Submersible Bridge Padla Jawarmines Road Design and Drawings

PUBLIC WORKS DEPARTMENT, UDAIPUR

DESIGNOF

SUBMERSIBLE BRIDGEON PADLA JAWAR MINES ROAD

TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS

DESIGN SUBMERSIBLE BRIDGEACROSS SUKANAKA NALAH

ON UDAIPUR- JHAMAR KOTADA ROADNEAR MATOON VILLAGE

INDEX

S.No

Particulars Page

1. Preamble

2. Hydraulic Design

3. Stability Check for Pier in Different Load Cases

4. Computation of Reinforcement in Pier

5. Design of Pier Footing

6. Design of Pier Footing Cap

7. Stability Check for Abutment in Different Load Cases

8. Design of Abutment Footing

9. Cross Sections & L Section of the River

10. Geotechnical Investigation Report

11. General Arrangement Drawing

12. Details of Pier Complete Drawing

13. Pier Reinforcement Details

14. Details of Bottom Anchorage of Pier

15. Details of Reinforcement in Pier cap

16. Deck Slab Anchorage Detail

17. Details of Abutment Complete Drawing

18. Details of Approach Slab

1 Design Notes SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD_6A9E4FC1

DESIGN OF SUBMERSIBLE BRIDGEON PADLA JAWAR MINES ROAD

PREAMBLE

Type of Bridge

The bridge shall be a Submersible bridge. The HFL is 99.480 m

and the proposed deck level is 99.975 m.

Decking Arrangement

The Deck Slab shall be 8400 mm wide i.e. 7500 mm carriage way and

450 mm wide Kerb (with recesses) on each side. There shall be 25 mm

wide expansion joint between the adjacent deck slabs along the length of

the bridge. The location of proposed road is right angle to the direction of

flow.

There shall be 5 Nos. of spans. The centre to centre distance for the

spans shall be 6600 mm.

Standard RCC Solid Slab Superstructure with right effective span 6 M

without footpath shall be provided in accordance to the Ministry of Surface

Transport (Roads Wing), New Delhi drawings.


It is proposed to construct Deck Slab 8400 mm wide i.e. 7500 mm

carriage way and 450 mm wide Kerb (with recesses) on each side. There

shall be 25 mm wide expansion joint between the adjacent deck slabs along

the length of the bridge.

As per requirement of use in the proposed bridge the deviation with

respect to these drawings shall be as follows:-

1. Pier Cap Width 1000 mm [In the reference drawing the

pier cap width is 800 mm]. The width of piers shall be 1000 mm. Due

to this change the Centre to Centre distance shall be 6600 mm (centre

to centre over piers). For all spans the clear span shall be 5600 mm

and the centre to centre distance shall be 6600 mm. The length of

reinforcement shall be modified as per these geometrical

requirements however spacing of the reinforcement shall not be

altered.

2. Kerb & Railing: - The total width of Kerb & railing shall be

450 mm. The Kerb will have recesses to allow water to pass from top

of the deck from u/s to d/s.

3. Reinforcement Detailing: - The reinforcement detailing is

suitably modified as required for the modifications referred above in

points 1 to 2.

The proposed decking arrangement is shown in Drawing D01 titled

as Decking arrangement.

Design Loads

The following loads have been considered in the design of deck slab

and for the stability of the sub structure:-

[A] Maximum of the following cases

I. One lane of IRC class 70R on carriage way

II. One lanes of IRC Class A on carriage way


III. Two lanes of IRC Class A on carriage way

IV. Three lanes of IRC Class A on carriage way

V. One lane of IRC class 70R and one lane of IRC Class A on carriage

way

VI. One lane of IRC class AA TRACKED VEHICLE on carriage way

In order to account for two adjacent slabs the resultant reactions and

moments have been multiplied by 2 for stability check of the sub structure.

[B] Other Loads

a) Footpath load of 5KN/Sqm.

b) Wearing coat land of 2 KN/Sqm.

Safe Bearing Capacity

No detailed sub soil investigation is carried out. From visual inspection

it is observed that the foundation rock is safe against the eroding effects of

the water flow and other climatic conditions.

As per presumptive Safe Bearing capacity Guidelines the Safe Bearing

Capacity adopted for design is 450 kN/ Sq M.

Depth of Foundation/Founding Level

For the footings near bore hole 1 to 3 the hard rock is available

in 2 m to 4 m depth from the river bed level and as per codal provisions the

foundation is to be embedded in 1.2 m depth however it is proposed to

embed the foundation 1.5 m in the rock.

Scour Depth

The computation of scour depth provided in the design is a part of

formal design steps and when hard rock is encountered there is no need to

embed the foundation in accordance to the scour depth.

Annular Space Filling Around Foundation Footing


As per the suggestion given for protection of footing (Ref. Hand book

for Bridge Engineer copy enclosed as (Annexure TEJ04) the annular space

around footing shall be filled with PCC 1:2:4 upto the rock level.

The provision is in accordance to there suggestions.

Reinforcement Detail & other Detail of Deck slab

Ministry of surface transport details drawings are enclosed

which contains miscellaneous details of deck slab including

reinforcement drawing.

The right effective span of the proposed bridge is 6 m.

The length along the centre line of road between pier centers is 6.60 m.

The deck slab pertaining to 6 m. right effective span shall

be provided as given in MOST drawings No. SD/101, SD/102, SD/103,

SD/104 AND SD/110.

In the drawing the clear right span is 5600 mm. The

proposed bridge shall have clear right span as 5600 mm conforming to

the standard drawing adopted.

