall (At U/S and D/S) 2 10.50 0.450 5.900 55.755

5a Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:112, Item No:Addendum I B-6

As per Quantity item no 7 849.861

6 Providing and laying in position 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. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:16, Item No:2.5.2

BOX CULVERT & Flexible Apron on U/SN& D/S : 6 V, (5 m x 4.5 m)

6a Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:112, Item No:Addendum I B-6

As per Quantity item no 9 185.932

7 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. MORTH Specification No. 1600 & 2200. C. Sub structure of Bridges 85.546

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:18, Item No:2.11 C

For Box culvert 58.480

8 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. MORTH Specification No. 1600 & 2200. D. Super structure of Bridges 83944.59

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:18, Item No:2.11 D

Retaining Wall, Protection Wall, Curtain Wall 24.772

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

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:121, Item No:13.8

Below Approach Slab 2 3.50 10.00 0.15 10.500

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.

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:122, Item No:13.9

For Approach slab 2 3.50 10.00 0.30 21.000

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

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:121, Item No:13.2

For Approach slab 2 3.50 10.00 0.075 5.250

12 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 2023-2024 Vol No.3, Page No:117, Item No:12.3

Retaining wall back side 2 8.200 6.40 5.90 619.26

Deduct for Filter media 94.51

13 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 2023-2024 Vol No.3, Page No:117, Item No:12.4

Behind walls 2 8.2 0.60 5.00 49.200

Behind Retaining wall 2 6.40 0.60 5.90 45.312

14 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 2023-2024 Vol No.3, Page No:117, Item No:12.2

Behind end walls 2 21.00 0.60 25.200

Behind retaining wall 2 19.00 0.45 17.100

15 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 2023-2024 Vol No.3, Page No:104, Item No:14.14

RCC CRASH BARRIER Mtr. 2 41.40 82.800

15 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.

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:121, Item No:13.5

RCC RAILINGS Mtr. 2 41.40 82.800

16 Providing and laying boulders apron on river bed for protection against scour with stone boulders weighing not less than 40kg each complete as per drawing and Technical specification. A. Boulder Laid Dry Without Wire Crates. MORTH Specification No. 2503

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:129, Item No:14.1

Flexible Apron D/S 1 3.00 36.80 0.75 82.800

Flexible Apron U/S 1 2.00 36.80 0.75 55.200

Providing and laying of apron with cement concrete blocks of size 0.5x0.5x0.5 m cast in-situ and made with nominal mix of M-15 grade cement concrete with a minimum cement content of 250 kg/m3 as per IRC: 21-2000. MORTH Specification No.2503.

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:129, Item No:14.3

Floor Apron D/S 1 3.00 36.80 0.30 33.120

Floor Apron U/S 1 3.00 36.80 0.30 33.120

16 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. MORTH Specification No. 2605

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:123, Item No:13.15 (iii)

17 Drainage Spouts using 100 mm GI pipe complete as per drawing and Technical specificationMORTH Specification No. 2705

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:121, Item No:13.7

18 Painting Two Coats on New Concrete Surfaces: Painting two coats after filling the surface with synthetic enamel paint in all shades on new plastered concrete surfaces

PWD Schedule of Rates 2023-2024 Vol No.3, Page No:66, Item No:8.10

Vertical Poles 2 28 0.80 1.00 44.80 56.00

Total 24,408,421.17 #REF!

Assistant Engineer Assistant Executive Engineer 1.975

PWD SUB DIVISION PWD SUB DIVISION

Kittur Kittur 96.17

Width Curtain Wall

Approach Slab length #REF! 3.00 X 3.00 B D

Wing Wall CD Size 3 x 3 Vent M-10 0.9 0.15

Sides 4.0 Road Width 20 m M-20 0.6 0.3

Length 3.0 Width 3.00 m 2 M-20 0.3 0.6

H 1 1.0 Height 3.00 m Sides 4

H2 3.47 PCC Thk & off 0.15 m Curtian Wall / App slab Length 3

5 Width 1 Low End 0.5 Nos Bot 0.45 m App slab Thickness 0.3

6 Width 2Low End 0.85 2 End Sides 0.42 m M-15 0.15

7 1 Middle Sides 0.35

Width 1 High End 0.5 0.745 Slab 0.47 m

Width 2 High End 1.13 No 1

Extra Bottom width 0.3 m

M15 offset 0.10 m

Under Box Curtain Wall

Return Wall BOX CULVERT: 6 V, (5 m x 4.5 m) Approach Slab 3.50 Curtain Wall D/S

Length 5 Width Road Width 5.00 Thickness 0.30 Ht Width offset

M-15 0.15 Box Width 5.00 Vent 6 Levelling Course M-15 0.150 M-15 Thick 0.150 1.850 0.100

