Construction of Bridge and Retaining Wall from Km 8.30 to 9.40 on Sampagav-MK Hubli Via Pattihal KS MDR Road in Kittur Constituency Bailhongal Taluk Belagavi Dist

ಅಂದಾಜು ಪತ್ರಿಕೆಗಳ ಆಡಳಿತಾತ್ಮಕ/ತಾಂತ್ರಿಕ ಮಂಜೂರಾತಿಯ ರಸ್ತೆ ಕಾಮಗಾರಿಯ ಪರಿಶೀಲನಾ ಚೆಕ್ ಲಿಸ್ಟ್

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2 ಲೆಕ್ಕ ಶೀರ್ಷಿಕೆ : 2023-24£Éà ¸Á°£À 5054-04-337-0-01-160 f¯Áè ªÀÄvÀÄÛ EvÀgÉ gÀ¸ÉÛUÀ¼À £À«ÃPÀgÀt

3 ಅನುಮೋದಿತ ಕ್ರೀಯಾಯೋಜನೆಯ ಪತ್ರ ಸಂಖ್ಯೆ ಮತ್ತು ದಿನಾಂಕ ಪುಟ ಸಂಖ್ಯೆ ಮತ್ತು ಕ್ರಮ ಸಂಖ್ಯೆ : ¸ÀPÁðgÀzÀ ¥ÀvÀæ ¸ÀA. ¯ÉÆÃE/449/LC¥sïJ/2024(E-PÀZÉÃj) ¢£ÁAPÀ:13.03.2024

4 ಅಂದಾಜು ಮೊತ್ತ : 1000.00 ®PÀëUÀ¼ÀÄ

5 ಪ್ರಸಕ್ತ ಸಾಲಿನ ಅನುದಾನ : 1000.00 ®PÀëUÀ¼ÀÄ

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7 ಪ್ರಸ್ತಾಪಿತ ಚೈನೇಜ್ : Q.«ÄÃ 0.00 jAzÀ 6.04

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9 ರಸ್ತೆಯ ವರ್ಗೀಕರಣ : f¯Áè ªÀÄÄRå gÀ¸ÉÛ

10 Formation width whether it is as per IRC standard : Yes / No (MDR – 9.00m, SH-12.00m) : Yes

11 CD’s width whether it is as per IRC standaed : Yes / No (MDR – 9.00m, SH-12.00m) : Yes

12 ಡಿಸೈನ್ ಅಳವಡಿಸಿದ ವಿಧ :

2. IRC 37:2018 : Yes

13 ಸಿ.ಬಿ.ಆರ್ ಟೆಸ್ಟ ರಿಪೋರ್ಟ : Attached

14 ವಾಹನ ಸಾಂಧ್ರತೆಯ ವಿವರ : Attached

15 ಡಿಸೈನ್ ಪ್ರಕಾರ ರಸ್ತೆಯ ವಿವಿಧ ಭಾಗಗಳ ವಿವರ : Sub BASE: 200 mm

Pavement : 80 mm

16 ಅಂದಾಜಿನಲ್ಲಿ ಪರಿಗಣಿಸಿದ ರಸ್ತೆಯ ವಿವರ : Sub base: 200 mm

17 ಬಾರ ಚಾರ್ಟ : Yes

18 ಹಾಲಿ ರಸ್ತೆಯ ಕ್ರಾಸ್ ಸೆಕ್ಷನ್ ಹಾಗೂ ಪರಿಗಣಿಸಿದ ರಸ್ತೆಯ ಸೆಕ್ಷನ್ : Yes

19 ತಾಲೂಕಾ ನಕ್ಷೆ : Attached

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21 ಇತರೆ ಅಂಶಗಳು : ಕೂಡುವ ರಸ್ತೆಗಳಿಗೆ ಎನ್.ಪಿ-4 ಪೈಪ್ ಹಾಕುವುದನ್ನು ಪರಿಗಣಿಸಲಾಗಿದೆ

ಸಹಾಯಕ ಕಾರ್ಯನಿರ್ವಾಹಕ ಇಂಜಿನೀಯರರು ಕಾರ್ಯನಿರ್ವಾಹಕ ಇಂಜಿನೀಯರರು

ಲೋಕೋಪಯೋಗಿ ಇಲಾಖೆ, ಲೋಕೋಪಯೋಗಿ ಇಲಾಖೆ,

ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ ಬೆಳಗಾವಿ ವಿಭಾಗ, ಬೆಳಗಾವಿ

GOVERNMENT OF KARNATAKA

(Public Works Department)

COMMUNICATION & BUILDINGS

EXECUTIVE ENGINEER

PUBLIC WORKS DEPARTMENT DIVISION

ಲೆಕ್ಕ ಶೀರ್ಷಿಕೆ:

2025-26 ನೇ ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ದಿ ನಿಗಮ ನಿಯಮಿತ –ಬಂಡವಾಳ ವೆಚ್ಚ

PLANS & ESTIMATE

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

ESTIMATE COST : Rs. 350.00 Lakhs.

1 Division : PWD Belagavi Kalaburgi

2 Sub-Division : PWD Belagavi

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,

Estimated Cost : ₹ 90.00 Lakhs

8 Estimate Administratively Approved under :- :

9 EstimatePrepared By

10 Estimate Checked by :

11 Sanction No.,& date :

Assistant Executive Engineer Executive Engineer

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

Belagavi Belagavi

Construction of Box Culvert and Approch Road on Kagwad -Ganeshwadi Road at KM.3.00 in Kagwad Taluka Belagavi District. `

Sl. No. Particulars Pages

2 General Report

3 Soil Investigation Report

6 Structural Designs

7 Benefit Cost Ratio

7 Recapitulations

8 Sub Estimate for Box Culvert

9 Sub Estimate for Approach Road

10 Sub Estimate for Service Road

9 Rate Analysis

P.W.D.CODE PARA - 133

Construction of Bridge at km 8.30 and 9.40 of Sampagaon -M K hubbali via Pattihal K S Main Road in Bailhongal taluka , Kittur constituency of Belgaum District

This is to certify that,Shri.Shashikant Kolekar., Assistant Executive Engineer,have personally visited spot and prepared the estimate using sanctioned scheduled of rates provided for the most economical and safe way of executing work.

Assistant Executive Engineer, PWD Dept.Sub-Dn Belegavi

C E R T I F I C A T E.

(As required vide G.O.No.PWD SL.CMS.96 Dtd:27/6/1991)

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

Assistant Executive Engineer, PWD Dept.Sub-Dn .Belagavi

C E R T I F I C A T E.

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

Assistant Executive Engineer, PWD Dept.Sub-Dn No. Belagavi

TEST RESULTS OF FOUNDATION SOIL

Name of Work :- #REF!

Name of Clients :- Executive Engineer

Name of Contractors :- 0

Client' Ref No :-

Sl.No Location Depth in Mts Type of soil Specific Gravity Dry Density in gm/cc Cohesion "C"in KN/sqm 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 at km 8.30 and 9.40 of Sampagaon -M K hubbali via Pattihal K S Main Road in Bailhongal taluka , Kittur constituency of Belgaum District

Certified that,

1 The required materials are avaible in the sources considered in the estimate.

2 Certified that I have inspected the site of work and is satisfied with the location of the proposed site of work.

Assistant Executive Engineer Executive Engineer

Soil Investigation Report

Construction of Bridge at km 8.30 and 9.40 of Sampagaon -M K hubbali via Pattihal K S Main Road in Bailhongal taluka , Kittur constituency of Belgaum District

TECHNICAL REPORT

The Box culvert is proposed across nala at km. Muchandi , Belagavi Taluka, Belagavi District.

2) CONNECTIVITY:

Belagavi- Muchandi - Gokak

Since there is increase in traffic the widening of road is necessary , existing stone masonary need to be demolished and it is proposed to construct box culvert, across nala.

As per the preliminary survey it is found that there is existing Stone masonary culvert with road width of 9m. The road is to be wided to 12.5m as the traffic is increasing 9m width is not suffiecent and retainig wall is damaged during mansoon season due to overflooding of water.

5) DESIGN ASPECT:

A New Box Culvert is designed with a span of 3.5m x 3.5m- 2 vents considering the Highest Discharge of Cathment area Method and area velocity Method as per Indian Standard Codes & with Approach road.

6) PROVISION FOR IMPROVEMENTS:

Box culvert of 3.5 x 3.5m-2 vents as per catchment area are provided.

The rates adopted are as per provided SR for the year 2023-24 Belagavi CIRCLE Belegavi.

8) CONSTRUCION MATERIALS:

Locally available materials such as M25 Grade Concrete, Fe550D steel, Gravel, Trap stone, Jelly of good quality are consiidered

9) COST OF PROJECT:

The cost of the improvement of said work is 90.00 lakhs

10) MODE OF EXECUTION:

AS per the norms and procedure of PWD division by calling the Tender and entrusting the work of eligible contractor will be followed.

Construction of Bridge at km 8.30 and 9.40 of Sampagaon -M K hubbali via Pattihal K S Main Road in Bailhongal taluka , Kittur constituency of Belgaum District

Location Near @ KM 8.30

River/ Nala Local streams

Existing Details

6 HYDRAULIC DATA:

7 Catchment Area (M) 12.00 Sq km.

Skew (a) 0 Degrees

Nala Bed Level (NBL) 654.920 m -4.525

Raft/Sill level of the Bridge/Barrage 654.620 m 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

Safe Bearing Capacity of Soil (SBC) (as per Dept.) 11.12 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 0.0100 Bed slope 0 652.5

Manning's Co-efficient (n) 0.04 0.040

DISCHARGE CALCULATIONS:

i) Discharge calculation by Ryves Method: AHFL = 657.220 m

The flood discahrge is calculated based on catchment area by Ryve's Method Bottom level of the Top Slab = 658.620 m

Vertical Height available = 0.95 m

Discahrge Q= C M 2/3 44.553 Cumecs Road Top Level 659.070 m

Say 44.500 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) 16.51 m2

Wetted Perimeter (P) 14.76 m

Hydraulic Mean Depth ( R )= A/P 1.12 m Q

Velocity (v) based on Manning's formula 1/n x R 2/3 x S 1/2 44.500

Discaharge (Q) = AV 44.48 Cumecs HFL to be entered 44.500

Say 44.00 Cumecs 657.220

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 44.50 Cumecs

By A-V Method 44.00 Cumecs 66 66.75

Max Discharge 44.50 Cumecs 66

Recommended Design Discharge 44.00 Cumecs 44.5

Sill Level 654.620 m

HYDRAULIC DATA FOR DESIGN:

Design Discharge adopted 44.00 Cumecs 753.3

No. of Cells provided (Nc) 2 Nos.

Size of the Vent provided ( a x b ) 4.00 4.00 44.00 53.462

Earth Cushion ( Ec) 0.00 61.766

No. of cells considered in group 2 Nos.

No. of such groups provided 1 0

Depth of the Top Slab (d) 0.450 0.450

Depth of the Bottom Slab (e) 0.500 0.500

Depth of the Outer Vertical Slab (f) 0.450 0.450

Depth of the Inner Vertical Slab (g) 0.400 0.400

Depth of Flow 2.40 m

Therefore, designed water way (L) 8.00 m

Total length of the Bridge 9.30 m 9.8

Discharge / m width Q/L 5.50 m3/sec/m

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

Regime width (W) 31.84 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 5.50 Cumecs F

f = Lacey's Silt Factor 1.0 0.850

Normal Scour depth 'dsm' 4.18 m 0.233 Silt Factor (f)

Depth of protection curtain wall 1.33 x d sm 5.55 m Material f = 1.76 x dm

Depth of Curtain wall at base of Box culvert 2.95 m

Minimum Depth of Curtain wall at base of Box culvert 3.00 m

Adopted Depth of Curtain wall at base of Box culvert 3.00 m

The bottom slab top level of Box is kept 0.30 m below the Lowest Nala Bed Level Type of bed material dm

Coarse silt 0.04

The Bottom Slab Top Level NBL-0.30 m 654.620 m Silt/Fine sand 0.018 to .158

Medium sand 0.233 to 0.505

Coarse sand 0.725

APRON DETAILS: Fine bajri and sand 0.988

As per IRC:SP:13-2004 2.333 Heavy sand 1.29 to 2.00

Length of D/s Apron = 2 times of Normal Scour Depth = 8.35 m

Length of U/s Apron = 1.50 times of Normal Scour Depth = 6.26 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) 18.40 m

Wetted Perimeter (P) 17.20 m

Hydraulic Mean Depth ( R )= A/P 1.07 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 53.462 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 2.694 m/sec Above 0.30 and up to 3.0 450

A= Clear water way (refer Area-Perimeter Table-1) 16.51 m2 Above 3 and up to 30 600

a= Unabstructed water way (refer Area-Perimeter Table-2) 18.40 m2 Above 30 and up to 300 900

Afflux -0.082 m Above 300 and up to 3000 1200

Adopt afflux 0.01 m Above 3000 1500

Required Vertical clearance 0.700 m 97.795 3.5

Bottom level of the Top Slab = 658.620 m

Vertical Height available = 0.300 m 1.3

Road Top Level 659.145 m

DISCHARGE IN VENTWAY IN DUE CONSIDERATION OF AFFLUX:

Sl.No Distance Nala Bed Bridge /Bed Revised Depth Avg. Depth Length Area Wetted 3.455

Level Level HFL (m) (m) (m) (m2) Perimeter (m) 4.525

Wetted Perimeter (P) 17.24

Hydraulic Mean Depth ( R )= A/P 1.07

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.