Bearing detail

Tar paper bearing shall be providing on top of pier cap &

abutment cap.

Approach slab

The detail of approach slab is enclosed as drawing TEJ-03.

Pier Cap Detail

Pier cap drawing is enclosed as annexure TEJ-05.

Hydraulic CalculationComputation of Discharge 1 Flood calculation by Area Velocity Method (As per Article- 5 of IRC SP-13)

Q = A x V WhereA = 156.45 m2 A = Cross sectional area in m2

P = 76.30 m P = Perimeter calculated in mS = 1 IN 231 S = Slope as per drain LS taken at

Proposal siten = 0.033 n = Rugosity coefficient

(As per IRC SP-13)V = I/nx (A/P) 2/3 x(S) 1/2 V = Velocity in m/sec.

= 3.22 m/sec.Q = 503.77 Cumecs

Linear Water Way CalculationRegime Surface width of the stream is given by :- L = 4.8 (Q)1/2

DESIGN OF SUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD

Regime Surface width of the stream is given by :- L = 4.8 (Q)1/2= 107.74 m

Looking to the Financial Resourse Availability constraints adopt 5 Spans of 5.60 M each.This will cause contraction and afflux. Calculation is done for the same to fix deck level.Effective linear water way proposed = 5 x 5.6 = 28 M

Total 28 MScour Depth Calculation(As per clause no. 703.2.2.1 of IRC : 78.1983)

dsm = 1.34x (Db2 /Ksf) 1/3 WhereDb = The discharge in Cumecs per meter widthKsf = the silt factor

= 1.5Effective linear waterway = Width of waterway - Obstructed width of piper

= 52.80 - ( 4 x 1.2 )= 48.00 m

Db = 503.77 / 48.00= 10.5 Cumecs per metre width

dsm = 5.62 m

Afflux CalculationAs per IS: 7784 (Part -I) 1975Molesworth Formula for Afflux

Afflux h = ((V2/17.85) +0.0152)x(A2/a2-1)Where,

h = afflux in m,v = Velocity in the unobstructed stream in m/s,A = the unobstructed sectional area of the river in m2

a = the obstructed sectional area of the river at the cross drainage work in m2.As per Annexure- 1

Unobstructed Area of Flow after Bridge Construction = 52.800 x 2.60 = 137.3 m2

A = 137.28 m2

As per Clause No. 703-2-3-1 of IRC 78-1983 considering Scour at the pier two times of calculated scour depth below the highest flood level butrock is available on the site, so foundation level is considered as 1.5 in rock.

A = 137.28 m2

V = 3.22 m/sec.

HFL : 99.480 mTop Level of Deck slab : 99.975 m

Thickness of Slab and Wearing Coat 0.675 mLength Of Slab 52.800 m

Height of Obstruction 0.180 mArea obstructed by deck slab 52.800 x 0.18

= 9.50 m2

HFL : 99.480 mSoffit of Deck slab : 99.300 m

Average river bed level = 96.880 mNos. of pier = 4

Height of Obstruction 99.480 - 96.880 = 2.600 mArea obstructed by one pier : = 1.2 x 2.60

= 3.12 m2

Computation of Area obstructed by Piers

Computation of Area obstructed by Deck Slab

For 4 Nos. of piers = 4 x 3.12A1 = 12.48 m2

Average ground level = 97.500 mHeight of Obstruction 99.480 = 97.500 = 1.980 mArea obstructed by one Abutment : A2 = (0.40+0.75)/2 x 1.98

= 1.14 m2

For two Abutments = 2 x 1.14= 2.28 m2

Total area of obstruction due to slab,piers and abutments A = A0 +A1 + A2

= 9.50 + 12.48 + 2.28= 24.26 m2

Actual Area of flow a = 137.280 - 24.26= 113.02 m2

Afflux h = 0.29 m

Computation of Area obstructed by Abutments

Afflux h = 0.29 mAfflux flood level = 99.480 + 0.29 = 99.770 m Obstructed Velocity V = Q/a - Obstructed Velocity = 503.77 / 113.02

= 4.46 m/secHowever we consider design velocity 5.00 m/sec.Afflux flood level = 99.770 mTop Level of Deck slab : = 99.975 m

This is just above the Afflux flood level.Hence OK.

TEJHANS INVESTMENTS

HIGHEST FLOOD LEVEL 99.480 MCHAINAGE G.L. DEPTH OF

FLOW INM

LENGTHOF FLOW

AVERAGEDEPTH OF

FLOW

CROSSSECTIONAL

AREA OF FLOW

WETTEDPERIMETER

0.00 101.140 0.00 0.00 0.00 0.00 0.003.00 100.820 0.00 3.00 0.00 0.00 0.006.00 100.680 0.00 3.00 0.00 0.00 0.009.00 100.700 0.00 3.00 0.00 0.00 0.00

12.00 100.360 0.00 3.00 0.00 0.00 0.0015.00 99.920 0.00 3.00 0.00 0.00 0.0018.00 99.850 0.00 3.00 0.00 0.00 0.0021.00 99.630 0.00 3.00 0.00 0.00 0.0024.00 99.340 0.14 3.00 0.07 0.21 3.0027.00 98.920 0.56 3.00 0.35 1.05 3.03

CIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.-

9414868322

DETERMINATION OF VELOCITY AT PROPOSEDSUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD

HYDRAULICS Page 7 Date 2/15/2014

27.00 98.920 0.56 3.00 0.35 1.05 3.0330.00 98.730 0.75 3.00 0.66 1.97 3.0133.00 98.630 0.85 3.00 0.80 2.40 3.0036.00 98.310 1.17 3.00 1.01 3.03 3.0239.00 96.560 2.92 3.00 2.05 6.14 3.4742.00 96.210 3.27 3.00 3.10 9.29 3.0245.00 96.170 3.31 3.00 3.29 9.87 3.0048.00 96.140 3.34 3.00 3.33 9.98 3.0051.00 95.970 3.51 3.00 3.43 10.28 3.0054.00 96.190 3.29 3.00 3.40 10.20 3.0157.00 96.110 3.37 3.00 3.33 9.99 3.0060.00 96.140 3.34 3.00 3.36 10.07 3.0063.00 96.100 3.38 3.00 3.36 10.08 3.0066.00 96.040 3.44 3.00 3.41 10.23 3.0069.00 96.090 3.39 3.00 3.42 10.25 3.0072.00 96.030 3.45 3.00 3.42 10.26 3.0075.00 96.780 2.70 3.00 3.08 9.23 3.0978.00 97.130 2.35 3.00 2.53 7.58 3.0281.00 97.110 2.37 3.00 2.36 7.08 3.0084.00 99.120 0.36 3.00 1.37 4.10 3.6187.00 99.110 0.37 3.00 0.37 1.10 3.0090.00 99.110 0.37 3.00 0.37 1.11 3.0093.00 99.330 0.15 3.00 0.26 0.78 3.0196.00 99.480 0.00 3.00 0.08 0.23 3.0099.00 99.770 0.00 3.00 0.00 0.00 0.00

102.00 100.160 0.00 3.00 0.00 0.00 0.00105.00 101.890 0.00 3.00 0.00 0.00 0.00

TOTAL 105.00 156.45 76.30

HYDRAULICS Page 7 Date 2/15/2014

CHAINAGE G.L. DEPTH OFFLOW IN

M

LENGTHOF FLOW

AVERAGEDEPTH OF

FLOW

CROSSSECTIONAL

AREA OF FLOW

WETTEDPERIMETER

A 156.45 SQMP 76.30 MR 2.05 MN 0.033S 1 IN 231V 3.22 M/SECQ 503.44 CUMECS

Discharge calculated by empirical formula is 460.97 CUMECS503.44 CUMECS

Hence Design Discharge = 503.44 CUMECSwhich is Less than

The design engineer visually observed the river to ascertain theRoughness Coefficient n for the Manning's formula. Upon visualinspection of the river in the vicinity of the proposed bridge site itwas found that the River bed surface is good with clean straightbanks, no rifts or deep pools however containing some weeds andstones. Roughness Coefficient pertaining to these characteristics is0.033

HYDRAULICS Page 8 Date 2/15/2014HYDRAULICS Page 8 Date 2/15/2014

COMPUTATION OF DISCHARGE BY IMPERICAL FORMULAE Catchment Area M = 14 Sq Km

INGLIS FORMULA For small areasFor small areasQ=123.2M1/2 Q = 460.97 Cumecs

For all types of catchmentsQ=123.2M/((M+10.36)1/2) Q = 349.46 Cumecs

Maximum of All 460.97 Cumecs

Check Against UpliftThe uplift force shall be maximum when the flow level is Just at near deck level. THIS WILL BE IN CASE OF AFFLUX FLOOD LEVEL 99.77 MTotal Height = 0.29 MMaximum Uplift Pressure = 0.29 x 10 = 2.9 kN/SqmArea of Slab under effect of buoyancy = 6.80 x 8.4 = 57.12 SqmUplift Force on Slab = 57.12 x 2.9 = 165.65 kN

Self Weight of Slab = 6.80 x 8.40 x 0.60 x 24.00 = 822.53 kNSelf Weight of Wearing Coat = 6.80 x 7.50 x 0.075 x 24.00 = 91.80 kN

Kerb = 2X6.8 x 1.50 x 0.50 x 24.00 = 244.80 kNTOTAL 1159.13 kN

Net Uplift Pressure = 165.65 - 1159.13 = -993.48 kN< 0 Hence Ok.

Check Against SlidingRefer Stability Check of PierWATER CURRENT IN TRANSVERSE DIRECTION ( ACROSS THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec Maximum velocity being 1.414 x mean velocity (1.414= Root of 2)Obstructed Velocity = V Cos 20 0 = 5.00 x Cos 20 0

= 4.702v2 = 44.16The soffit of the deck is at = 99.30 M The afflux Flood Level is 99.77 MDRAG FORCE ON DECK SLAB DUE TO AFFLUX

Area Obstructed = 6.80 x 0.290 = 1.97 Sqm

Drag Force on Slab = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 44.16 x 1.97 / 100 = 67.92 kN

Dia of Anchor Bars 32 mmPermissible Shear Stress 190 N/mm2

Shear Force Resisted by one Anchor Bar = ( 0.785 x 32 2 /4 )x 190 / 1000 = 38.19 kNNumber Of Bars Provided Per slab 10 Nos.Total Shear Resisted = 10 x 38.19 = 381.9 kNFACTOR OF SAFETY = 381.9 / 67.92022 = 5.63

> 2.00 Hence OK

ANCHORAGE OF DECK SLAB TO SUBSTRUCTURE

In the case of a submersible bridge, the deck slab is near the plane of maximum velocity. To counteract the sliding action due tovelocity of flow, loss of weight of slab due to buoyancy, the tilting forces due to eddies and currents and the disturbing forces due todebris or trees floating down the stream , it is necessary to anchor the deck slab to the substructure.