Up to GL 0.90 0.30 Box Ht 4.50 Footing 1st 0.550 1.650

Above GL 5.000 0.60 End Walls (F) 0.600 No Of Walls 4 Footing 2nd 0.750 0.750 0.450

Base Slab 0.60 5.80 Middle Walls (g) 0.50 4 Length D width Footing 3rd 0.750 0.450 0.150

Murrum 0.30 Top Slab (d) 0.50 Excavation Depth 1.20 Floor Apron D/S 3 0.45 34.40 Wall 0.450 0.200 0.125

5.90 Murrum Off 0.10 Bottom Slab, e 0.60 Floor Apron U/S 2 0.45 34.40 Curtain Wall U/S

5.30 Murrum Offset 0.30 Flexible Apron D/S 2 0.75 34.40 Ht Width offest

M-15 Offset 0.15 Flexible Apron U/S 2 0.75 34.40 M-15 Thick 0.150 1.500 0.100

Curtain Wall PCC Thick 0.15 Footing 1st 0.800 1.300

Width 0.25 Extra offset 0.00 Wall 0.450 0.200 0.125

M-15 0.15 Murrum 0.15

Depth of the Top Slab (d)

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT. Depth of the Bottom Slab (e)

ESTIMATE OF BOX CULVERT: 6 V, (5 m x 4.5 m) Depth of the Outer Vertical Slab (f)

Near Hulikeri Tank Depth of the Inner Vertical Slab (g)

SN Description of Work Unit Box No L B D Qty Rate Amount

1 KSRRB M200-13.1 Dismantling of existing structure like culverts, bridges, retaining walls and other structures comprising of masonry, cement concrete, wood work, steel work, including T & P and scaffolding wherever necessary, sorting the dismantled material, disposable of unserciable material and stacking stacking the serviceable materials with all lifts and lead of 1000 mtrs., complete as per specificatiions. MORTH Specification 202.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:18.21Page No:139

Existing CD (Head wall) 1 2 10.00 0.65 2.30 29.90

Deduction for Vents (1.20M Dia) 1 1 1.13 -1.12

2 KSRRB M2100-2.1. Earth work in excavation for foundation of structures as per drawing and technical specifications, including setting out, construction of shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and backfilling with approved material complete as per specifications - (i) Depth upto 3m By Mechanical means

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:27.4Page No:220

Protection Wall 0 83.00 5.80 1.90 0.00

3 KSRRB M300-53. Construction of embankment with approved material Gravel/Murrum with all lifts and leads, transporting to site, spreading, grading to required slope and compacting to meet requirement Table 300-2 complete as per specifications.(which includes cost of gravel / murrum, watering charges & compaction by vibratory roller) MORTH Specification No. 305 1,790,579.02

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:19.6Page No:147

4 KSRRB M2100-13. Providing and laying Plain/ Reinforced cement concrete of mix 1:2:4 with OPC cement @ 240kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.84cum and fine aggregates @ 0.56cum, in open foundation including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications complete as per Drawings and Technical specifications. MORTH Specification No.1500,1700 & 2100

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:27.24Page No:222

Retaining wall 4 5.00 5.80 0.15 17.40

Protection Wall 0 83.00 5.80 0.15 0.00

Curtain Wall Type-1 1 34.70 1.85 0.15 9.63

Curtain Wall Type-2 1 34.70 1.50 0.15 7.81

5 KSRRB M2100-17.12.Providing and laying Plain/ Reinforced cement concrete of mix M25 with OPC cement @ 340kgs, with 20mm and down size graded granite metal coarse aggregates @0.7cum and fine aggregates @ 0.47cum, with superplastisiser @3lts confirming to IS9103-1999 Reaffirmed-2008open foundation including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications complete as per Drawings and Technical specifications. MORTH Specification No.1500,1700 & 2100