PARAGRAPH 130 (A) OF THE KARNATAKA PUBLIC WORKS DEPARTMENTAL CODE

Division. PWD.Dept. Belagavi Division Belagavi

Sub - Division. PWD.Dept.Sub- Dn.Belagavi

Department Head.

Construction of Bridge at km 8.30 and 9.40 of Sampagaon -M K hubbali via Pattihal K S Main Road in Bailhongal taluka , Kittur constituency of Belgaum District

Estimated Cost Rs :- Lakhs

Administratively sanctioned under No. Date.

Techanically sanctioned under No. Date.

Estimate prepared by

Estimate Checked by

(Call of Authority)

General Description

Separate sheet enclosed

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Ramadurga Executive Engineer, PWD.Dept. Belagavi Dn Belagavi

Structural Designs

Number of Cells 2

Number of cells considerd in group 1

Number of such group provided 2 0

Clear span= 4.00 m

Clear height= 4.00 m

Top Slab Thickness= 0.450 m

Bottom Slab thickness= 0.500 m

Side outer wall thickness= 0.450 m

Side inner wall thickness= 0.400 m

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

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

Top and Bottom haunch= 300 by 300

Width of carriage way= 10.00 m check cw

Total width= 9.40 m

Total Height= 4.95 m

C/C width= 4.45 m

C/C height= 4.47 m 2.1

Extra Offset width for Bottom Slab= 1.00 m

Grade of concrete = M25

Characteristic Strength, fck= 25 N/mm2

Modulus of Elasticity = 28500 N/mm2

Poissons ratio= 0.20

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= 111.20 kN/m2

Angle of internal friciton= 30

Unit weight of soil fill material= 20 kN/m3

Height of soil above box culvert= 0.225 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= 0.5 m2

Moment of Inertia, Izz= 0.0104 m4

Moment of Inertia, Iyy= 0.04166666667 m4

Area of cross section= 0.45 m2

Moment of Inertia, Izz= 0.0076 m4

Moment of Inertia, Iyy= 0.03750 m4

Area of cross section= 0.45 m2

Moment of Inertia, Izz= 0.00759375 m4

Moment of Inertia, Iyy= 0.0375 m4

Area of cross section= 0.045 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)= 111.2 kN/m2

Modulus of subgrade reaction, Ks= 11120 kN/m3

Bottom Slab divided into= 10 parts

Length of one division of bottom slab= 0.445 m

Stiffness at Outer support(Type-1)= 2474.2 kN/m

Stiffness at interior support(Type-2)= 4948.4 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= 11.25 kN/m

Self wt. of the bottom slab= 12.5 kN/m

Self weight of the side slab= 11.25 kN/m

Self weight of the side slab= kN/m

Self weight of hunches= 0.045 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= 2.25 kN/m2

Earth Pressure at bottom= 46.5 kN/m2

b. Lateral Earth pressure Active earth pressure condition

Earth Pressure @ top= 1.500 kN/m2 0.33*20*0.125

Earth Pressure @ bottom= 31.00 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 = 3.48 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) = 5.542 m 9 10 0.7 2.12 1.96 1.7 2.92

Dispersed length in the direction parallel of traffic direction (L)= 5.62 m 4 -15 0.8 2.24 2.08 1.8 2.96

Actual area of dispersion=L*B= 31.15 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 = 350 kN

Load intensity = (Total load/Actaul area of dispersion)= 11.24 kN/m2

Load intensity after impact = 14.05 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 = 1.03 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.2 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

THERE IS NO OVERLAPPING -0.4488251685 2.44

Length of overlap = 0 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 2.3 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

Length of overhanging = 0 m 2.25 2.24 0.4 1.48 1.44 1.4 2.8 2.6

Impact factor 0.5 1.72 1.68 1.5 2.84 2.6

Actual Dispersed width,B = 2.06 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)= 1.313 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 = 1.313 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

THERE IS NO OVERLAPPING 0.0465

Length of overlap = 0.0465 m

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

Actual area of dispersion=B*Lmax= 5.23 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)= 76.48 kN/m2

Load intensity after impact = 95.60 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) = 2.25 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 2.25 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 -0.302

Length of overlap = 0 m

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

THERE IS NO OVER-HANGING -0.4023682427

Length of overhanging = 0 m

Actual dispersed width (B) = 2.651 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 = 1.313 m

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

OVERLAPPING WILL OCCUR 0.047

Length of overlap = 0.0465 m

Actual dispersed length,L = 2.533 m

Actual area of dispersion=B*L 6.71 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)= 59.58 kN/m2

Load intensity after impact = 74.47 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 = 3.27 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.2 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.6679029213 2.44

Length of overlap = 0.6679029213 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 2.3 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS NO OVER-HANGING 0.57 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 = 4.63 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)= 1.313 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 = 1.313 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 -0.0285

Length of overlap = 0 m

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

Actual area of dispersion=B*Lmax= 12.15 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 = 350 kN

Load intensity = (Total load/Actaul area of dispersion)= 28.80 kN/m2

Load intensity after impact = 36.00 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 = 2.96 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.2 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

OVERLAPPING WILL OCCUR 0.5803932584 2.44

Length of overlap = 0.5803932584 m 2.48

If 0.5*beff > (C+Kerb width) then there will be Over hanging portion 2.3 - 2.24 0.2 0.8 0.8 1.2 2.64 2.52

THERE IS OVER-HANGING 0.58 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 = 4.18 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)= 1.3 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 = 1.3 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 0.05

Length of overlap = 0.5 * (0.869-1.22) 0.05 m

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

Actual area of dispersion=B*L= 10.45 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 = 350 kN

Load intensity = (Total load/Actual area of dispersion)= 33.49 kN/m2

Load intensity after impact = 47.91 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 = 0.65 m Interpolation SS CON SS 2.36

If 0.5*beff > 0.5*C/C Distance between wheels there will be Overlap 2.2 - 2.24 0.1 0.4 0.4 1.1 2.6 2.4

THERE IS NO OVERLAPPING 2.44

Length of overlap = 0 m -0.575 2.48

NOTE: Since wheels 1,2,5,6 are in the interior portion there is no need to check for overhanging length 2.3 - 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= 2.25 2.24 0.4 1.48 1.44 1.4 2.8 2.6

Actual width of dispersion,b= 1.3 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

THERE IS NO OVERLAPPING -1.425

Length of overlap = 0 m

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

THERE IS NO OVER-HANGING -2.05

Length of overhanging = 0 m

Actual dispersed width for two lanes combined, (B)= 2.60 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 0.05

Length of overlap = 0.05 m

Actual dispersed length for two lanes combined, (L)= 2.5 m

Actual area of dispersion,A=B*L= 6.50 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 = 700 kN

Load intensity = (Total load/Actual area of dispersion)= 107.69 kN/m2

Load intensity after impact = 154.07 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= 76.48 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= 59.58 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) = 10.1 kN

Class 70R -BOGIE LOAD(40T)= 38.75 kN

Class 70R -Wheeled vehicle = 15.13 kN

Class A load (1 lane)= 16.75 kN

Class A load (2 lane)= 53.85 kN

udl force on top slab due to Braking

Class 70R -Tracked vehicle(70T) = 1.83 kN/m

Class 70R -BOGIE LOAD(40T)= 18.77 kN/m

Class 70R -Wheeled vehicle = 3.27 kN/m

Class A load (1 lane)= 4.01 kN/m

Class A load (2 lane)= 41.43 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= 12.530 m2

Perimeter of structure which is exposed to drying , u= 16 m

Notional size, ho= 1.56625 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)= 0.998912

Final drying shrinkage strain= εcd(t)= 0.0002013807008

Total shrinakge strain = 0.0002363807008

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= 6.9 m2 12.5

Pressure on bottom slab due to DL = 231.375 kN/m

Pressure on bottom slab due to SIDL = 10.78 kN/m 231.375

Pressure on base due to LL (IRC Class 70R-Wheeled Vehicle-B)= 59.58 kN/m 7.5

Total Pressure on base slab = 94.67 kN/m2/m 73.37

Allowable bearing capacity = 111.2 kN/m2 301.7339115

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) 62.69 12.32 2.89 111.72 47.65

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) 3.375 69.75 2.25 46.5 14.4

SL. No Combination Temp Rise Temp Fall

1 G1(live load leading) 21.38 3.24

Maximum intensity on each members with factors

Top slab (udl on top slab) 211.400 Kn/m

side outer walls at top 17.775 Kn/m 111.72

side outer walls at Bottom 84.15 Kn/m 305.2175

Bottom slab 189.62 Kn/m 317.7175

Maximum intensity on each members without factors

Top slab (udl on top slab) 118.08 Kn/m

side walls at top 14.25 Kn/m 151.36

side walls at Bottom 58.5 Kn/m 324.065

Bottom slab 131.7 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 = -348.86 Kn-m

FMDC = wl2/12 = 312.92 Kn-m

FMAD = (Pl2/12)+(wl/15) = 29.67 Kn-m

Moment distribution table

Joint member D A

Carry over 106.40 -66.33

Carry over 22.11 -35.47

Carry over 11.82 -7.37

Carry over 2.46 -3.94

Kn/m 17.775 Kn/m Kn/m 17.775 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 211.40 Kn/m

The vertical reactions @ A & B are 470.37 kn

For bottom slab DC carrying udl @ 189.62 Kn/m

The vertical reactions @ D & C are 421.90 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 = 523.28 Kn-m

Net B.M @ E = 318.52 Kn-m 1

For the critical condition Net B.M @ E = 523.28 Kn-m

For the design Net B.M @ E = 318.52 Kn-m

From B.M @ F= 469.37 Kn-m

Net bending moment @ F = 270.37 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 44.00 Kn-m

Net B.M = 201.88 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 = -194.86 Kn-m

FMDC = wl2/12 = 217.34 Kn-m

FMAD = (Pl2/12)+(wl/15) = 23.79 Kn-m

Moment distribution table

Joint member D A

Carry over 57.02 -44.99

Carry over 15.00 -19.01

Carry over 6.34 -5.00

Carry over 1.67 -2.11

Kn/m 14.25 Kn/m Kn/m 14.25 Kn/m

Kn/m Kn/m 61.8778125

For horizontal slab AB, carrying udl @ 118.08 Kn/m

The vertical reactions @ A & B are 262.73 kn

For bottom slab DC carrying udl @ 131.70 Kn/m

The vertical reactions @ D & C are 293.03 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 = 292.28 Kn-m

Net B.M @ E = 121.09 Kn-m 1.5

For the critical condition Net B.M @ E = 292.28 Kn-m

For the design Net B.M @ E = 121.09 Kn-m

From B.M @ F= 326.00 Kn-m

Net bending moment @ F = 180.33 Kn-m 1

For vertical member AD, S.S B.M @ mid span is = 44.00 Kn-m

Net B.M = 85.90 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 112 250

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 415

Partial safty factor for reinforcement ys= 1.15 500

Design compressive strength of concrete fcd= α*fck/ym 550

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67 600

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete 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 TOP SLAB

Clear cover to main reinforcement = 40 mm

Overall depth provided at mid span = 450 mm

Overall depth provided at support = 450 mm

Effective depth provided at mid span = 410 mm

Effective depth provided at support = 410 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 = 204.761 kN-m

Effective depth required = 247.97 mm 382.9624723 3.325

Effective depth available = 410 mm

Max midspan bending moment = 318.52 kN-m

Effective depth required = 309.28 mm 477.6398057

Effective depth available = 410 mm

Design of reinforcement

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

Bending moment at support section = 204.761 kN-m

Area of steel required = 886.69 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 = 426.40 mm2