One possible solution to this anchorage is as shown in detailed drawing. The aim in this anchorage is to secure the deck slab to piersor abutments against uplift or lateral thrust and at the same time allow lateral movement due to expansion and contraction due totemperature effects the arrangement will be evident from the sketch given in the detailed drawing.

Chainage inM (u/s ord/s)

RL in M

(75.00) 96.345(60.00) 96.305(50.00) 96.240(40.00) 96.215(30.00) 96.185(20.00) 96.125(10.00) 96.075

- 96.03010.00 95.99020.00 95.97030.00 95.87040.00 95.85550.00 95.80560.00 95.77070.00 95.69575.00 95.695 Ch RL75.00 95.695 -75.00 96.345

(75.00) 96.345 75.00 95.695

DISTANCE 150 MFALL 0.65 MSLOPE 1 IN 231

Reference Poits

DETERMINATION OF BED SLOPE OF THE RIVERDESIGN OF SUBMERSIBLE BRIDGE ON

PADLA JAWAR MINES ROAD

96.20096.30096.400

L SECTION OF RIVER BED

3 Stability Analysis SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 8 Date 2/15/2014

95.60095.70095.80095.90096.00096.10096.200

(100.00) (80.00) (60.00) (40.00) (20.00) - 20.00 40.00 60.00 80.00 100.00

Series1

3 Stability Analysis SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 8 Date 2/15/2014

CASE- 1 FOR SERVICE CONDITION AT R. L.92.97 M 167.80 14.27 175.48 21.95CASE- 2 FOR IDLE CONDITION AT R. L.92.97 M 127.06 13.28 134.74 20.96CASE- 3 FOR WIND FORCE AT SERVICE CONDITION AT R. L.92.97 M 168.42 13.65 176.10 21.32CASE- 4 FOR WIND FORCE AT IDLE CONDITION AT R. L.92.97 M 127.68 12.66 98.69 41.66 135.36 20.34CASE- 5 FOR ONE SPAN DISLODGED CONDITION AT R. L.92.97 M 110.47 -4.55 81.48 24.44 60.64 17.62

Maximum 176.10 -4.55 Minimum

CASE- 6 FOR SERVICE CONDITION AT R. L.93.97 M 358.09 -37.88 361.34 -34.63CASE- 7 FOR IDLE CONDITION AT R. L.93.97 M 262.43 -23.05 265.68 -19.80CASE- 8 FOR WIND FORCE AT SERVICE CONDITION AT R. L.93.97 M 359.09 -38.89 362.34 -35.63CASE- 9 FOR WIND FORCE AT IDLE CONDITION AT R. L.93.97 M 303.85 16.36 307.10 19.61

Maximum 362.34 -38.89 Minimum

ABSTRACT OF BASE PRESSURE AND STRESSES

DESIGN DATA

1 RIGHT EFFECTIVE SPAN = 5.60 M2 SPAN C/C OF PIERS = 6.80 M3 OVERALL WIDTH OF PIER CAP = 8.40 M4 H.F.L. = 99.48 M5 BUOYANCY6 AT FOOTING LEVEL = 100.00 %7 AT PIER LEVEL = 100.00 %8 AQUEDUCT FALLS UNDER ZONE-II

SO SEISMIC CASE IS NOTGOVERNING HERE.

TEJHANS INVESTMENTSCIVIL & STRUCTURAL ENGINEERING CONSULTANTS2/227 Shiv Colony, BANSWARA Mob.- 9414868322

DESIGN OF PIER AND CHECK FOR STABILITY- SUBMERSIBLE BRIDGE ON PADLA JAWAR MINES ROAD

STABILITY CHECK FOR PIER Page 9 Date 2/15/2014

8 AQUEDUCT FALLS UNDER ZONE-IISO SEISMIC CASE IS NOTGOVERNING HERE.

9 FLOOD DISCHARGE = 503.44 CUMECS10 RIVER BED SLOPE = 1 IN 23111 DESIGN VELOCITY = 5.00 m/sec12 BED LEVEL OF THE HEIGHEST PIER = 96.03 M

13 SAFE BEARING CAPACITY = 45.00 t/m2 450.00 kN/m214 TOP LEVEL OF FOUNDING ROCK = 94.47 M15 EMBEDMENT OF PIER IN HARD

ROCK= 1.50 M

16 FOUNDATION LEVEL OF THEHIGHEST PIER

= 92.97 M

17 DECK LEVEL OF THE BRIDGE = 99.975 M18 TOP LEVEL OF THE PIER CAP = 99.300 M19 LEVEL DIFFERENCE OF PIER CAP

TOP AND FOUNDING LEVEL= 6.33 M

CHECKING STABILITY OF PIER AT R.L.92.97 M FOOTING LEVELA DEAD LOAD CALCULATION

SUPER STRUCTURESelf Weight of Slab = 6.80 x 8.40 x 0.60 x 24.00 = 822.53 kN

Self Weight of Wearing Coat = 6.80 x 7.50 x 0.075 x 24.00 = 91.80 kNKerb = 2X6.8 x 0.45 x 0.32 x 24.00 = 46.27 kN

TOTAL 960.60 kNSUB STRUCTURE

Pier Cap



Pier Cap = 1.00 x 8.40 x 0.30 x 24.00 = 60.480 kNTOTAL 60.480 kN

PierPier Rectangular portion = 1.00 x 7.90 x 3.48 x 24.00 = 659.808 kN

Pier Curved portion = 3.14 / 4 x 1.00 x 1.00 x 3.48 x 24.00 = 65.563 kNFlared Portion bottom = 0.50 x 0.60 x 0.30 x 24.00 = 2.160 kN