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:27.31Page No:223

BOX CULVERT: 6 V, (5 m x 4.5 m)

Retaining wall Raft 4 5.0 5.80 0.60 69.60

Protection Wall 0 83.0 5.80 0.60 0.00

6 KSRRB M2200-5.12.Providing and laying Plain/ Reinforced cement concrete of mix M25 with OPC cement @ 340kgs, with 20mm and down size graded granite metal coarse aggregates @0.7cum and fine aggregates @ 0.47cum, with superplastisiser @3lts confirming to IS9103-1999 Reaffirmed-2008- i) Up to 5m height

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:28.7.12Page No:227

BOX CULVERT: 6 V, (5 m x 4.5 m)

Middle Sides 4 5.0 4.50 0.50 45.0000

Retaining wall 4 5.0 5.90000 0.45 53.1000

Protection Wall 0 83.0 5.90000 0.45 0.00

7 KSRRB M2000-3.1.Providing and laying Plain Reinforced/Prestressed cement concrete in super structure as per drawing and technical Specification Complete as per specification. B. RCC WITH OPC design mix M25 @ 340kgs, with 20mm and down size graded granite metal coarse aggregates @0.7cum and fine aggregates @ 0.47cum, with superplastisiser @3lts confirming to IS9103-1999 Reaffirmed-2008- including cost of materials, labour, HOM, curing, form waorks,scaffolding and centering complete as per specifications. MORTH Specification No. 1500,1600,1700 & 2300 is 456 Height Up to 5m 574,480.00

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:29.5.1Page No:233

BOX CULVERT: 6 V, (5 m x 4.5 m)

8 KSRRB M2200-6 :Providing T.M.T steel reinforcement for R.C.C work including straightening, cutting, bending, hooking, placing in position, lapping and/or welding wherevr required, tying with binding wire and anchoring to the adjoning members wherever necessary complete as per design (laps, hooks and wastage shall not be measured and paid) cost of materials, labour, HOM complete as per specification. MORTH Specification No. 1600 & 2200 TMT Bars Fe 500

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:28.8.2Page No:229

Curtain wall 1 134.20 0.060 8.05

9 KSRRB M2200-6 :Providing T.M.T steel reinforcement for R.C.C work including straightening, cutting, bending, hooking, placing in position, lapping and/or welding wherevr required, tying with binding wire and anchoring to the adjoning members wherever necessary complete as per design (laps, hooks and wastage shall not be measured and paid) cost of materials, labour, HOM complete as per specification. MORTH Specification No. 1600 & 2200 TMT Bars Fe 500

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:29.29.2Page No:239

10 KSRRB M 2700-6. PCC M15 Grade levelling course below approach Slab complete as per drawing and technical specification. MORTH Specification No. 2700

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:32.6Page No:247

Below Approach Slab Cum 2 3.50 5.00 0.150 5.25

11 KSRRB M2700-7. Reinforced cement concrete M30 approach slab including reinforcement @ 70kg/cum and formwork complete as per drawing and Technical specification including cost of materials, labour, HOM complete as per specifications. MORTH Specification No. 1500,1600 1700 & 2704. 140,080.50

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:32.7Page No:247

For Approach slab 2 3.50 5.00 0.30 10.50

12 KSRRB M2300-16. Providing and laying Cement concrete wearing coat with OPC cement design mix M30 @ 360kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregtes @ 0.46cum, with superplastisiser @3lts confirming to IS9103-1999 Reaffirmed-2008 including reinforcement complete as per drawing and Technical Specifications including cost of materials, labour, HOM complete as per specifications MORTH Specification No. 2702 952,587.48

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:32.8Page No:247

For Approach slab 0 3.50 5.00 0.075 0.00

13 KSRRB 2200-8.1 : Back Filling behind abutment, wing wall and return wall complete as per drawing and Technical Specifications including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular materialc MORTH Specification No. 2204 & 304

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:28.11Page No:229

Retaining wall and abutmrnt back side 2 5.00 5 5.900 295.00

Deduct for Filter media 100.80

14 KSRRB M2200-9: Providing and filling filter media with granular material /stone crushed aggregate satisfying the requirement laid down in Clause 2500.4.2.2. of MORTH specification to a thickness of not less than 600 mm with smaller size towards the soil and bigger size towards the the wall and provided over the entire surface behind abutments, wing walls and return walls to a full height compacted to a firm condition complete as per drawing and technical specifications including cost of materials, labour, HOM complete as per specifications MORTH Specification No. 2504.2.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:28.13Page No:229