Max area of reinf 0.025Ac = 11250.00 mm2

Distribution of steel #REF! #REF! mm

EXTR ST 2 8 Provided spacing= #REF! mm

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

Spacing of Bar 200 mm 150 mm 200 200

Area of Steel Provided 0.00 mm2 1341.01 mm2

Total Area of Steel Provided= 1341.01 mm2

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

Provide 16 mm bars at 150 mm c/c for Top 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 = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

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

Bending moment at Center section = = 318.520 kN-m

Area of steel required = = 1433.63 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 = 426.40 mm2

Max area of reinf 0.025Ac = 11250.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST CURT 6 7 #REF! #REF! mm

Dia of Bar 16 mm 0 mm 16 0

Spacing of Bar 125 mm 200 mm 200 0

Area of Steel Provided 1609.22 mm2 0.00 mm2

Total Area of Steel Provided= 1609.22 mm2

Provide 16 mm bars at 125 mm c/c For Bottom full length

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 321.85 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 103.60 KN

C/s area Ac = 410000.00 mm2

Concrete comp fcd= 11.17 Mpa

So VRD,C= 245.29 Kn

VED = 103.60 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 211.40 Kn/m

Effective span= l= 4450.00 mm

Effective depth of slab= d= 410.00 mm

Moment of Inertia= I= 34166666667 mm4 3.416666667E+10

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.158 mm

Alloweble Deflection= span/1000 = 4.45 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 225 mm 833.95

Second moment of area= = 7593750000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 410.00 mm

Unfactored Sagging Moment = 121.09 Kn-m

The depth of concrete in compression is= = 118.82 mm

The cracked second moment of area in steel units is= = 253627172.6 mm4

The concrete stress at the top of the section is = 8.51 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 139.02 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 225

Second moment of area= = 7593750000

long term modulus elasticity of concrete= = 21.951

Elastic modulus of steel = 200 GPa

Effective depth available = 410.00 mm

Unfactored Sagging Moment = 121.09 Kn-m

The depth of concrete in compression is= = 141.9 mm

The cracked second moment of area in steel units is= = 248437663.7 mm4

The concrete stress at the top of the section is = 7.6 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 130.67 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6469

Depth of Neutral axis= = 225 mm 833.95

Second moment of area= = 7593750000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 410.00 mm

Unfactored Hogging Moment = 114.13 Kn-m

The depth of concrete in compression is= = 109.61 mm

The cracked second moment of area in steel units is= = 222302856.1 mm4

The concrete stress at the top of the section is = = 8.45 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 154.23 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 225

Second moment of area= = 7593750000

long term modulus elasticity of concrete= = 21.89

Elastic modulus of steel = 200 GPa

Effective depth available = 410.00 mm

Unfactored Hogging Moment = 114.13 Kn-m

The depth of concrete in compression is= = 130.92 mm

The cracked second moment of area in steel units is= = 216910839.6 mm4

The concrete stress at the top of the section is = 7.54 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 146.85 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 130.92 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 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 0.50

Diameter of reinforcement bar 1 ø1 16

Number of bar 1 per m width n1 8

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 226.67 mm

minimum value of reinfocement stress 0.6σs/Es 0.00044055

Maximum Crack width,wk= 0.12 mm

Crack width is within the permissible limit.

Check for crackwidth at maximun Hogging moment

Tensile strength of concrete= fct,eff 2.20 MPa

Depth of neutral axis= X 130.92 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.50

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.50

Diameter of reinforcement bar 1 ø1 0

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 16

Number of bar 2 per m width n2 6.666666667

Equivalent diameter of reinforcement ø 8

maximum crack spacing= S r,max 136.00 mm

minimum value of reinfocement stress 0.6σs/Es 0.00044055

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 250

Grade of steel fyk= Fe 550 415

Tensile strength of concrete fctm= 2.2 MPa 112 500

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 550

Partial safty factor for reinforcement ys= 1.15 600

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 steel fcd= 11.17 MPa

Design compressive strength of concrete 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 = 500 mm

Overall depth provided at support = 500 mm

Effective depth provided at mid span = 460 mm

Effective depth provided at support = 460 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 = 198.995 kN-m

Effective depth required = 244.45 mm 377.5316096 3.325

Effective depth available = 460 mm

Max midspan bending moment = 270.37 kN-m

Effective depth required = 284.94 mm 440.0627635

Effective depth available = 460 mm

Design of reinforcement

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

Bending moment at support section = 198.995 kN-m

Area of steel required = 756.94 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 = 478.40 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel #REF! #REF! mm

CURT ST 2 8 Provided spacing= #REF! mm

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

Spacing of Bar 200 mm 150 mm 200 200

Area of Steel Provided 0.00 mm2 1341.01 mm2

Total Area of Steel Provided= 1341.01 mm2

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

Provide 16 mm bars at 150 mm c/c for bottom 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 = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

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

Bending moment at Center section = = 270.373818 kN-m

Area of steel required = = 1046.92 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 = 478.40 mm2

Max area of reinf 0.025Ac = 12500.00 mm2

Distribution of steel Provided spacing= #REF! mm

CURT ST 6 7 #REF! #REF! mm

Dia of Bar 16 mm 0 mm 16 0 562.29

Spacing of Bar 125 mm 150 mm 200 0

Area of Steel Provided 1609.22 mm2 0.00 mm2

Total Area of Steel Provided= 1609.22 mm2

Provide 0 mm bars at 150 mm c/c For Top full length

Provide 16 mm bars at 125 mm c/c for Top extra at mid span

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 321.85 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 188.29 Kn

C/s area Ac = 460000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 328.16 Kn

VRD,C MIN= 272.41 Kn

So VRD,C= 272.41 Kn

VED = 188.29 Kn

Shear Reinforcement Not Required

Check For Deflection:

Load intensity on top slab= w= 189.62 Kn/m

Effective span= l= 4450.00 mm

Effective depth of slab= d= 460.00 mm

Moment of Inertia= I= 38333333333.33 mm4 3.833333333E+10

Elastic modulus of steel E= 200.00 GPa

Actual Deflection= 5wl4/384EI = 0.1263 mm

Alloweble Deflection= span/1000 = 4.45 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6428

Depth of Neutral axis= = 250 mm 833.95

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 460.00 mm

Unfactored Sagging Moment = 180.33 Kn-m

The depth of concrete in compression is= = 124.97 mm

The cracked second moment of area in steel units is= = 322313666.8 mm4

The concrete stress at the top of the section is = 8.49 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 187.45 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= = 21.90372582

Elastic modulus of steel = 200 GPa

Effective depth available = 460.00 mm

Unfactored Sagging Moment = 180.33 Kn-m

The depth of concrete in compression is= = 149.25 mm

The cracked second moment of area in steel units is= = 314705013.9 mm4

The concrete stress at the top of the section is = 9.37 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 178.07 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 250 mm 833.95

Second moment of area= = 1.041666667E+10 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 460.00 mm

Unfactored Hogging Moment = 145.67 Kn-m

The depth of concrete in compression is= = 115.33 mm

The cracked second moment of area in steel units is= = 282684679.1 mm4

The concrete stress at the top of the section is = = 8.92 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 177.62 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 = 460.00 mm

Unfactored Hogging Moment = 145.67 Kn-m

The depth of concrete in compression is= = 137.39 mm

The cracked second moment of area in steel units is= = 275337788.8 mm4

The concrete stress at the top of the section is = 7.98 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 170.69 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 137.39 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 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 0

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 136 mm

minimum value of reinfocement stress 0.6σs/Es 0.00051207

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 137.39 mm

Effective heigth of concrete in tension= hceff 100 mm

Area of concrete effective in tension= Aceff 100000 mm2/m

Modular ratio= αe 6.67

Factor dependent on duration of load= kt 0.50

Coefficient which takes account of bond properties of bonded reinforcement

Coefficient which takes account of distribution of strain k2 0.50

Diameter of reinforcement bar 1 ø1 0

Number of bar 1 per m width n1 5

Diameter of reinforcement bar 2 ø2 16

Number of bar 2 per m width n2 6.666666667

Equivalent diameter of reinforcement ø 8

maximum crack spacing= S r,max 136 mm

minimum value of reinfocement stress 0.6σs/Es 0.00051207

Maximum Crack width,wk= 0.08 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 112 250

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 415

Partial safty factor for reinforcement ys= 1.15 500

Design compressive strength of concrete fcd= α*fck/ym 550

Factor CI 6.4.2.8 of IRC 112-2011 α= 0.67 600

Design compressive strength of steel fcd= 11.17 MPa

Design compressive strength of concrete 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 = 40 mm

Overall depth provided at mid span = 450 mm

Overall depth provided at support = 450 mm

Effective depth provided at mid span = 402 mm

Effective depth provided at support = 402 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 = 201.878 kN-m

Effective depth required = 380.26 mm 246.2195284 3.325

Effective depth available = 402 mm

Max midspan bending moment = 44.00 kN-m

Effective depth required = 114.95 mm 177.5219775 -21.74

Effective depth available = 402 mm

Design of reinforcement

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

Bending moment at support section = 201.878 kN-m

Area of steel required = 893.10 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 = 418.08 mm2

Max area of reinf 0.025Ac = 11250.00 mm2

Distribution of steel #REF! #REF! mm

ST CURT 2 8 Provided spacing= #REF! mm

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

Spacing of Bar 175 mm 200 mm 200 200

Area of Steel Provided 1149.44 mm2 0.00 mm2

Total Area of Steel Provided= 1149.44 mm2

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

Provide 16 mm bars at 175 mm c/c for Outer side full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 229.89 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

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

Bending moment at Center section = = 43.99867969 kN-m

Area of steel required = = 185.36 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 = 418.08 mm2

Max area of reinf 0.025Ac = 11250.00 mm2

Distribution of steel Provided spacing= #REF! mm

ST 6 7 #REF! #REF! mm

Dia of Bar 16 mm 0 mm 16 0

Spacing of Bar 175 mm 200 mm 200 0

Area of Steel Provided 1149.44 mm2 0.00 mm2

Total Area of Steel Provided= 1149.44 mm2

Provide 16 mm bars at 175 mm c/c For outer side wall full length

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 229.89 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 145.94 Kn

C/s area Ac = 402000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 280.93 Kn

VRD,C MIN= 240.93 Kn

So VRD,C= 240.93 Kn

VED = 145.94 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 225 mm 833.95

Second moment of area= = 7593750000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 402.00 mm

Unfactored Sagging Moment = 44.00 Kn-m

The depth of concrete in compression is= = 101.79 mm

The cracked second moment of area in steel units is= = 191738351.1 mm4

The concrete stress at the top of the section is = 3.51 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 68.89 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 225

Second moment of area= = 7593750000

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 402.00 mm

Unfactored Sagging Moment = 44.00 Kn-m

The depth of concrete in compression is= = 122.02 mm

The cracked second moment of area in steel units is= = 186649909.2 mm4

The concrete stress at the top of the section is = 3.13 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 66 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 225 mm 833.95

Second moment of area= = 7593750000 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 402.00 mm

Unfactored Hogging Moment = 85.90 Kn-m

The depth of concrete in compression is= = 101.79 mm

The cracked second moment of area in steel units is= = 191738351.1 mm4

The concrete stress at the top of the section is = = 6.85 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 134.51 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 225

Second moment of area= = 7593750000

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 402.00 mm

Unfactored Hogging Moment = 85.90 Kn-m

The depth of concrete in compression is= = 121.28 mm

The cracked second moment of area in steel units is= = 186804488.7 mm4

The concrete stress at the top of the section is = 6.13 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 129.1 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 121.28 mm

Effective heigth of concrete in tension= hceff 109.58 mm

Area of concrete effective in tension= Aceff 109580 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 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 272 mm

minimum value of reinfocement stress 0.6σs/Es 0.0003873

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 121.28 mm

Effective heigth of concrete in tension= hceff 109.58 mm

Area of concrete effective in tension= Aceff 109580 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 5.714285714

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 272 mm

minimum value of reinfocement stress 0.6σs/Es 0.0003873

Maximum Crack width,wk= 0.11 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 = 402 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 418.08 mm2

Diameter of reinforcement = 16 mm

Area of reinforcement = 201.152 mm2

Spacing of reinforcement = 485 mm

Area of reinforcement provided = 414.75 mm2

Provide 16 mm bars at 485 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 550 250

Tensile strength of concrete fctm= 2.2 MPa 112 415

Partial safty factor for concrete for basic & seismic comb. ym= 1.5 500

Partial safty factor for reinforcement ys= 1.15 550

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 steel fcd= 11.17 MPa

Design compressive strength of concrete 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 = 40 mm