= 3.14 / 4 x 1.20 x 1.20 x 0.60 x 24.00 = 16.278 kNTOTAL 749.235 kN

Weight of Pier Above H.F.L. = 0.000 kNWeight of Pier Below H.F.L. = 749.23 - 0.00 = 749.235 kN

Weight of Sub Structure with 15% Buoyancy = 0.00 + ( 749.23 x 22.50 / 24.00 ) = 702.408 kNFooting SIZE 9.30 M x 3.00 M x 0.60 M

Weight without Buoyancy = 9.30 x 3.00 x 0.60 x 24.00 = 401.760 kNWeight with 100% Buoyancy = 9.30 x 3.00 x 0.60 x 14.00 = 234.360 kN

Total Weight of Substructure Without Buoyancy


Weight with 100% Buoyancy = 9.30 x 3.00 x 0.60 x 14.00 = 234.360 kNTotal Weight of Substructure Without Buoyancy

= 60.48 + 749.23 + 401.76 = 1211.475 kNTotal Weight of Substructure With Buoyancy

= 60.48 + 702.41 + 234.36 = 997.248 kN

B LIVE LOAD CALCULATIONMaximum Reaction due Live Loadincluding Impact = 582.00 x 1.00 = 582.00 kNRefer Live load Computation sheetshowing maximum reaction

= 58.20 T which is = 582.00 kN

TOTAL LONGITUDINAL MOMENT DUE TO LIVE LOAD & BREAKING FORCEMaximum Longitudinal moment due toLive Load including Impact andBreaking Force = 106.00 x 1.00 = 106.00 kN-mRefer Live load Computation sheetshowing maximum reaction = 10.60 T- m

which is = 106.00 kN-m

TOTAL TRANSVERSE MOMENT DUE TO LIVE LOAD & BREAKING FORCEMaximum Transverse moment due toLive Load including Impact andBreaking Force = 531.00 x 1.00 = 531.00 kN-m



Refer Live load Computation sheetshowing maximum reaction = 53.10 T- m

which is = 531.00 kN-m

C LOADS DUE TO WATER CURRENTWATER CURRENT IN LONGITUDINAL DIRECTION ( ALONG THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec

Obstructed Velocity = V Sin 20 0 = 5.00 x Sin 20 0= 1.71

2v2 = 5.84Total SUBMERGED Height = 5.01 M 5.84 4.71 4.56 0.00

FORCE ON DECK SLAB BETWEEN Deck Level 99.975 M to Soffit Level 99.300 M2v2 = ( 5.84 + 4.71 ) /2 = 5.27

Since the bridge is at Zero Degrees skew from the direction of current as per IRC- II ( 6-1966) clause 213.5 it should be designed for (20+0) =20 Degrees or (20-0) = 20 Degrees whichevergives higher quantum of water current forces.


2v2 = ( 5.84 + 4.71 ) /2 = 5.27Area Obstructed = 8.40 x 0.47 = 3.95 Sqm

Force on Pier = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 5.27 x 3.95 / 100 = 16.24 kN at R.L. 99.535 M

Moment @ R. L. 94.57 M = 16.24 x 4.97 = 80.65 kN-mMoment @ R. L. 93.97 M = 16.24 x 5.57 = 90.39 kN-mMoment @ R. L. 92.97 M = 16.24 x 6.57 = 106.63 kN-m

FORCE ON PIER CAP BETWEEN RL 99.300 M TO 99.000 M2v2 = ( 4.71 + 4.56 ) /2 = 4.63




FORCE ON PIER BETWEEN RL 99 M TO 94.470 M2v2 = ( 4.56 + 0.00 ) /2 = 2.28






TOTAL LONGITUDINAL MOMENT DUE TO WATER CURRENTMoment @ R. L. 94.57 M = 80.65 + 41.71

+ 251.36 = 373.72 kN-mMoment @ R. L. 93.97 M = 90.39 + 47.17

+ 321.03 = 458.59 kN-mMoment @ R. L. 92.97 M = 106.63 + 56.28

+ 437.13 = 600.04 kN-mWATER CURRENT IN TRANSVERSE DIRECTION ( ACROSS THE BRIDGE)As per IRC- II ( 6-1966) clause 213.5 For V= 5.00 m/sec Maximum velocity being 1.414 x mean velocity (1.414= Root of 2)Obstructed Velocity = V Cos 20 0 = 5.00 x Cos 20 0

= 4.702v2 = 44.16

Total Height = 5.01 M 44.16 35.56 34.46 0.00FORCE ON DECK SLAB BETWEEN Deck Level 99.975 M to Soffit Level 99.300 M

2v2 = ( 44.16 + 35.56 ) /2 = 39.86Area Obstructed = 6.80 x 0.000 = 0.00 Sqm



Force = 52.00 x k x v2 x Area Obstructed= 52.00 x 1.50 x 39.86 x 0.00 / 100 = 0.00 kN at R.L. 99.535 M


FORCE ON PIER CAP BETWEEN RL 99.300 M TO 99.000 M2v2 = ( 35.56 + 34.46 ) /2 = 35.01




FORCE ON PIER BETWEEN RL 99 M TO 94.470 M2v2 = ( 34.46 + 0.00 ) /2 = 17.23




TOTAL TRANSVERSE MOMENT DUE TO WATER CURRENT



Moment @ R. L. 94.57 M = 80.65 + 41.71 =+ 251.36 373.72 kN-m

Moment @ R. L. 93.97 M = 90.39 + 47.17 =+ 321.03 458.59 kN-m

Moment @ R. L. 92.97 M = 106.63 + 56.28 =+ 437.13 600.04 kN-m

D SEISMIC CONDITION

E WIND FORCESlab

Area = 6.60 x 0.68 = 4.46 Sqmheight of C.G. above Bed level = 99.54 - 96.03 = 3.51 m

According to Clause 212.3 IRC -6 -1966 Wind pressure = 82.71 Kg/Sqm = 0.83 kN/SqmWind Force = 4.46 x 0.83 = 3.68 kN

According to clause 222.1 of IRC : 6- 1966 the Aqueduct is situated in the standard Zone- II ; therefore theaqueduct need not to be designed for Seismic Forces.