Behind walls 2 5.00 0.60 5.00 30.00

Behind Retaining wall 4 5.00 0.60 5.90 70.80

Behind Protection Wall 0 83.00 0.60 5.90 0.00

15 KSRRB M2200-8 : Providing weep holes in brick masonrt/ plain/ Reinforced concrete abutment/ wing wall / return wall with 100 mm dia. A.C. Pipe, extending through the full width of the structure with slope of 1V:20 H towards drawing force. complete as per drawing and technical specification including cost of materials, labour, HOM complete as per specification MORTH Specification No. 2706 and 2200

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:28.1Page No:229

Behind end walls 2 3.00 4.00 24.00

Behind retaining wall 4 3.00 3.34 40.08

Behind Protection Wall 0 83.00 3.34 0.00

16 KSRRB 2700-3: Construction of RCC Railings 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, center to center 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 including cost of materials, labour, HOM complete as per specification. MORTH Specification No.2703,1500,1600and 1700.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:32.8Page No:247

17 KSRRB 2500-1.1:Providing and laying boulders apron on river bed for protection againest scour with stone boulders weighing not less than 40kg each complete a sper drawing and tecnical specification including cost of materials, labour, HOMcomplete as per specification. A Boulder Laid Dry without wire Crates. MORTH Specification No.2503.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:30.1Page No:241

Flexible Apron D/S 1 2.00 34.40 0.75 51.60

Flexible Apron U/S 1 2.00 34.40 0.75 51.60

18 KSRRB 2500-1.1:Providing and laying of apron with cement concrete blocks of size 0.5x0.5x0.5m cast -in- situ and made with nominal mix of M-15 grade cement concrete with a minimum cement content of 240 kg/cum including cost of materials, labour, HOM complete as per specification as per IRC:21-2000 Complete as per specification MORTH Specification No.2503.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:30.3Page No:241

19 Providing and constucting pitching I Revetment of 30 em thick on slopes using granite/basalt/trap/stones of surface area not less than 0.04 sqm and wedged with spalls including cost of all materials, labour, HOM etc., complete as per specification.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:34.14Page No:241

Pithcing 0 10.00 3.00 0.00

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

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ಬೆಳಗಾವಿ ಜಿಲ್ಲೆ ಕಿತ್ತೂರ ತಾಲೂಕಿನ ಕುಲವಳ್ಳಿ ಗ್ರಾಮ ಪಂಚಾಯತಿ ವ್ಯಾಪ್ತಿಯಲ್ಲಿ ಬರುವ ನಿಂಗಾಪೂರ ಗ್ರಾಮದ ಹತ್ತಿರವಿರುವ ಹಳ್ಳವು ಹುಲಿಕೆರೆ ಕೆರೆಗೆ ಹಾದು ಹೋಗಿದೆ. ರೈತರು ಹಾಗೂ ಶಾಲಾ ಮಕ್ಕಳು ದಿನಾಲೂ ಸದರಿ ಹಳ್ಳವನ್ನು ದಾಟಿ ನಿಂಗಾಪೂರ ಗ್ರಾಮದಲ್ಲಿರುವ ಶಾಲೆಗೆ ಬರಬೇಕು. ಇದರಿಂದ ನಿಂಗಾಪೂರ ಗ್ರಾಮಸ್ಥರಿಗೆ ತುಂಬಾ ತೊಂದರೆಯಾಗುತ್ತಿದೆ. ಆದ್ದರಿಂದ 6 ಅಂಕಣಗಳ ಹೊಸ ಬಾಕ್ಸ್ ಕಲ್ವರ್ಟ್ ನಿರ್ಮಿಸಿ ವಾಹನಗಳ ಸುಗಮ ಸಂಚಾರಕ್ಕೆ ಅನುವು ಮಾಡಿಕೊಡಲು 2025-26 ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ಧಿ ನಿಗಮ ನಿಯಮಿತ-ಬಂಡವಾಳ ವೆಚ್ಚ ಅಡಿಯಲ್ಲಿ ಕಾಮಗಾರಿಯು ರೂ. 350.00 ಲಕ್ಷಗಳಿಗೆ ಅನುಮೋದನೆಗೊಂಡಿರುತ್ತದೆ. ಸದರಿ ಕಾಮಗಾರಿಯ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು 2023-24ನೇ ಸಾಲಿನ (2026-27 ನೇ ಸಾಲಿಗೆ ಮುಂದುವರೆದು ) ಬೆಂಗಳೂರು ವೃತ್ತದ ಏಕರೂಪ ದರಪಟ್ಟಿಯನ್ವಯ ಈ ಕೆಳಕಂಡ ಅಂಶಗಳನ್ನು ಅಂದಾಜು ಪಟ್ಟಿಯಲ್ಲಿ ಪರಿಗಣಿಸಲಾಗಿದೆ.