Overall depth provided at mid span = 400 mm

Overall depth provided at support = 400 mm

Effective depth provided at mid span = 352 mm

Effective depth provided at support = 352 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 = 155.030 kN-m 215.767085

Effective depth required = 283.23 mm 333.2265647 3.325

Effective depth available = 352 mm

Max midspan bending moment = 44.00 kN-m

Effective depth required = 114.95 mm 177.5219775

Effective depth available = 352 mm

Design of reinforcement

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

Bending moment at support section = 155.030 kN-m

Area of steel required = 883.35 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 = 366.08 mm2

Max area of reinf 0.025Ac = 10000.00 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 175 mm 200 mm 200 200

Area of Steel Provided 1149.44 mm2 0.00 mm2

Total Area of Steel Provided= 1149.44 mm2

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

Provide 16 mm bars at 175 mm c/c for full length

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 229.89 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm 1.2

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.9 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

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

Bending moment at Center section = = 43.99867969 kN-m

Area of steel required = = 212.51 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 = 366.08 mm2

Max area of reinf 0.025Ac = 10000.00 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 175 mm 200 mm 200 0

Area of Steel Provided 1149.44 mm2 0.00 mm2

Total Area of Steel Provided= 1149.44 mm2

Provide 16 mm bars at 175 mm c/c For outer side extra

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

Distribution Reinforcement

20% of Main Reinforcement, IRC: 112-2011, clause 16.6.1.1 = 229.89 mm2

Diameter of Secondary Reinforcement = 10

Area of reinforcement = 78.58 mm2

Maximum spacing of distribution reinforcement = 200 mm

Spacing of reinforcement provided = 200 mm

Area of steel reinforcement provided = 392.90 mm2

Provide 10 mm bars at 200 mm c/c at perpendicular to main reinforcement

Check For Shear:

Max. ultimate Shear force = 164.10 Kn

C/s area Ac = 352000.00 mm2

Concrete comp fcd= 11.17 Mpa

VRD,C= 255.53 Kn

VRD,C MIN= 213.61 Kn

So VRD,C= 213.61 Kn

VED = 164.10 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.696

Depth of Neutral axis= = 200 mm 833.95

Second moment of area= = 5333333333 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 352.00 mm

Unfactored Sagging Moment = 44.00 Kn-m

The depth of concrete in compression is= = 95.99 mm

The cracked second moment of area in steel units is= = 145309668.6 mm4

The concrete stress at the top of the section is = 4.36 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 77.52 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 200

Second moment of area= = 5333333333

long term modulus elasticity of concrete= = 21.71395483

Elastic modulus of steel = 200 GPa

Effective depth available = 352.00 mm

Unfactored Sagging Moment = 44.00 Kn-m

The depth of concrete in compression is= = 115.22 mm

The cracked second moment of area in steel units is= = 141827775.1 mm4

The concrete stress at the top of the section is = 3.89 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 73.46 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= = 833.95 mm

Creep coefficient at 28 days= RH80% = 1.6298

Depth of Neutral axis= = 200 mm 833.95

Second moment of area= = 5333333333 mm4

Secant modulus elasticity of concrete = 30 GPa -1.923487925 -0.2

Elastic modulus of steel = 200 GPa 0.1039777778

Effective depth available = 352.00 mm

Unfactored Hogging Moment = 94.67 Kn-m

The depth of concrete in compression is= = 95.99 mm

The cracked second moment of area in steel units is= = 145309668.6 mm4

The concrete stress at the top of the section is = = 7.39 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 166.8 Mpa

The reinforcement Stress is within the limit, Hence OK.

Stress calculation for long term effect

Depth of Neutral axis= = 200

Second moment of area= = 5333333333

long term modulus elasticity of concrete= = 21.95060382

Elastic modulus of steel = 200 GPa

Effective depth available = 352.00 mm

Unfactored Hogging Moment = 94.67 Kn-m

The depth of concrete in compression is= = 114.51 mm

The cracked second moment of area in steel units is= = 141922296.5 mm4

The concrete stress at the top of the section is = 8.39 Mpa

The concrete Stress is within the limit, Hence OK.

The reinforcement stress at the top of the section is = 158.43 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 114.51 mm

Effective heigth of concrete in tension= hceff 95.17 mm

Area of concrete effective in tension= Aceff 95170 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 5.714

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 272 mm

minimum value of reinfocement stress 0.6σs/Es 0.00047529

Maximum Crack width,wk= 0.14 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 114.51 mm

Effective heigth of concrete in tension= hceff 95.17 mm

Area of concrete effective in tension= Aceff 95170 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 5.714285714

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 272 mm

minimum value of reinfocement stress 0.6σs/Es 0.00047529

Maximum Crack width,wk= 0.14 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 = 352 mm

Minimum area of Reinforcement 0.26*(fctm/fyk)*bt*d > 0.0013btd = 366.08 mm2

Diameter of reinforcement = 16 mm

Area of reinforcement = 201.152 mm2

Spacing of reinforcement = 175 mm

Area of reinforcement provided = 1149.44 mm2

Provide 16 mm bars at 175 mm c/c at Inner face of Vertical Wall

Width Height Vents/Cells CW STEEL DENSITY

Box Width, a 4.00

End Walls, f 0.45 2

Middle Walls, g 0.40 2

Top Slab, d 0.45

Bottom Slab, e 0.50

Extra offset, c 1.00

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 8510.4

Total steel for single group, Tonne 8.52

Total Steel for 2 groups,Tonne 17.04 17020.86

TOTAL CONCRETE QUANTITY

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

5 KEY WALL (RECTANGULAR PORTION) 2 13.70 0.7 0.3 5.76

6 KEY WALL (TRIANGLE PORTION) 2 13.70 0.245 6.72

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 224.68

No of group 3 37.87800427

Total Quantity of Concrete (Cum) for 3 group 674.04

#REF! HEIGHT OF WALL 4.525 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) = 111.2

Coefficient of base friction between soil and concrete 0.55 4.905

Wall Height of Wall, H (m) 4.525 108.35 2x2

Profile Depth of Water Table below GL, H1 (m) 5.525 4.83

Depth of soil above toe slab, H2 (m) 4.525

Wall thickness at top of base slab, T1 (m) 0.450 0.3770833333 0.3686868687

Wall thickness at top, T2 (m) 0.300

Base slab width, B (m) 3.600 2.715

Base slab toe dimension, B1 (m) 2.700 0.905 0.5175495683

Base slab thickness, D1 (m) 0.400

Base Heel slab dimension, B2 (m) 0.450 1.60

Base Heel slab thickness, D2 (m) 0.400

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 0.905

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 = 4.5 206.78 108.23 119.46 72.77

Passive Resistance Considered

Passive pressure at top, (kN/m2) = 244.35

Passive pressure at bottom, (kN/m2) = 265.95

Depth of passive resistance (m) = 0.40

Passive Force (kN/m) = 102.06

Passive Moment about Toe (kNm/m) = -13.29

Vertical Loads per metre length (Service Load condition)

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

Wall (Rectangle) 33.938 3.000 101.813

Wall (Triangle) 8.484 2.800 23.756

Soil load over Toe Slab 81.450 1.350 109.958

Soil +sub-soil water(if any) over Heel Slab 36.653 3.375 123.702

Surcharge load 7.200 3.375 24.300

Maximum Total = 203.724 - 448.328

Total neglecting surcharge load = 196.524 - 424.028

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 196.524 - 424.028 1

C.G. of vertical loads from Toe: Case: Total load = 448.328 /203.724 2.201 m

Case: Total neglecting surcharge load = 424.028 /196.524 2.158 m

Eccentricity= 0.401 < B/6 0.60 Hence OK

Moment on C.L. of Base:

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 111.20 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 = 206.78 kNm

Resisting Moment = 448.328 kNm

Factor of safety against over turning = 2.17 > 1.5, Section O.K.

Horizontal Sliding Force = 108.23 kN

Resisting Force = 196.524 x 0.55 +102.06 210.1482 kN

Factor of safety against sliding = 1.94 > 1.5, Section O.K.

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

Over Turning Moment about Toe = 119.46 kNm

Resisting Moment = 424.028 kNm

Factor of safety against over turning = 3.55 > 1.5, Section O.K.

Horizontal Sliding Force = 72.77

Resisting Force = 196.524 x 0.55 +102.06 210.148 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 2.89 > 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 392 106.832 2010.619298

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

0.91 13.460 0.062 0.260 11.868 0.361 Section is OK Percentage Steel provided = 0.430 #REF!

2.72 62.493 0.227 0.732 4.215 0.556 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 108.35 30.71 17.77 4.83

Soil Pressure at P = 108.35 kN/m2 TOE/HEEL 81.45 81.45 81.45 81.45

Soil Pressure at Q = 30.71 kN/m2 26.90 -50.74 -63.68 -76.62

Soil Pressure at R = 17.77 kN/m2

Soil Pressure at S = 4.83 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 = 71.171 kN/m2

Soil Pressure at Q = 46.30 kN/m2

Soil Pressure at R = 42.15 kN/m2

Soil Pressure at S = 38.009 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 = 108.35 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 30.71 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 17.77 kN/m2

Soil Pressure at S = 4.83 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 = 71.17 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 46.30 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 42.15 kN/m2

Soil Pressure at S = 38.01 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 -106.639 -0.312 1.176 0.666 Section is OK 2.623

Heel Slab 30.056 0.088 1.176 0.666 Section is OK 2.623

GOVT. OF KARNATAKA

PUBLIC WORKS DEPARTMENT

OFFICE OF ASSISTANT EXECUTIVE ENGINEER PWD SUB DIVISION NO.1 BELAGAVI

NAME OF WORK: PROPOSED CONSTRUCTION OF PROTECTION WALL FROM KM. 4.60 TO 5.25 OF SHINDOLLI MUTAGA MUCHANDI ROAD IN BELAGAVI TALUKA(MDR).

ESTIMATED COST : 150.00 Lakhs.

HEAD OF ACCOUNT : 3054 FLOOD RELIEF

#REF! HEIGHT OF WALL 2.000 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) = 10.8

Base Soil Safe Bearing Capacity of Soil (kN/m2) = 100

Coefficient of base friction between soil and concrete 0.6

Wall Height of Wall, H (m) 2.000 88.91 2x2

Profile Depth of Water Table below GL, H1 (m) 3.000 1.35

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

Wall thickness at top of base slab, T1 (m) 0.300 0.1666666667 0.3686868687

Wall thickness at top, T2 (m) 0.230

Base slab width, B (m) 1.500 1.2

Base slab toe dimension, B1 (m) 0.600 0.4 0.07097733185

Base slab thickness, D1 (m) 0.300

Base Heel slab dimension, B2 (m) 0.600 0.1

Base Heel slab thickness, D2 (m) 0.300

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) = 500

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 0.4

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 = 2.0 21.69 24.15 15.87 15.87

Passive Resistance Considered

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

Passive pressure at bottom, (kN/m2) = 70.20

Depth of passive resistance (m) = 0.30

Passive Force (kN/m) = 18.63

Passive Moment about Toe (kNm/m) = -1.82

Vertical Loads per metre length (Service Load condition)

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

Wall (Rectangle) 11.500 0.785 9.028

Wall (Triangle) 1.750 0.647 1.132

Soil load over Toe Slab 18.000 0.300 5.400

Soil +sub-soil water(if any) over Heel Slab 21.600 1.200 25.920

Surcharge load 3.600 1.200 4.320

Maximum Total = 67.700 - 54.237

Total neglecting surcharge load = 64.100 - 49.917

Total for 0.9 x (wall+base+soil over toe) & no surcharge = 64.100 - 49.917 1

C.G. of vertical loads from Toe: Case: Total load = 54.237 /67.7 0.801 m

Case: Total neglecting surcharge load = 49.917 /64.1 0.779 m

Eccentricity= 0.051 < B/6 0.25 Hence OK

Moment on C.L. of Base:

Case: Total neglecting surcharge load = = 15.87+ (-1.819)+64.1 x ( 0.75 -0.779) 12.19 kNm 15.87 -1.82 64.100 0.750 0.779

Soil Pressure under Base Slab (Service Load Condition)

Safe Bearing capacity of soil= 100.00 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 = 21.69 kNm

Resisting Moment = 54.237 kNm

Factor of safety against over turning = 2.50 > 1.5, Section O.K.

Horizontal Sliding Force = 24.15 kN

Resisting Force = 64.1 x 0.6 +18.63 57.09 kN

Factor of safety against sliding = 2.36 > 1.5, Section O.K.

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

Over Turning Moment about Toe = 15.87 kNm

Resisting Moment = 49.917 kNm

Factor of safety against over turning = 3.145 > 1.5, Section O.K.