Wind Force = 4.46 x 0.83 = 3.68 kNMoment @ R. L. 94.57 M = 3.68 x 4.97 = 18.29 kN-mMoment @ R. L. 93.97 M = 3.68 x 5.57 = 20.51 kN-mMoment @ R. L. 92.97 M = 3.68 x 6.57 = 24.19 kN-m

Pier CapArea A1 = 1.00 x 0.30 = 0.30 SqmArea A2 = 0.00 x 0.60 = 0.00 Sqm

Total 0.30 SqmY = ( 0.30 x 0.90 )+ ( 0.00 x 0.30 ) / 0.30 0.90 M

height of C.G. above Bed level = 99.15 - 96.03 = 3.12 mAccording to Clause 212.3 IRC -6 -1966 Wind pressure = 81.86 Kg/Sqm = 0.82 kN/Sqm


(I) Pier from R.L. 99.300 to 96.03 MArea = 1.20 x 3.27 = 3.92 Sqm

height of C.G. above Bed level = 97.67 - 96.03 = 1.63 mAccording to Clause 212.3 IRC -6 -1966 Wind pressure = 78.60 Kg/Sqm = 0.79 kN/Sqm


TOTAL TRANSVERSE MOMENT DUE TO WIND FORCEMoment @ R. L. 94.57 M = 18.29 + 1.12 + 9.55 +

= 28.97 kN-m



Moment @ R. L. 93.97 M = 20.51 + 1.27 + 0.91 += 22.69 kN-m

Moment @ R. L. 92.97 M = 24.19 + 1.52 + 1.15 += 26.86 kN-m

CASE- 1 FOR SERVICE CONDITION AT R. L.92.97 MVERTICAL LOADS

DEAD LOAD CALCULATIONSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without Buoyancy 2172.07SUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT = 600.04 + 106.00 = 706.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 531.00 = 1131.04 kN-m

C.S.A. = 9.30 x 3.00 = 27.90 m2

BASE PRESSURE CALCULATION


Total TRANSVERSE MOMENT = 600.04 + 531.00 = 1131.04 kN-mC.S.A. = 9.30 x 3.00 = 27.90 m2

Ixx = 1/6x 9.30 x 3.00 2 = 13.95 m3

Iyy = 1/6x 9.30 2 x 3.00 = 43.25 m3

STRESS with Buoyancy = ( 2539.84 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1131.04 / 43.25 )= 91.03 + / - 50.61 + / - 26.15

Pmax = 91.03 + 50.61 + 26.15= 167.80 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 91.03 - 50.61 - 26.15

= 14.27 kN/m2> 0 Hence O.K.

STRESS without Buoyancy = ( 2754.07 / 27.90 )+ / - ( 706.04 / 13.95 )+ / - ( 1131.04 / 43.25 )= 98.71 + / - 50.61 + / - 26.15

Pmax = 98.71 + 50.61 + 26.15= 175.48 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 98.71 - 50.61 - 26.15

= 21.95 kN/m2> 0 Hence O.K.

CASE- 2 FOR IDLE CONDITION AT R. L.92.97 M (WHEN THERE IS NO LIVE LOAD)SUPER STRUCTURE = 960.60 kN A CHECK OF STABILITY DUE TO BUOYANCY EFFECTSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With Buoyancy



LIVE LOAD = 0.00 kNTotal Load without Buoyancy = 2172.07 kNTotal Load with Buoyancy = 1957.84 kN


Pmax = 70.17 + 43.01 + 13.88= 127.06 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 70.17 - 43.01 - 13.88

= 13.28 kN/m2> 0 Hence O.K.


Pmax = 77.85 + 43.01 + 13.88= 134.74 kN/m2


Pmax = 77.85 + 43.01 + 13.88= 134.74 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 77.85 - 43.01 - 13.88

= 20.96 kN/m2> 0 Hence O.K.

CASE- 3 FOR WIND FORCE AT SERVICE CONDITION AT R. L.92.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT = 600.04 + 106.00 = 706.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 + 531.00 = 1157.91 kN-m


Pmax = 91.03 + 50.61 + 26.78= 168.42 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 91.03 - 50.61 - 26.78

= 13.65 kN/m2> 0 Hence O.K.




Pmax = 98.71 + 50.61 + 26.78= 176.10 kN/m2

< 450 kN/m2 Hence O.K.Pmin = 98.71 - 50.61 - 26.78

= 21.32 kN/m2> 0 Hence O.K.

CASE- 4 FOR WIND FORCE AT IDLE CONDITION AT R. L.92.97 M [ NO LIVE LOAD ]SUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 2172.07 kNTotal Load with Buoyancy = 1957.84 kNTotal LONGITUDINAL MOMENT = 600.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-m


Total TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-mSTRESS with Buoyancy = ( 1957.84 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 626.91 / 43.25 )

= 70.17 + / - 43.01 + / - 14.50Pmax = 70.17 + 43.01 + 14.50

= 127.68 kN/m2 98.69 41.66< 450 kN/m2 Hence O.K.