ಈ ಕೆಳಗಿನ ಐಟಂಗಳನ್ನು ಅಂದಾಜು ಪತ್ರಿಕೆಯಲ್ಲಿ ಅಳವಡಿಸಲಾಗಿದೆ.

Construction of Box culvert

1 Mechanical Means: -In all kinds of soils Depth upto 3 m Earth work excavation for Foundation by mechanical means

2 Providing and Filling in foundation with granite / trap broken metal

3 Providing and laying in position Cement Concrete for all Sub structures Mix 1:2:4 (M15) Using 20 mm nominal size graded crushed coarse aggregates

4 Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

5 Providing and laying in position Cement Concrete for all Foundation works. M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates

6 Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

7 Providing and laying in position Cement Concrete for all Sub structures

8 Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

9 Providing and laying in position Cement Concrete for all Super structures M25 Design Mix Using 20 mm nominal size graded crushed coarse aggregates.

10 Additionalities for Form Work and Centring, & Scaffolding charges for Box Culvert

11 Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement

12 PCC M15 Grade leveling course below approach slab complete

13 Reinforced cement concrete M30 grade for approach slab

14 Providing and laying Cement concrete wearing coat M-30 grade including reinforcement

15 Back filling behind abutment, wing wall and return wall

16 Providing and laying of Filter media with granular materials/ stone crushed aggregates

17 Providing weep holes in Brick masonry/Plain/ Reinforced concrete abutment/wing wall/ return wall with PVC Pipe 110mm

18 Construction of RCC railing of M30 Grade in-situ with 20 mm nominal size aggregate

19 Providing and laying boulders apron

20 Providing and laying of apron with cement concrete blocks of size 0.5x0.5x0.5 m

21 Filler Joint (iii) Providing and fixing in position 20 mm thick premoulded joint filler in expansion joint

22 Drainage Spouts using 100 mm GI pipe

Approach road and road safety works

1 Clearing and Grubbing road

2 Loosening, leveling and Compacting original ground

3 Construction of Embankment by excavating the available approved Gravel/Murrum

4 Construction of sub-grade and earthen shoulders

5 By Mix in Place Method Construction of Granular Sub-Base -100mm

6 Providing, laying, spreading and compacting graded stoneaggregate to wet mix macadam -150mm

9 Bituminous Macadam Grading - 50 mm

10 Semi Dense Bituminous Concrete - 25mm

11 Road Delineators

12 Metal Beam Crash Barrier Type - A

ಈ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ಕರ್ನಾಟಕದ 2023-24ನೇ ಸಾಲಿನ (2025-26 ನೇ ಸಾಲಿಗೆ ಮುಂದುವರೆದು ) ರಾಜ್ಯವ್ಯಾಪ್ತಿ ಏಕರೂಪ, ಕಟ್ಟಡ, ರಸ್ತೆ & ಸೇತುವೆ ಅನುಸೂಚಿತ ದರಪಟ್ಟಿಯಂತೆ ಈ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ನಿಗಧಿಪಡಿಸಿದ ಒಟ್ಟು ಮೊತ್ತ ರೂ. 350.00 ಲಕ್ಷಗಳಿಗೆ ತಯಾರಿಸಲಾಗಿದೆ.