Horizontal Sliding Force = 15.87

Resisting Force = 64.1 x 0.6 +18.63 57.09 (0.5 fck/fy)*(1-sqrt(1-(4.6*Mu/fck*bd*d))bd

Factor of safety against sliding = 3.60 > 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 244 173.548 565.4866776

0.00 0.000 0.000 0.325 9.490 0.398 Section is OK One way shear stress at d = 0.190 #DIV/0!

0.40 2.880 0.022 0.428 7.199 0.447 Section is OK Percentage Steel provided = 0.430 #REF!

1.20 12.960 0.081 0.353 8.726 0.412 Section is OK Permissible Shear Stress, Tcp = 0.439 #REF!

Design of Base Slab

Case: Total load including soil load over toe slab 88.91 53.89 36.38 1.36

Soil Pressure at P = 88.91 kN/m2 TOE/HEEL 18 18 36 36

Soil Pressure at Q = 53.89 kN/m2 70.91 35.89 0.38 -34.65

Soil Pressure at R = 36.38 kN/m2

Soil Pressure at S = 1.36 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 = 75.245 kN/m2

Soil Pressure at Q = 49.24 kN/m2

Soil Pressure at R = 36.23 kN/m2

Soil Pressure at S = 10.221 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 = 88.91 kN/m2 TOE/HEEL #REF! #REF! #REF! #REF!

Soil Pressure at Q = 53.89 kN/m2 #REF! #REF! #REF! #REF!

Soil Pressure at R = 36.38 kN/m2

Soil Pressure at S = 1.36 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 = 75.25 kN/m2 TOE/HEEL 0 0 0 0

Soil Pressure at Q = 49.24 kN/m2 0.00 0.00 0.00 0.00

Soil Pressure at R = 36.23 kN/m2

Soil Pressure at S = 10.22 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 26.933 0.110 0.464 0.462 Section is OK 6.654

Heel Slab 16.627 0.068 0.464 0.462 Section is OK 6.654

STABILITY ANALYSIS OF PROTECTON WALL

Road Top Level (RTL) 100.000 m

Top level of Wall 100.000 m

Top width of wall (b) 0.30 m

Ground Level ( Typ.) 99.200 m

Height of Vertical Face of wall (h1) 0.00 m

Depth of Foundation provided for wall 0.80 m

Top level of levelling course 98.400 m 1.38 0.18 6.12 1.47

Height of wall (h) (from top level of wall to fdn. Level ) 1.60 m

Slope of wall at Back side 0.85 :1

Slope of wall at Front Side 0.50 :1

Tring. width of wall at Back side (b1) 0.68 m

Tring. width of wall at Front side side (b2) 0.40 m

Total bottom width of wall (B) 1.38 m

Unit weight of Concrete (Wc) 2.40 t/m3

Unit Weight of Soil 1.80 t/m3

S.B.C. of Strata 25.00 t/m2

Angle of repose (b) 30 0 0.52 radians

Traffic (Indicate "Yes" or "No") Yes

Slope of Embankment 2.00 :1

Height of surcharge (x)= 0.60 m

Angle of Surcharge (a)= 0.00 0 0.00 radians

Super imposed Load due to Traffic 0.60 t/m2

The equivalent additional height of soil corresponding to super-imposed load 0.33 m

100.000 0.30 0.60 Pressure diagram due

a Super imposed load (traffic)

1.60 Outside Earth side (inside) P

0.40 PCC 1:2:4/ M15 Cp wh

The Earth Pressure per unit run (P) = Cp wh2 1.93 t-m

where, Cp = Co-efficient of earth pressure

= cos a cos a - ( cos2a-cos2b)1/2 0.334

cos a + ( cos2a-cos2b)1/2

The Hzl. Earth Pr. per unit run (Ph) = Cp wh2 cos a 1.93 t-m

The Vtl. Earth Pr. per unit run (Pv) = Cp wh2 sin a 0.00 t-m

Sl. Particulars Vertical Hzl. Lever Moment Moment

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

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

Tringular - Inside 0.653 0.927 0.605

Rectangular - Inside 1.306 1.040 1.358

Tringular - Out side 0.384 0.267 0.102

Rectangular - Center 1.152 0.550 0.634

Tringular-1 0.490 1.153 0.565

Rectangular-2 0.000 1.040 0.000

Tringular-3 0.367 1.153 0.424

3 Hzl. Earth Pressure (Active) 1.93 0.84 1.627

4 Vtl. Earth Pressure (Active) 0.000 1.38 0.000

Net Moment 2.06 t-m

Resultant Load X = M/ V 0.47 m

Eccentricity e B/2 - X 0.22 m

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

Max.Pressure Pmax V/ B ( 1+ 6 e /B) 6.12 t / m2

Min.Pressure Pmin V/ B ( 1- 6 e /B) 0.18 t / m2

No negative pressure develops

FACTOR OF SAFETY :

Factor of Safety against Sliding Cf V/H

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

and below the horizontal generally varies from 0.65 to 0.75

generally varies from 0.65 to 0.75 1.47 > 1.50

Factor of Safety against Overturning + M / - M

STEEL DETAILS :

10 mm Dia. Bars @ 175 Cm C/c ( Both ways and both faces)

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

RECAPITULATION SHEET

Sl.No Description Amount in Rs:

1 Construction of Ground floor 1785494.41

Total Rs :- 1785494.41

7 Contigencies, change in SR, Miscelleneous & rounding off 0.00

Grand Total 1999753.74

Asst. Executive Engineer, Executive Engineer,

MEASUREMENT SHEET FOR SUPPORTING STRUCTURE

It.No. Description of items. Qty. Unit

1 KSRRB M200-12.3. 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 complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202

Existing Bridge 1 20.00 2.10 2.00 = 84.00

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304

For Footing & Curtain Wall 2 3.85 3.85 3.50 = 103.76

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. 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. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15)

For Curtain Wall Foundation 2 4.70 1.60 0.15 = 2.26

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100

For Curtain Wall Foundation 2 4.40 1.60 0.15 = 2.11

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height

Curtain Wall Foundation 2 4.10 1.30 0.30 = 3.20

Column up to Ground Level 2 1.00 1.00 1.55 = 3.10

Column Above Ground Level 2 1.00 1.00 2.00 = 4.00

Curtain Wall up to Ground Level 2 3.00 0.20 3.05 = 3.66

Total upto Date Quantity :- = 19.24 Cum

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2)

Footing 3.60 60.00 Kgs Per Cum = 0.00

Column 7.10 200.00 Kgs Per Cum = 0.00

Curtain Wall 8.54 150.00 Kgs Per Cum = 0.00

Separate sheet attached = 3.44 Tone

7 KSRRB M2200-8.1. Back filling behind abutment, wing wall and return wall complete as per drawing and Technical Specification including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular material MORTH Specification No. 2204 & 304 (S.R.2018-19 Page No. 229, I.No. 28.11)

Quantity Vide as Per Item No 1 = 103.76

Broken metal Filling Quantity = 9.06

PCC Bed Concrete Quantity = 4.63

RCC Bottom Slab/Raft Quantity = 3.60

Total up to date Quantity after Ded :- = 86.47 Cum

8 Fabricating, supplying & erecting M.S. Angular Truss for all spans as per approved designs and drawing. The entire truss is anchored suitably by using 4 Nos. of M.S. anchor bolts at each support, with base plate and shoe plate. The work includes cutting, straightening, placing in position of M.S angle and welding wherever necessary, and applying one coat of red oxide primer coat to all the members including cost of all materials, labour charges, & hire charges of machineries for cutting, welding, grinding & erection equipments, etc., complete as per specification (P.no.43, I.no.7.30)

Separate sheet attached = 8630.50 Kgs 8630.5

9 KSRRB M2500-4.1. Providing and laying Pitching stones of size 0.3x0.3x0.3 m on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications including cost of materials, labour, HOM complete as per specifications. A. Stone I Boulder MORTH Specification No. 2504

Total Quantity after Deduction :- = 3.19 Cum

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Belagavi Executive Engineer, PWD.Dept. Belagavi Dn Belagavi

It.No. Description of items. Unit Qty Rate Amount

1 KSRRB M200-12.3. 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 complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202 Cum 84.00 1684.34 141484.56

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304 Cum 103.76 73.14 7588.82

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. 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. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15) Cum 9.06 2265.22 20522.89

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100 Cum 4.63 5605.49 25931.01

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height Cum 19.24 5703.01 109725.95

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2) Tonne 3.44 65893.68 226344.79

7 KSRRB M2200-8.1. Back filling behind abutment, wing wall and return wall complete as per drawing and Technical Specification including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular material MORTH Specification No. 2204 & 304 (S.R.2018-19 Page No. 229, I.No. 28.11) Cum 86.47 895.70 77452.52

8 Fabricating, supplying & erecting M.S. Angular Truss for all spans as per approved designs and drawing. The entire truss is anchored suitably by using 4 Nos. of M.S. anchor bolts at each support, with base plate and shoe plate. The work includes cutting, straightening, placing in position of M.S angle and welding wherever necessary, and applying one coat of red oxide primer coat to all the members including cost of all materials, labour charges, & hire charges of machineries for cutting, welding, grinding & erection equipments, etc., complete as per specification (P.no.43, I.no.7.30) Kgs 8630.50 135.68 1170986.24

9 KSRRB M2500-4.1. Providing and laying Pitching stones of size 0.3x0.3x0.3 m on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications including cost of materials, labour, HOM complete as per specifications. A. Stone I Boulder MORTH Specification No. 2504 Cum 3.19 1709.78 5457.62

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Belagavi Executive Engineer, PWD.Dept. Belagavi Dn Belagavi

Diffrence in cost

Cement/Qtl Steel

Store issue rate 470.00 45645.00

Diffrence 46.00 -5123.00

It.No. Description of items. Unit Page No Item No Basic Rate S.R 2018-19 Diffrence in cost Total - 1 Area Weightage 6 % Total - 2 10 + 11

Const Rate Amount

1 KSRRB M200-12.3. 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 complete as per specifications. -do- C. Prestressed I Reinforced cement concrete grade M-20 above.MORTH Specification No. 202 Cum 139 18.19 1589.00 1589.00 95.34 1684.34

2 "KSRRB M2100-3.2. Earth work excavation in all kinds of ordinary rock I soft rock not requiring blasting for foundation of bridges and allied works as per drawing and technical specifications, including setting out, providing shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom and filling back with approved material including cost of all materials, labour, HOM complete as per specifications. -do- (v) 3 m to 6 m depth by Mechanical means (S.R.2018-19 Page No. 220, I.No. 27.7.5) MORTH Specification No. 304 Cum 220 27.7.5 69.00 69.00 4.14 73.14

3 KSRB 2.8 : Providing and Filling in foundation with granite I trap broken metal 1OOmm. 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. specification. No. KBS 2.10.2 (S.R.2018-19 Page No. 7, I.No. 2.15) Cum 7 2.15 2137.00 2137.00 128.22 2265.22

4 KSRRB M2100-10. Providing and laying Plain cement concrete of mix 1:3:6 with OPC @ 220kgs, with crushed 40mm and down size graded granite metal coarse aggregates @0.89cum and fine aggregates @ 0.46cum, in foundation mechanically mixed, placed in foundation and compacted by vibration including curing for 14 days including cost of all materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. (S.R.2018-19 Page No. 222, I.No. 27.18) MORTH Specification No. 2100 Cum 222 27.18 5187.00 2.20 46.00 101.20 5288.20 317.29 5605.49

5 K8RRB M2200-5.9. Providing and laying Design mix M20 with OPC @ 320kgs, with 20mm and down size graded granite metal coarse aggregates @0.69cum and fine aggregates @ 0.46cum, with superplastisiser @31ts confirming to 189103-1999 Reaffirmed-2008 including cost of materials, labour, HOM curing, form works, scaffolding and centering complete as per specifications. - i) Upto 5m height Cum 227 28.7.9 5233.00 3.20 46.00 147.20 5380.20 322.81 5703.01

6 KSRRB M2200-6 : Supplying, fitting and placing TMT bar reinforcement in sub structure complete as per drawing and technical specification complete as per specifications. MORTH Specification No. 1600 & 2200. (S.R.2018-19 Page No. 229, I.No. 28.8.2) Tonne 229 28.8.2 67543.00 1.050 -5123.00 -5379.15 62163.85 3729.83 65893.68

7 KSRRB M2200-8.1. Back filling behind abutment, wing wall and return wall complete as per drawing and Technical Specification including cost of materials, labour, HOM of machineries, complete as per specifications. A. Granular material MORTH Specification No. 2204 & 304 (S.R.2018-19 Page No. 229, I.No. 28.11) Cum 229 28.11 845.00 845.00 50.70 895.70

8 Fabricating, supplying & erecting M.S. Angular Truss for all spans as per approved designs and drawing. The entire truss is anchored suitably by using 4 Nos. of M.S. anchor bolts at each support, with base plate and shoe plate. The work includes cutting, straightening, placing in position of M.S angle and welding wherever necessary, and applying one coat of red oxide primer coat to all the members including cost of all materials, labour charges, & hire charges of machineries for cutting, welding, grinding & erection equipments, etc., complete as per specification (P.no.43, I.no.7.30) Kgs 43 7.29 128.00 128.00 7.68 135.68

9 KSRRB M2500-4.1. Providing and laying Pitching stones of size 0.3x0.3x0.3 m on slopes laid over prepared filter media including boulder apron laid dry in front of toe of embankment complete as per drawing and Technical specifications including cost of materials, labour, HOM complete as per specifications. A. Stone I Boulder MORTH Specification No. 2504 Cum 241 30.5 1613.00 1613.00 96.78 1709.78

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Belagavi Executive Engineer, PWD.Dept. Belagavi Dn Belagavi

Sub Estimate for Box Culvert

ವಿಭಾಗ : ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ ವಿಭಾಗ, ಬೆಳಗಾವಿ.