Pmin = 70.17 - 43.01 - 14.50= 12.66 kN/m2

> 0 Hence O.K.P3 = 70.17 + 43.01 - 14.50

= 98.69 kN/m2 12.66 127.68< 450 kN/m2 Hence O.K.

P4 = 70.17 - 43.01 + 14.50= 41.66 kN/m2

> 0 Hence O.K.STRESS without Buoyancy = ( 2172.07 / 27.90 )+ / - ( 600.04 / 13.95 )+ / - ( 626.91 / 43.25 )

= 77.85 + / - 43.01 + / - 14.50Pmax = 77.85 + 43.01 + 14.50 49.33 106.37

= 135.36 kN/m2< 450 kN/m2 Hence O.K.

Pmin = 77.85 - 43.01 - 14.50= 20.34 kN/m2

> 0 Hence O.K. 20.34 135.36

Stress Diagram

Stress Diagram



CASE- 5 FOR ONE SPAN DISLODGED CONDITION AT R. L.92.97 MSUPER STRUCTURE = 480.30 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 1691.77 kNTotal Load with Buoyancy = 1477.55 kNTotal LONGITUDINAL MOMENT = 600.04 kN-mTotal TRANSVERSE MOMENT = 600.04 + 26.86 = 626.91 kN-m


Pmax = 52.96 + 43.01 + 14.50= 110.47 kN/m2 24.44 81.48

< 450 kN/m2 Hence O.K.Pmin = 52.96 - 43.01 - 14.50

= -4.55 kN/m2


= -4.55 kN/m2P3 = 52.96 + 43.01 - 14.50

= 81.48 kN/m2 -4.55 110.47

P4 = 52.96 - 43.01 + 14.50= 24.44 kN/m2


Pmax = 60.64 + 43.01 + 0.00= 103.65 kN/m2 17.62 103.65

Pmin = 60.64 - 43.01 - 0.00= 17.62 kN/m2

P3 = 60.64 + 43.01 - 0.00= 103.65 kN/m2 17.62 103.65

P4 = 60.64 - 43.01 + 0.00= 17.62 kN/m2

CASE- 6 FOR SERVICE CONDITION AT R. L.93.97 MVERTICAL LOADS

DEAD LOAD CALCULATIONSUPER STRUCTURE = 960.60 kN

Stress Diagram

Stress Diagram



SUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 + 106.00 = 479.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 531.00 = 904.72 kN-m

C.S.A. = 12.00 x 1.20 = 14.40 m2

Ixx = 1/6x 12.00 x 1.20 2 = 2.88 m3

Iyy = 1/6x 12.00 2 x 1.20 = 28.80 m3


Pmax = 160.10 + 166.57 + 31.41= 358.09 kN/m2

< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.


< 8000 kN/m2 (that is 8 N/mm2 ) Hence O.K.Pmin = 160.10 - 166.57 - 31.41

= -37.88 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.


Pmax = 163.35 + 166.57 + 31.41= 361.34 kN/m2



CASE- 7 FOR IDLE CONDITION AT R. L.93.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 0.00 kNTotal Load without Buoyancy = 1770.31 kNTotal Load with Buoyancy = 1723.48 kN


Pmax = 119.69 + 129.76 + 12.98= 262.43 kN/m2






Pmax = 122.94 + 129.76 + 12.98= 265.68 kN/m2



CASE- 8 FOR WIND FORCE AT SERVICE CONDITION AT R. L.93.97 MSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without Buoyancy


SUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 + 106.00 = 479.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 28.97 + 531.00 = 933.68 kN-m


Pmax = 160.10 + 166.57 + 32.42= 359.09 kN/m2




Pmax = 163.35 + 166.57 + 32.42= 362.34 kN/m2



CASE- 9 FOR WIND FORCE AT IDLE CONDITION AT R. L.93.97 M



SUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT = 373.72 kN-mTotal TRANSVERSE MOMENT = 373.72 + 28.97 = 402.68 kN-m


Pmax = 160.10 + 129.76 + 13.98= 303.85 kN/m2


= 16.36 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.


> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.


Pmax = 163.35 + 129.76 + 13.98= 307.10 kN/m2


= 19.61 kN/m2> (- 3600 kN/m2 (that is 3.6 N/mm2 ) Hence O.K.


R.L. 93.57 M TO 94.17 MFOR SERVICE CONDITION

VERTICAL LOADSSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 809.71 kN Without BuoyancySUB STRUCTURE = 762.89 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2352.31 kNTotal Load with Buoyancy = 2305.48 kNTotal LONGITUDINAL MOMENT

Moment @ R. L. 93.97 M = 479.72 kN-mTotal TRANSVERSE MOMENT


REINFORCEMENT CALCULATION IN PIER IN LOWER FLARED PORTION

STEEL IN FLARED PIER BASE Page 19 Date 2/15/2014

Total TRANSVERSE MOMENTMoment @ R. L. 93.97 M = 933.68 kN-m

CONCRETE MIX M-30CHARACTERISTIC STRENGTH OF REINFORCEMENT 415 N/mm2PERMISSIBLE STRESSESIN STEEL 190IN CONCRETECHARACTERISTIC STRENGTH OFConcrete fck = 20 N/mm2Permissible Compressive Stress inBending cbc = 8 N/mm2Permissible Compressive Stress in DirectCompression cc = 8 N/mm2

ct = 3.6 N/mm2Ultimate Axial Load PU = 1.5 X 2352.31 = 3528.465 kNUltimate Longitudinal Moment MU = 1.5 X 479.72 = 719.5792 kN-mUltimate Transverse Moment MU = 1.5 X 933.68 = 1400.527 kN-mINCREASE WHEN WIND CONDITION IS CONSIDERED 33.33 %Neglecting area of Cut and Ease water parts Rectangular Section considered is