ಸಹಾಯಕ ಕಾರ್ಯನಿರ್ವಾಹಕ ಇಂಜಿನೀಯರರು

ಲೋಕೋಪಯೋಗಿ ಇಲಾಖೆ, ಉಪ ವಿಭಾಗ ಕಿತ್ತೂರ

Sub Estimate for Approach Road

GSB GSB WMM DBM/BC Road width Built Slope Open Slope

#REF! 23.0 19.6 19.0 19.0 23.00 0.0 1.5 Widening Shoulder adj to each Layer Reconstruction

Sl.No From To Type Chainage Side Slope Length CBR Eff CBR with 500 Subgrade Road width GSB WMM BM / SDBC Side Slope Existing Crust Extra Crust Required Proposed Crust Total Thickness (m) Subgrade Bottom Width (m) Subgrade Widening (m) Subgrade Centre Width (m) GSB C/C Full Width (m) GSB Carriage Width C/C (m) WMM C/C (m) DBM & BC (m) Shoulder adj to GSB (C/C) Shoulder adj to WMM (C/C) Shoulder adj to BT (C/C) paved Shoulder Median Subgrade Bottom Width (m) Subgrade Widening Width (m) Subgrade Centre Width (m) GSB C/C Full Width (m) GSB Carriage Width C/C (m) WMM C/C (m) DBM & BC (m)

Avg Crust Subgrade GSB WMM/WBM Asphalt Subgrade CBR not less than 10 Subgrade Widening Subgrade Full width Granular sub base WMM, m DLC, m BM, m SDBC, m PQC, m

Proposed Existing BT Gravel Existing Median GSB Total Thickness (m) GSB Full Width Thickness (m) GSB Carriage Width Thicknes (m)

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

APPROACH ROAD ESTIMATE

ABSTRACT AND MEASUREMENTS

SN Description of Work Unit No L B D Quantity Rate Amount

1 KSRRB M200-11.1. 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, up to a lead of 1000 metres including removal and disposal of top organic soil not exceeding 150 mm in thickness complete as per specifications. II. By Mechanical Means:A. In area of light jungle.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:18.15Page No:139

Deduction for voids 40% 40% -100

2 KSRRB 300-50. Scarifying bituminous course 50mm to 75mm thick along with premix carpet / surface dressing by road roller attached with scarifier without disturbing the base and stacking the debris including cost of all labour charges, HOM of machineries complete as per specifications. MORTH / Chapter 3.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:19.56Page No:146

3 KSRRB M300-53. Construction of embankment with approved material Gravel/Murrum with all lifts and leads, transporting to site, spreading, grading to required slope and compacting to meet requirement Table 300-2 complete as per specifications.(which includes cost of gravel / murrum, watering charges & compaction by vibratory roller) MORTH Specification No. 305

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:19.6Page No:147

Embankment 1.57

4 KSRRB M300-55. Construction of Subgrade and Earthen Shoulders with approved material Gravel/Murrum with all lifts & leads, transporting to site, spreading, grading to required slope and compacted to meet requirement of Table No. 300-2 complete as per specifications (including cost of earth, watering charges & compaction by vibratory roller).

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:19.62Page No:147

SUBGRADE FULL WIDTH

FOR EARTHEN SHOULDER 1.88

5 KSRRB M400 Construction of granular sub-base Grading -V as sub base and drainage layer by providing coarse graded crushed stone aggregates of granite/trap/basalt material, mixing in a mechanical mix plant at OMC, Carriage of mixed material to work site, spreading in uniform layers with motor grader on prepared surface and compacting with vibratory power roller to achieve the 98% proctor density, complete as per specifications. Clause 401 of MORTH V Revision.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:20.4Page No:153

6 KSRRB M400-17. Providing, laying, spreading and compacting graded stones aggregate to wet mix macadam specifications including pre mixing the material with water at OMC in mechanical mix plant carriage of mixed method of tipper to site, laying in uniforms layers with paver in sub-base/base course on well prepared surface and compacting with vibratory roller to achieve the desired density complete as per specifications.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:20.18Page No:155

7 KSRRB M500-6. Providing and applying primer coat with S.S.bitumen emulsion on prepared surface of granular base such as WBM, WMM including clearing of road surface and spraying primer at the rate of 0.60 kg / sqm using mechanical means complete as per specifications.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:21.6Page No:158

8 KSRRB M500-10. Tack Coat:- Providing and applying tack coat using 80/100 grade bitumem(VG 10) in boiler fitted with spray set distributer at the rate of 0.25 kg/sqm on primed surfaces cleaned with mechanical broom, complete as per specifications.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:21.1Page No:159