ಉಪ ವಿಭಾಗ : ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ

ಮಂಜೂರಾತಿ ಸಂಖ್ಯೆ

ಅನುದಾನ ಶೀರ್ಷಿಕೆ :

ಮುಖ್ಯ ನಿಧಿ (ಪ್ರಧಾನ ಶೀರ್ಷಿಕೆ) : 2025-26 ನೇ ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ದಿ ನಿಗಮ ನಿಯಮಿತ –ಬಂಡವಾಳ ವೆಚ್ಚ

ಸಣ್ಣ ನಿಧಿ (ಉಪ ಶೀರ್ಷಿಕೆ) :

ಸೇವಾ ಶೀರ್ಷಿಕೆ :

ಇಲಾಖೆ ಶೀರ್ಷಿಕೆ :

ಕೆಲಸದ ಹೆಸರು : ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

ಅಂದಾಜು ಮೊತ್ತ : 350.00 ಲಕ್ಷಗಳು

ಆಡಳಿತಾತ್ಮಕ ಮಂಜೂರಾತಿ ಸಂಖ್ಯೆ : ಸಂಖ್ಯೆ : ದಿನಾಂಕ :

ತಾಂತ್ರಿಕ ಮಂಜೂರಾತಿ ಸಂಖ್ಯೆ : ಸಂಖ್ಯೆ : ದಿನಾಂಕ :

ಅಂದಾಜು ಪತ್ರಿಕೆ ತಯಾರಿಸಿದವರು : Er. Poornanannd Bagali, AE

ಅಂದಾಜು ಪತ್ರಿಕ ಪರಿಶೀಲಿಸದವರು : Shri. Anil M, AEE

ಪ್ರತ್ಯೇಕವಾಗಿ ಲಗತ್ತಿಸಿದೆ.

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ ಕಾಮಗಾರಿಯನ್ನು 2025-26 ನೇ ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ದಿ ನಿಗಮ ನಿಯಮಿತ –ಬಂಡವಾಳ ವೆಚ್ಚ ಅಡಿಯಲ್ಲಿ ಕಾಮಗಾರಿಯು ರೂ. 350.00 ಲಕ್ಷಗಳ ಅಂದಾಜು ಮೊತ್ತದೊಂದಿಗೆ ಸೇತುವೆ ಹಾಗೂ ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ ಮಾಡುವ ಕಾಮಗಾರಿಯು ಸರ್ಕಾರದ ಆದೇಶ ಸಂ:ಲೋಇ:839 ಐಎಫ್.ಎ :2025(ಇ-ಕಛೇರಿ) ಬೆಂಗಳೂರು ದಿ: 05.02.2026 ರಂದು ಅನುಮೋದನೆಯಾಗಿರುತ್ತದೆ. ಸದರಿ ಕಾಮಗಾರಿಯ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ಇ-ಪೋರ್ಟಲ್ ಆಡಿಯಲ್ಲಿ ಇಂಡೆಂಟ ನಂ. ರಲ್ಲಿ ಆಡಳಿತಾತ್ಮಕ ಅನುಮೋದನೆ ಹಾಗೂ ತಾಂತ್ರಿಕ ಮಂಜೂರಾತಿಗಾಗಿ ಸಲ್ಲಿಸಲಾಗಿದೆ. ಕಾಮಗಾರಿಯನ್ನು ಕೈಗೆತ್ತುಕೊಳ್ಳಲು ಕಾಮಗಾರಿಯನ್ನು ಕೈಗೆತ್ತುಕೊಳ್ಳಲಾಗುವುದು.

ಸದರಿ ಅಂದಾಜು ಪತ್ರಿಕೆಯಲ್ಲಿ ಈ ಕೆಳಗಿನ ಅಂಶಗಳನ್ನು ಪ್ರಸ್ಥಾಪಿಸಲಾಗಿದೆ.

1) Earth work excavation for Foundation

2) Construction of sub-grade and earthen shoulders

3) Construction of Granular Sub-Base

4) Wet Mix Macadam (Plant Mix Method)

5) un-reinforced plain cement concrete pavement M-30

6) NP3 Pipe 1000 Dia

7) RCC Drain of 0.6X0.6 mts

ಸದರಿ ಕಾಮಗಾರಿಯನ್ನು 2024-25 ನೇ ಸಾಲಿನ ಏಕರೂಪ ದರ ಪಟ್ಟಿಯನ್ವಯ ತಯಾರಿಸಿ ಮಂಜೂರಾತಿಗಾಗಿ ಸಲ್ಲಿಸಲಾಗಿದೆ.

ಸಹಾಯಕ ಕಾರ್ಯನಿರ್ವಾಕ ಅಭಿಯಂತರರು ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ, ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ ಕಾರ್ಯನಿರ್ವಾಕ ಅಭಿಯಂತರರು ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ, ವಿಭಾಗ ಬೆಳಗಾವಿ

ಕೆ.ಪಿ.ಡ್ಲ್ಯೂ.ಡಿ. ಪ್ಯಾರಾ 133 ಪ್ರಕಾರ ಪ್ರಮಾಣ ಪತ್ರ

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

Shri.Anil M, ಸಹಾಯಕ ಕಾರ್ಯನಿವಾಹಕ ಅಭಿಯಂತರರು, ಲೋ.ಇ. ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ, ಸ್ವತ: ಕೆಲಸದ ಸ್ಥಳವನ್ನು ಪರಿಶೀಲಿಸಿದ್ದೇನೆ. ಹಾಗೂ ಮಂಜೂರಾದ ದರಪಟ್ಟಿಯ ಪ್ರಕಾರ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ತಯಾರಿಸಲಾಗಿದ್ದು, ಇದು ಅತ್ಯಂತ ಕಡಿಮೆ ವೆಚ್ಚಿದ್ದು, ಹಾಗೂ ಸುರಕ್ಷತವೆಂದು ಈ ಮೂಲಕ ಪ್ರಮಾಣೀಕರಿಸುತ್ತೇನೆ.

ಸಹಾಯಕ ಕಾರ್ಯಕಾರಿ ಅಭಿಯಂತರು,

ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ,

ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ

ಸ.ಅ.ನಂ:ಪಿಡ್ಲ್ಯೂ.ಡಿ:ಎಸ್.ಎಲ್.ಸಿ.:ಎಸ್.ಎಂ.91:ದಿನಾಂಕ: 27-6-1991 ರ ಪ್ರಕಾರ ಪ್ರಮಾಣ ಪತ್ರ

ನಮ್ಮ ತಿಳುವಳಿಕೆ ಹಾಗೂ ನಂಬಿಗೆಯಂತೆ ಈ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ತಯಾರಿಸುವಾಗ ತಾಂತ್ರಿಕವಾಗಿ ಅಗತ್ಯವಿರುವ ಎಲ್ಲಾ ಐಟಂಗಳನ್ನು ಸರಿಯಾದ ಪ್ರಮಾಣದಲ್ಲಿ ಅಳವಡಿಸಲಾಗಿದೆ ಎಂದು ಈ ಮೂಲಕ ಪ್ರಮಾಣೀಕರಿಸುತ್ತೇನೆ.

ಸಹಾಯಕ ಕಾರ್ಯಕಾರಿ ಅಭಿಯಂತರು,

ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ,

ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ

ಕಳೆದ ಐದು ವರ್ಷಗಳಲ್ಲಿ ಸದರಿ ಕಾಮಗಾರಿಯು ಬೇರೆ ಯಾವುದೇ ಯೋಜನೆಯಡಿಯಲ್ಲಿ ಸೇರಿಲ, ಹಾಗೂ ಕಾಮಗಾರಿಯನ್ನು ಕೈಗೆತ್ತಿಕೊಂಡಿಲ್ಲವೆಂದು ಈ ಮೂಲಕ ಪ್ರಮಾಣೀಕರಿಸುತ್ತೇನೆ.

ಸಹಾಯಕ ಕಾರ್ಯಕಾರಿ ಅಭಿಯಂತರು, ಕಾರ್ಯಕಾರಿ ಅಭಿಯಂತರು,

ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ .ಇಲಾಖೆ, ಲೋಕೋಪಯೋಗಿ, ಇಲಾಖೆ ಇಲಾಖೆ,

ಉಪ ವಿಭಾಗ ಬೈಲಹೊಂಗಲ ಬೆಳಗಾವಿ ವಿಭಾಗ,ಬೆಳಗಾವಿ.

PARAGRAPH 130(A) OF THE KARNATAKA PUBLIC WORKS

DEPARTMENTAL CODE.

E S T I M A T E.

Division. : Executive Engineer, PW Dept. Belagavi Division, Belagavi

Sub-Division . : AEE, PWD Sub-Dn. Bailhongal.

Fund Head. : 2025-26 ನೇ ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ದಿ ನಿಗಮ ನಿಯಮಿತ –ಬಂಡವಾಳ ವೆಚ್ಚ

Service Head. :

Departmental Head. :

Estimate framed in the office of the Assistant Executive Engineer, P.W.D. Sub-Division, Bailhongal and probable expenses that will be incurred for the work ofಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ in Bailhongal Taluk ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಎಂ.ಕೆ.ಹುಬ್ಬಳ್ಳಿ ಬೈಲವಾಡ ರಸ್ತೆ ಕಿ.ಮೀ. 0.00 ರಿಂದ 9.70 ರ ವರೆಗೆ , ಕಿ.ಮೀ. 13.60 ರಿಂದ 16.17 ರ ವರೆಗೆ ವಾರ್ಷಿಕ ನಿರ್ವಹಣೆ ಮಾಡುವುದು"

Estimated Cost. : Rs. 350.00 lakhs.

Administratively sanctioned under : No.____________Date ___________

Technically sanctioned under : No.____________Date ___________

Estimate Prepared by : Shri. Poornanand Bagali, AE

Estimate Checked by : Shri.Anil M, AEE

(Call or Authority) :

" Separate Sheet Enclosed "

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

P.W.D. CODE PARA-133

C E R T I F I C A T E

This to certify that, Anil M, Assistant Executive Engineer, have personally visited the spot and prepared the estimate using sanctioned scheduled of rates provided for the most economical and safe way of executing work.