9 KSRRB 500-11. Providing and laying bituminous macadam on prepared surface with crushed coarse aggregates as per design mix formula for base / binding course including loading of aggregates with F.E. loader, hot mixing of stone aggregates and bitumen in hot mix plant, transporting the mixd material in tipper to paver and laying mixed materials with paver finisher to the required level and grade, rolling by power roller to achieve the desired density, but excluding cost of primer / tack coat including lead, lift and cost of all materials, labour, HOM of machineries complete as per specifications. MORTH /Chapter 5 - using 40/60 TPH capacity H.M.P. with Mechanical paver Gr-II (50 mm to 75 mm) with 3.3 % VG-30 Bitumen

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:21.11.6Page No:159

10 KSRRB M500-18. Providing and laying semi dense bituminous concrete using crushed aggregates of specified grading, premixed with bituminous binder and filler, transporting the hot mix to work site, laying with a paver finisher to the required grade, level and alignment, rolling with smooth wheeled, vibratory and tandem rollers to achieve the desired compaction as per MORTH specification clause No. 508 complete in all respects complete as per specifications. - using40/60 TPH capacity H.M.P. with Mechanical Paver Gr-II (25 mm to 30 mm) with 5 % VG-30 Bitumen

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:21.20.6Page No:160

11 KSRRB M800-4. Direction and Place Identification Signs with size more than 0.9 sqm Size Board: Providing and erecting direction and place identification retro-reflectorised sign as per IRC 67 made of high intensity grade sheeting vide clause 800.1.3, fixed over aluminium sheeting 2 mm thick with area exceeding 0.9 sqm supported on a mild steel angle iron post 75 mm x 75 mm x 6 mm, 2 Nos, firmly fixed to the ground by means of properly designed foundation with M-15 grade cement concrete 45cm x 45 cm x 60 cm 60 cm below ground level as per approved drawing complete as per specifications. Using Type IV sheeting.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:24.4Page No:180

2 Legged junctions 2 1.50 1.20 3.60 Villages Cross

12 KSSRB M800-2- Retro-Reflectorised Traffic Signs: Providing and fixing of retro-reflectorised cautionary mandatory, and informatory sign as per IRC 67 made of high intensity grade sheeting vide clause 800.1.3, fixed over Aluminium sheeting, 1.5 mm thick supported on a mild steel angle iron post 75 mm x 75mm x 6 mm firmly fixed to the ground by means of properly designed foundation with M15 grade cement concrete 45 cm x 45 cm x 60 cm 60 cm below ground level as per approved drawing complete as per specifications. MORTH Specification No. 801.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:24.2.3Page No:180

600 mm circle Each 1 1 4232.58 4,232.58

13 KSRRB M800-13.Road Marking with Hot Applied Thermoplastic Compound with Reflectorising Glass Beads on Bituminous Surface:- Providing and laying of hot applied thermoplastic compound 2.5 mm thick including reflectorising glass beads at 250 gms per sqm area, thickness of 2.5 mm is exclusive of surface applied glass beads as per IRC:35. The finished surface to be level, uniform and free from streaks and holes complete as per specifications.

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:24.15Page No:182

Shoulder Edge Marking 2 25.00 0.10 5.00

14 Providing and Fixing RCC precast guard stones of size 0.23x0.23x1.5 casted in cc 1:1.5:3 with 20mm down size aggregates using 10mm dia vertical 4 TMT steel rods and 8mm dia stirrps at 20cm c/c fixed 0.90m above ground level using steel moulding, curing, transportation to work spot inluding excavation in hard soil fixing in plain cement concrete 1:2:4 using 20mm down size aggregate including aligning to plumb and line providing enamel painting to exposed faces in alternate black and white strips and painting to exposed faces in alternate black and white strips and painting with reflective paint on top of guard stone with a width of 10 cm including cost of all materials, labour, hire charges of machineries complete. (as per drawings) PRE CAST GUARD STONES

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:24.52Page No:188 Each Side Nos

15 KSSRB-M-800-15.Road Delineators: Supplying and installation of delineators (road way indicators, hazard markers, object markers), 80-100cm high above ground level, painted black and white in 15cm wide strips, fitted with 80x100mm rectangular or 75mm dia circluar reflectorised panels at the top, buried or pressed into the ground and conforming to IRC: 79 and the drawings complete as per specifications. MORTH Specification No 805