C E R T I F I C A T E

(As required vide G.O.No.PWD.SL.CMS.96 Dtd: 27-6-1991)

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

C E R T I F I C A T E

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

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ ಮಾಡುವ ಕಾಮಗಾರಿಯು ಲೆಕ್ಕ ಶೀರ್ಷಿಕೆ : 2025-26 ನೇ ಸಾಲಿನ 5054-80-190-0-01-132 ಕರ್ನಾಟಕ ರಸ್ತೆ ಅಭಿವೃದ್ದಿ ನಿಗಮ ನಿಯಮಿತ –ಬಂಡವಾಳ ವೆಚ್ಚ ನಿರ್ವಹಣೆ ಅನುದಾನದಡಿ ರೂ. 350.00 ಲಕ್ಷಗಳಿಗೆ ಅನುಮೋದನೆಗೊಂಡಿರುತ್ತದೆ. ಸದರಿ ಕಾಮಗಾರಿಯನ್ನು ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಗ್ರಾಮದಿಂದ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿಯ ಮಧ್ಯ ಭಾಗದಲ್ಲಿ ಬರುವ ಕೆರೆಯ ಪಕ್ಕದಲ್ಲಿ ನಿರ್ಮಿಸಲಾಗುತ್ತದೆ. ಈ ಕೆರೆಯBunds ಅನ್ನು ಕೆಲವು ವರ್ಷಗಳ ಹಿಂದೆ ನಿರ್ಮಿಸಿರುತ್ತಾರೆ ಮತ್ತು ಸದರಿ ಕೆರೆಯ Bunds ಸುಮಾರು 2-3 ಮಳೆಗಾಲವನ್ನು ಕಳೆದಿರುತ್ತದೆ ಹಾಗೂ ಪ್ರತಿನಿತ್ಯ ವಾಹನಗಳ ಸಂಚಾರವಿದ್ದು ಕೆರೆಯ Bunds ಅಗತ್ಯಕ್ಕೆ ಅನುಗುನವಾಗಿ Compaction ಆಗಿರುತ್ತದೆ, ಆದ ಕಾರಣ ರಸ್ತೆ ಕಾಮಗಾರಿಯನ್ನು ಕೈಗೊಳ್ಳಲಾಗಿದೆ, ಸದರಿ ರಸ್ತೆಯ ಭಾಗಗಳಿಗೆ ಈ ಕೆಳಕಂಡ ಅಂಶಗಳನ್ನು ಅಳವಡಿಸಿ ಅಂದಾಜು ಪತ್ರಿಕೆಯನ್ನು ತಯಾರಿಸಲಾಗಿದೆ.

1 Earth work excavation for Foundation by mechanical means for all works & depth upto 3 m

2 Providing and Filling in foundation with granite / trap broken metal 100mm.

3 Providing and laying in position Cement Concrete for levelling course for all works in foundation

4 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.

5 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. h. All other type of structures

6 Laying Reinforced Cement Concrete Pipe nP4 / Prestressed Concrete Pipe on First Class Bedding in Single Row .

7 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 (v)For Grading -V Material

8 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.

9 Providing and applying primer coat with SS1 grade Bitumen Emulsion on prepared surface of granular base including cleaning of road surface and spraying primer at the rate of 0.90 kg per m2 using mechanical means. (P. No. 29, I. No. 5.1)

10 Providing and applying tack coat with RS1 Bituminous Emulsion using emulsion pressure distributor at the rate of 0.20 kg/m2 on the prepared bituminous surface cleaned with mechanical broom

11 Providing and laying Bituminous Macadam with 40/60 TPH capacity hot mix plant using crushed aggregates of specified grading premixed with bituminous binder VG-40 @ 3.4% by weight of mix, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per clauses 501.6 and 501.7 to achieve the desired compaction

12 Providing and laying Semi Dense Bituminous Concrete with 40/60 TPH capacity hot mix plant batch type using crushed aggregates of specified grading premixed with bituminous binder VG-30 @ 5% by weight of mix and filler, transported to site, laid over a previously prepared surface with mechanical paver finisher to the required grade, level and alignment and rolled as per MoRTH V revision.

ಸದರಿ ಅಂದಾಜು ಪಟ್ಟಿಯನ್ನು 2023-24 ನೇ ಸಾಲಿನ (2025-26 ಕ್ಕೆ ಮುಂದುವರೆದ) ಲೋಕೋಪಯೋಗಿ ಇಲಾಖೆ, ಏಕರೂಪ ದರಪಟ್ಟಿಯಂತೆ ದರಗಳನ್ನು ಅಳವಡಿಸಿ ರೂ. 350.00 ಲಕ್ಷಗಳಿಗೆ ತಯಾರಿಸಿ ತಾಂತ್ರಿಕ ಮಂಜೂರಾತಿಗಾಗಿ ಸಲ್ಲಿಸಲಾಗಿದೆ.

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ.

RECAPITULATION SHEET

Sl. .No Description Amount in Rs.

10 Consultancy+ DPR ( 1.0%+18%gst) 177186.92 177186.92

12 For QA+Plantation 1% 328472.46 328470.88

13 Tender premium 5% 1642362.30 1642354.38

14 For Contigency,price escalation,Misc and Rounding off etc 4732.34 4900.28

Assistant Executive Engineer, Executive Engineer,

PWD. Sub Divn Bailhongal PWD. Division Belgaum.

Sub Estimate for Service 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 KM 48.85 near Wadarhatti on Sankeshwar Sangam Road SH44, Gokak Taluk, Belagavi District.

ESTIMATE FOR DIVERSION WORK

ABSTRACT AND MEASUREMENTS

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

Deduction for voids 40% 40% -120

Ha 0.05 #REF! #REF!

2 KSRRB M200-6.1 Cutting of trees girth from 300mm to 600mm including cutting of trunks, branches and removal of stumps stacking of serviceable materials with all lifts and upto a lead of 1000 metres and earth filling in the depressions / pit, complete as per specifications. for 600 to 900 mm

PWD SR 2016-17 Dharwad Circle I.No 18.7. P.No.136

i) Girth from 300 mm to 600mm Each 10 10 0.00 0.00 6632

3 KSRRB M200-32. Removal of Telephone / Electric poles including excavation and dismantling of foundation concrete and lines under the supervision of concerned department, disposal with all lifts and up to a lead of 1000 metres and stacking the serviceable and unserviceable material separately complete as per specifications.

PWD SR 2016-17 Dharwad Circle I.No 18.57. P.No.139

4 KSRRB M 300-11.Excavation for roadways in all type of soil by mechanical means including cutting and pushing the earth to site of embankment including trimmimg bottom and side slopes in accordance wih requirements of lines, grades and cross sections complete as per specification.

PWD SR 2016-17 Dharwad Circle I.No 19.11. P.No.143

From Cut Fill Statement-Cutting quantity

Sub Total 265.27

Total Cum 265.27 0.00 0.00

5 KSRRB M300-54. Construction of embankment with approved material deposited at site from roadway cutting and excavation from drain and foundation of other structures graded and compacted to meet requirement of Table 300-2 complete as per specifications. which includes , watering charges & compaction by vibratory roller.

PWD SR 2016-17 Dharwad Circle I.No 19.61. P.No.148

Quantity from barrow statement (S.No 10)

Total Cum 300.00 #REF! #REF!

Total Cum 76.50 #REF! #REF!

3 KSRRB M400-6.2. Construction of granular sub-base by providing close graded material, spreading in uniform layers with motor grader on prepared surface, mixing by mix in place method with rotavator at OMC, and compacting with vibratory power roller to achieve the desired density, complete as per specifications. B.By Mix in Place Method . For Grading II Material

PWD SR 2016-17 Dharwad Circle I.No 20.5.2. P.No.155

For Approach roads Avg

4 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.

PWD SR 2016-17 Dharwad Circle I.No 20.18. P.No.158

For Approach roads Avg

5 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.

PWD SR 2016-17 Dharwad Circle I.No 21.6. P.No.161

For Approach roads

6 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 0.2 kg/sqm on primed surfaces cleaned with mechanical broom, complete as per specifications.

PWD SR 2016-17 Dharwad Circle I.No 21.10.2. P.No.162

PWP & IWT 2015-16 N H Dharwad Circle I.No 8.02. A P.No 75 1.475

Between Drain & Shoulder 0 3000.00 0.00

PWP & IWT 2015-16 N H Dharwad Circle I.No 4.13. P.No 35, MORTH 407

Material Filling in median 0 0.00 1.00 0.20 0.00

For Islands area

7 KSRRB M500-11. 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 mixed 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. using 100/120 TPH capacity H.M.P. with sensor paver Gr-II (50mm to 75mm) with 3.3% VG-30 Bitumen.

PWD SR 2016-17 Dharwad Circle I.No 21.11.2. P.No.162

For Approach Roads

Total Cum 846.75 0.00 0.00

8 KSRRB M500-18. Providing and laying semi dense bituminous concrete using crushed aggegates 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 table 508 complete in all respects complete as per specifications. using 100/120 TPH capacity H.M.P. with Sensor Paver Gr-II (25mm TO 30mm) with 5% VG-30 Bitumen.

PWD SR 2016-17 Dharwad Circle I.No 21.20.2. P.No.163

For Approach Roads

22 Earth work excavation for foundation structures as per drawing and technical specification, inlcuding setting out, constructionn of shoring and bracing, removal of stumps and other deleterious matter, dressing of sides and bottom, backfilling the excavation earth to the extent required and utilising the remaining earth locally for road work including all lead, lifts, labour, spreading etc., complete. Up to 3 m

PWP & IWT 2015-16 N H Dharwad Circle I.No 3.13.ii B P.No.16

excavation for street light cum 0 0.30 0.30 0.60 0.00 35.50 0.00

23 Providing & laying Plain / Reinforced Cement Concrete M 15 [1:2:4] in open foundaton using Granite/Basalt/Trap crushed stone aggregate 20 mm nominal size, clean seived approved sand, mechanically mixed in concrete mixer, placed in foundation and compacted by vibrator, curing for 14 days, including cost of all materials, labour, hire charges of machinery, loading, unloading, lead lift, transporting etc., complete

PWP & IWT 2015-16 N H Dharwad Circle I.No 9.04 P.No 96

for pole foundation 0 0.30 0.30 0.60 0.00 5320.32 0.00

24 Street Lighting Providing and erecting street light mounted on a steel circular hollow pole of standard specifications for street lighting, 9 m high spaced 40 m apart, 1.8 m overhang on both sides if fixed in the median and on one side if fixed on the footpath, fitted with sodium vapour lamp 70 Watts and fixed firmly in concrete foundation including cost of all materials, labour, loading, unloading, lead, lift, transporting etc., complete. For fixing in Median

PWP & IWT 2015-16 N H Dharwad Circle I.No 8.27.i. P.No 86

PWP & IWT 2015-16 N H Dharwad Circle I.No 8.27.ii. P.No 86

No of street lights 0 12249.00 0.00

#REF! 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, including cost of all materials, labour, loading, unloading, lead, lift, transporting etc., complete

PWP & IWT 2015-16 N H Dharwad Circle I.No 8.08. P.No 79 (MORTH 803)

Between Drain & Shoulder 0 3000.00 0.020 0.00

Deduction of length for junctions (30%) 0 0.00 0.020 0.00

PWP & IWT 2015-16 N H Dharwad Circle I.No 8.20. P.No 83 (MORTH 808)

Between Drain and CW 0 3000.00 0.00

Provision for Opening (40%) 0 1200.00 0.00

9 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.

PWD SR 2016-17 Dharwad Circle I.No 24.4. P.No.183

2 Legged junctions 2 2 0.75 0.75 2.25 Villages Cross

10 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.

PWD SR 2016-17 Dharwad Circle I.No.24.2.1. P.No.182

For 90 cm equilateral triangle Each 4 0.00 0.00

For 60 cm equilateral triangle Each 0 3771.00 0.00

PWD SR 2016-17 Dharwad Circle I.No 24.2.3. P.No.182

For 60 cm circular Each 3 0.00 0.00

For 80 cm x 60 cm rectangular Each 0 5732.00 0.00

For 60 cm x 45 cm rectangular Each 0 4461.00 0.00

For 60 cm x 60 cm square Each 0 5006.00 0.00

PWD SR 2016-17 Dharwad Circle I.No 24.2.6. P.No.182

For 90 cm high octagon Each 4 0.00 0.00 0.00

11 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.

PWD SR 2016-17 Dharwad Circle I.No 24.15. P.No.185

For Centre line (3 m length)

Shoulder Edge Marking 100% 0 3000 0.10 0.00

For approach roads

Shoulder Edge Marking

12 KSRRB-M-800-11-1.Painting lines, dashes, arrows etc., on Roads in two coats on new work: painting lines, dashes, arrows etc on roads in two coats on new work with ready mixed road marking paint conforming to IS:164 on bituminous surface, including cleaning the surface of all dirt, dust and other foreign matter, demarcation at site and traffic control complete as per specifications. i) Over 10cm in width. MORTHN Specification No 803

PWD SR 2016-17 Dharwad Circle I.No 24.11. P.No.184

at Junctions As per IRC 35 (P No 34)

Left right strip 4 0 3.5 0.75 0.00

Straight strip 2 0 3.5 0.5 0.00

13 KSRRB M800-14.3. Reinforced cement concrete M-15 Grade kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc complete as per specifications. including additional M-15 concrete pedestal of 0.2mt. height above G.L. MORTH Specification No. 804

PWD SR 2016-17 Dharwad Circle I.No 24.175. P.No.184

Ordinary kilometer stone (precast). Each 2 2 0.00 0.00

KSRRB M800-14.3. Reinforced cement concrete M-15 Grade 5th kilometre stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc complete as per specifications. including additional M-15 concrete pedestal of 0.2mt. height above G.L. MORTH Specification No. 804

PWD SR 2016-17 Dharwad Circle I.No 24.16 P.No.185 Each 1 1 0.00 0.00

KSRRB M800-14.3. Reinforced cement concrete M-15 Grade Hectometer stone of standard design as per IRC:8-1980, fixing in position including painting and printing etc complete as per specifications. including additional M-15 concrete pedestal of 0.2mt. height above G.L. MORTH Specification No. 804

Hectometer stone (precast) Each 12 12 0.00 0.00

14 Supplying and fixing in position new guard stones of granite/trap/sand stone/shahabad roughly dressed, of size 700mm x 200mm x 200mm including excavation, painting with white and black paint 15cm wide strip alternatively etc., complete.