PWP&IWT Kalaburgi CIRCLE 2018-19 Item No:24.19Page No:182

Grand Total 746,997.00

GSB GSB WMM DBM/BC Road width Built Slope Open Slope

#REF! 23.0 19.6 19.0 19.0 23.00 0.0 1.5 Widening Shoulder adj to each Layer Reconstruction

Sl.No From To Type Chainage Side Slope Length CBR Eff CBR with 500 Subgrade Road width GSB WMM BM / SDBC Side Slope Existing Crust Extra Crust Required Proposed Crust Total Thickness (m) Subgrade Bottom Width (m) Subgrade Widening (m) Subgrade Centre Width (m) GSB C/C Full Width (m) GSB Carriage Width C/C (m) WMM C/C (m) DBM & BC (m) Shoulder adj to GSB (C/C) Shoulder adj to WMM (C/C) Shoulder adj to BT (C/C) paved Shoulder Median Subgrade Bottom Width (m) Subgrade Widening Width (m) Subgrade Centre Width (m) GSB C/C Full Width (m) GSB Carriage Width C/C (m) WMM C/C (m) DBM & BC (m)

Avg Crust Subgrade GSB WMM/WBM Asphalt Subgrade CBR not less than 10 Subgrade Widening Subgrade Full width Granular sub base WMM, m DLC, m BM, m SDBC, m PQC, m

Proposed Existing BT Gravel Existing Median GSB Total Thickness (m) GSB Full Width Thickness (m) GSB Carriage Width Thicknes (m)

CONSTRUCTION OF BRIDGE ON HULIKERI NALA NEAR NINGAPUR VILLAGE IN CHANNAMMANA KITTUR TALUK, BELAGAVI DISTRICT.

APPROACH ROAD ESTIMATE

ABSTRACT AND MEASUREMENTS

SN Description of Work Unit No L B D Quantity Rate Amount

1 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. MORTH Specification No:201 (i). By Mechanical Means A. In area of light jungle. 10.5

PWD Schedule of Rates 2023-2024 , Vol No.3, Page No:9, Item No:2.5 (ii) a

Towards Right Side 1 115.00 10.00 1150 11.5

Transition of Road 2 20.00 10.00 400 4

Deduction for voids 40% 40% -1080 -10.80 9.00 10.8

Towards Left Side 1 115 3.75 431

Towards Right Side 1 115 3.75 431

Transition of Road 2 20 3.75 150

Total #REF! #REF! #REF!

2 Loosening, leveling and Compacting original ground supporting embankment to facilitate placement of first layer of embankment, scarified to a depth of 150 mm, mixed with water at OMC and then compacted by rolling so as to achieve minimum dry density as given in Table 300-2 for embankment construction.

Towards Left Side 1 115.00 5.75 0.075 49.59

Towards Right Side 1 115.00 5.75 0.075 49.59

Transition of Road 2 20.00 5.75 0.075 17.25

3 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. If the height of embankment construction is more than 1.50 m add 5% per m³ for every 1.50 m height or part there off. Deduct 5% per m³ if rollers are not used and tamping is done manually. Add 8% per m³ for works under foul & sullage situation

PWD Schedule of Rates 2023-2024 , Vol No.1, Page No:7, Item No:1.8

Towards Left Side 1 115.00 5.75 0.95 628.19

Towards Right Side 1 115.00 5.75 0.90 595.13

Transition of Road 2 20.00 5.75 1.70 391.00

4 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 MORTH Specification No. 305

PWD Schedule of Rates 2023-2024 , Vol No.3, Page No:17, Item No:3.6

FOR EARTHEN SHOULDER 2 115.00 1.110 0.225 57.44

5 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 1.1125

PWD Schedule of Rates 2023-2024 , Vol No.3, Page No:23, Item No:4.2 (v) 6.80 6.50 13.30

APPROACH ROAD 6.65

Transition of Road 2 20.00 6.65 0.150 39.90

6 406-A Wet Mix Macadam (Plant mix method) 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.

PWD Schedule of Rates 2023-2024 , Vol No.3, Page No:26, Item No:4.17

For Approach Road 1 115.00 3.75 0.150 64.69