PWD SR 2016-17 Dharwad Circle I.No 24.50. P.No.191 Each Side Nos

6 culverts Each 6 4 10 240 0.00 0.00

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

PWD SR 2016-17 Dharwad Circle I.No 24.19. P.No.185

LAYOUT LIMITS 0 5 30 0

For culverts 30

For Junctions 28

Rmtr 4 10.00 80.00 #REF! #REF!

Total #REF! 0.21

Grand Total #REF!

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 278 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 0.3 m

M15 offset 0.10 m

Under Box Curtain Wall

Return Wall BOX CULVERT: 1 V, (3 m x 4 m) Approach Slab 3.50 Curtain Wall D/S

Length 3.5 Width Road Width 10.00 Thickness 0.30 Ht Width offset

M-15 0.15 Box Width 3.00 Vent 1 Levelling Course M-15 0.150 M-15 Thick 0.150 1.850 0.100

Up to GL 1.10 0.30 Box Ht 4.00 Footing 1st 0.550 1.650

Above GL 4.450 0.45 End Walls (F) 0.450 No Of Walls 2 Footing 2nd 0.750 0.750 0.450

Base Slab 0.40 3.60 Middle Walls (g) 0.40 0 Length D width Footing 3rd 0.750 0.450 0.150

Murrum 0.30 Top Slab (d) 0.45 Excavation Depth 1.25 Floor Apron D/S 0 0.45 3.90 Wall 0.450 0.200 0.125

5.55 Murrum Off 0.10 Bottom Slab, e 0.50 Floor Apron U/S 0 0.45 3.90 Curtain Wall U/S

5.15 Murrum Offset 0.30 Flexible Apron D/S 0 0.75 3.90 Ht Width offest

M-15 Offset 0.15 Flexible Apron U/S 0 0.75 3.90 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 0.50 Wall 0.450 0.200 0.125

M-15 0.15 Murrum 0.30

Depth of the Top Slab (d)

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ. Depth of the Bottom Slab (e)

Esimate of Protection Wall Depth of the Outer Vertical Slab (f)

Depth of the Inner Vertical Slab (g)

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

Existing CD (Head wall) 0 2 7.50 0.65 2.00 0.00

Deduction for Vents (0.90M Dia) 0 1 0.64 0.00

#REF! 0.00 #REF! #REF!

Retaining wall 0 3.50 3.60 1.90 0.00

Protection Wall 2 278.00 1.80 1.15 1150.92

#REF! 1 1150.92 #REF! #REF!

2 #REF! ADD BULDER SOILING AT BELOW PCC

Protection Wall 2 278.00 2.10 0.35 408.66

#REF! 1 408.66 #REF! #REF!

Retaining wall 0 3.50 3.60 0.15 0.00

Protection Wall 2 278.00 1.80 0.15 150.12

Side Slop Protection 2 278.00 2.00 0.075 83.40

Curtain Wall Type-1 0 5.20 1.85 0.15 0.00

Curtain Wall Type-2 0 5.20 1.50 0.15 0.00

#REF! 1 233.52 #REF! #REF!

BOX CULVERT: 1 V, (3 m x 4 m)

Retaining wall Raft 0 3.5 3.60 0.40 0.00

#REF! 1 250.20 #REF! #REF!

BOX CULVERT: 1 V, (3 m x 4 m)

Middle Sides 0 10.0 4.00 0.40 0.00

Retaining wall 0 3.5 5.55000 0.38 0.00

Protection Wall 2 278.0 2.00 0.27 294.68

#REF! 1 294.68 #REF! #REF!

BOX CULVERT: 1 V, (3 m x 4 m)

#REF! 1 0.00 #REF! #REF!

6 #REF! AS PER DESIGN

Protection Wall AS PER CALCULATION SHEET #REF!

Curtain wall 1 0.00 0.08 0.00

#REF! 1 #REF! #REF! #REF!

#REF! 1 0.00 #REF! #REF!

Below Approach Slab #REF! 0 3.50 10.00 0.150 0.00

1 0.00 #REF! #REF!

For Approach slab 0 3.50 10.00 0.30 0.00

#REF! 1 0.00 #REF! #REF!

For Approach slab 0 3.50 10.00 0.075 0.00

#REF! 1 0.00 #REF! #REF!

Retaining wall and abutmrnt back side 0 10.00 3.5 5.550 0.00

Deduct for Filter media 667.20

Cum 1 -667.20 #REF! #REF!

7 #REF! CHECK HIEGHT

Behind walls 0 10.00 0.60 4.45 0.00

Behind Retaining wall 0 3.50 0.60 5.55 0.00

Behind Protection Wall 2 278.00 0.60 2.00 667.20

#REF! 1 667.20 #REF! #REF!

Behind end walls 0 3.00 7.00 0.00

Behind retaining wall 0 3.00 2.34 0.00

Behind Protection Wall 2 185.33 0.27 98.23

1 98.23 #REF! #REF!

1 0.00 #REF! #REF!

Side Slop Protection 2 278.00 2.00 0.075 83.40

#REF! 1 83.40 #REF! #REF!

Floor Apron D/S 1 0.00 3.90 0.45 0.00

Floor Apron U/S 1 0.00 3.90 0.45 0.00

#REF! 1 0.00 #REF! #REF!

Assistant Executive Engineer, PWD,Dept.Sub-Dn.,Belagavi Executive Engineer, PWD.Dept. Belagavi Dn Belagavi

Sub Estimate for Approach Road

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 10 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 0.60 Width 1 High End 0.5 0.745 Slab 0.47 m

Bottom Triangle Portion 0.00 0.40 0.40 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: 2 V, (4 m x 4 m) Approach Slab 5.00 Curtain Wall D/S

Length 40 Width Road Width 10.00 Thickness 0.30 Ht Width offset

M-15 0.15 Box Width 4.00 Vent 2 Levelling Course M-15 0.150 M-15 Thick 0.150 1.200 0.100 0.15

2.85 Up to GL 0.00 0.30 Box Ht 4.00 Footing 1st 0.450 0.900 0.200

Above GL 4.450 0.45 End Walls (F) 0.450 No Of Walls 2 Footing 2nd 0.600 0.400 0.250

Base Slab 0.40 3.60 Middle Walls (g) 0.400 1 Length D width Footing 3rd 0.450 0.300 0.300

Murrum 0.30 Top Slab (d) 0.450 Excavation Depth 1.25 Floor Apron D/S 3 0.45 10.80 Wall 0.380 0.050 0.125

4.45 Murrum Off 0.30 Bottom Slab, e 0.500 Floor Apron U/S 2 0.45 10.80 Curtain Wall U/S

4.05 Murrum Offset 0.30 Flexible Apron D/S 0 0.45 10.80 Ht Width offest

M-15 Offset 0.15 Flexible Apron U/S 0 0.45 10.80 M-15 Thick 0.150 1.200 0.100 0.3

Curtain Wall PCC Thick 0.15 . Footing 1st 0.300 0.600

Width 0.25 Extra offset 0.60 Wall 0.450 0.300 0.050

M-15 0.15 Murrum 0.30

Depth of the Top Slab (d)

ಬೆಳಗಾವಿ ತಾಲ್ಲೂಕಿನ ಕಿತ್ತೂರು ಮತಕ್ಷೇತ್ರದ ಬೈಲಹೊಂಗಲ ತಾಲೂಕಿನ ಸಂಪಗಾಂವ್‌ ಎಂ.ಕೆ ಹುಬ್ಬಳ್ಳಿ ವಯಾ ಪಟ್ಟಿಹಾಳ ಕೆ.ಎಸ್‌ ಜಿಲ್ಲಾ ಮುಖ್ಯ ರಸ್ತೆಯ ಕಿ.ಮೀ. 8.30 ರಿಂದ 9.40 ಕಿ.ಮೀ ನಲ್ಲಿ ಸೇತುವೆ ಮತ್ತು ತಡೆಗೋಡೆ ನಿರ್ಮಾಣ. Depth of the Bottom Slab (e)

Estimate of Box Culvert: 2 V, (4 m x 4 m) Depth of the Outer Vertical Slab (f)

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

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

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:8, Item No:1.14.1

Retaining wall 4 40.00 3.90 0.85 530.40

cuttoff Wall/shear key 2 10.80 1.00 0.70 15.12

Floor Apron D/S 1 3.00 10.80 0.45 14.58

Floor Apron U/S 1 2.00 10.80 0.45 9.72

Curtain Wall Type-1 1 15.30 1.20 1.80 33.05

Curtain Wall Type-2 1 13.30 1.20 1.35 21.55

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

PWD Schedule of Rates 2023-2024 Vol No.4, Page No:64, Item No:A130A

Retaining wall 4 40.00 3.90 0.30 187.20

Curtain Wall Type-1 1 15.30 1.20 0.30 5.51

Curtain Wall Type-2 1 13.30 1.20 0.30 4.79

Floor Apron D/S 1 3.00 10.80 0.20 6.48

Flexible Apron U/S 1 2.00 10.80 0.20 4.32

3 Providing and laying in position plain cement concrete for levelling course for all works in foundation. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed, laid in layers not exceeding 150 mm thickness, well compacted using plate vibrators, including all lead & lifts, cost of all materials of quality, labour, Usage charges of machineries, curing, and all the other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork shall be paid separately) Mix 1:3:6 (M15) Using 40 mm nominal size graded crushed coarse aggregates

PWD Common SR 2023-24 Vol-1 Pg.No.15 It.No.2.1.4

Retaining wall 4 40.00 3.90 0.150 93.60

cuttoff Wall/shear key 2 10.80 1.00 0.150 3.24

Curtain Wall Type-1 1 15.30 0.90 0.450 6.20

Curtain Wall Type-2 1 13.30 0.60 0.300 2.39

Floor Apron D/S 1 10.80 3.00 0.250 8.10

Floor Apron U/S 1 10.80 2.00 0.250 5.40

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

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:17, Item No:2.4.3

BOX CULVERT: 2 V, (4 m x 4 m)

Key Slab( cutwall) 2 10.80 0.300 0.300 1.940

Haunch Portion (0.50x0.3x0.30) 8 10.0 0.045 3.600

STEPS MAINTANCE 1 5.0 0.900 0.200 0.900

4a ADD FOR FORMWORK (BOX CULVER 20 Percent) Addendum I Percentage Additionalities for Formwork, Centering & Scaffolding (Vol-1, Page No-112)

5 Providing and laying in position Reinforced cement concrete for all Sub structures of building, Irrigation works, Sub structure works of bridges, Drain works & other parallel works from 0.50m to 3.50 m height. The granite/trap/basalt crushed graded coarse aggregates and fine aggregates as per relevant IS Codes machine mixed with super plasticisers, laid in layers, well compacted using needle vibrators, providing weep holes wherever necesary, including all lead & lifts, cost of all materials of quality, confirming to the requirements of relevant IS codes, labour, Usage charges of machinery, curing and all other appurtenances required to complete the work as per technical specifications. (The cost of steel reinforcement & formwork to be paid separately) 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:2.3.2

Retaining wall Raft 4 40.00 3.60 0.400 230.40

Retaining wall -stem 4 40.00 0.375 4.450 267.00

5a ADD FOR FORMWORK (Retaining Wall-10%) Cum 497.40 637.10 316,893.54

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

PWD Schedule of Rates 2023-2024 Vol No.1, Page No:17, Item No:2.5.2

6a ADD FOR FORMWORK (BOX CULVER 20%) Addendum I – Percentage Additionalities for Formwork, Centering & Scaffolding(Vol-1, Page No-112)

7 2.11 Steel Fabrication Supplying, fitting and placing TMT FE 550 / 550D Steel Reinforcement including cost of all materials, machinery, labour, cleaning, straightening, cutting, bending, hooking, laping/welding joints, tying with binding wire / soft annealed steel wire and other ancilary operations complete as per drawing and technical specification.c. Sub structure of Bridges AS PER DEISGN

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

AS PER CALCULATION SHEET 56.786 0.00