8900 mm x 2000 mmAssume cover as 75

d1/d = 85 / 2000 = 0.0425



PU/(fck b d) = 3528.47 x 1000 / ( 20 x 8900 x 2000 )= 0.0099

FOR LONGITUDINAL MOMENTMu/(fck b d

2) = 719.58 x 1000000 / ( 20 x 8900 x 2000 2 )= 0.0010

CRITERIA 1 FOR MINIMUM STEEL Pt = 0.8 % OF CROSS SECTION AREA OF COLUMN REQUIRED FOR COMPRESSION

Area Required due to Compression = 2305.48 x 1000 / 8= 288185 mm2

The point lies below the range of applicability. Hence provide minimum percentage of steel

Refer Chart 31 & 32 of Design Aids for Reinforced concrete SP-16 the point lies below the range of applicability. Hence provide minimumpercentage of steel.


= 288185 mm2Area of steel @ 0.8% = 0.8 x 288185 / 100

= 2305 mm2

CRITERIA 2 FOR MINIMUM STEEL Pt = 0.3 % OF GROSS SECTION AREA OF COLUMNArea of steel @ 0.3% = 0.3 x 8900 x 2000 / 100

= 53400 mm2

PROVIDE STEEL AREA = 53400 mm2NO. OF 20 MM BARS = 170 Nos.SPACING = 120 MMFOR TRANSVERSE MOMENT

Mu/(fck b d2) = 1400.53 x 1000000 / ( 20 x

8900 x 2000 2 )= 0.0020

TRANSVERSE REINFORCEMENTShear Force to be resisted by the pier In Accordance to IS 1893

933.68 / 11.87 = 78.64 kNCheck for Shear




Nominal Shear Stress = 78.64 x 1000 / ( 8900 x 2000 )= 0.00 N/mm2

Pt 0.30Permissible Shear Stress = 0.40 N/mm2 Refer table 61

According to IRC 21-1987 Clause 306.3Dia of Transverse Reinforcement = 20 / 4 = 5 mm

Provide 12 mm dia ringsPitch of the Transverse should be least ofa) Least lateral Dimension = 2000 mmb) 12 d = 12 x 12 = 144 mmc) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm

Nominal Shear Reinforcement will suffice


c) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm

Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FOR DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESCheck for Size of Hoop Reinforcement Refer IS 13920:1993 Cl. 7.4.8

Ash= 0.18 Sh (Fck/Fy)x(Ag/Ak-1)S = 100.00 mmh = 300.00 N/mm2 (Spacing of long. bars+ effective cover) or 300 mm whichever is less

Fck = 30.00 N/mm2 Cover 75 mm to main reinforcementFy = 415.00 N/mm2

Ag = 2000.00 mm2 Considering 1 mm Wide PierAk = 1894.00 mm2 Considering 1 mm Wide Pier Effective

Hence Ash = 21.85 mm2

Ash ProvideD = 113.04 mm2 Which is OKd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm

Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FORDUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESABSTRACTLONGITUDINAL REINFORCEMENT 20 MM BARS 120 MM However Adopt spacing as 150 mmTRANSVERSE REINFORCEMENT 12mm dia rings @100mm c/c.


R.L. 94.17 M TO 100.80 MFOR SERVICE CONDITION

VERTICAL LOADSSUPER STRUCTURE = 960.60 kNSUB STRUCTURE = 1211.47 kN Without BuoyancySUB STRUCTURE = 997.25 kN With BuoyancyLIVE LOAD = 582.00 kNTotal Load without Buoyancy = 2754.07 kNTotal Load with Buoyancy = 2539.84 kNTotal LONGITUDINAL MOMENT

Moment @ R. L. 94.17 M = 706.04 kN-mTotal TRANSVERSE MOMENT

Moment @ R. L. 94.17 M = 1131.04 kN-mCONCRETE MIX M-20


REINFORCEMENT CALCULATION IN PIER SUBMERSIBLE BRIDGE ACROSS AYAD RIVER ON OLD BHUPALPURA - NEW BHUPALPURA ROAD NEAR POLICE CHOWKI

STEEL IN PIER Page 19 Date 2/15/2014

CONCRETE MIX M-20CHARACTERISTIC STRENGTH OF REINFORCEMENT 415 N/mm2PERMISSIBLE STRESSESIN STEEL 190IN CONCRETECHARACTERISTIC STRENGTH OFConcrete fck = 20 N/mm2Permissible Compressive Stress inBending cbc = 8 N/mm2Permissible Compressive Stress in DirectCompression cc = 8 N/mm2

ct = 3.6 N/mm2Ultimate Axial Load PU = 1.5 X 2754.07 = 4131.105 kNUltimate Longitudinal Moment MU = 1.5 X 706.04 = 1059.067 kN-mUltimate Transverse Moment MU = 1.5 X 1131.04 = 1696.567 kN-mINCREASE WHEN WIND CONDITION IS CONSIDERED 33.33 %Neglecting area of Cut and Ease water parts Rectangular Section considered is

7900 mm x 1000 mmAssume cover as 75

d1/d = 85 / 1000 = 0.0850PU/(fck b d) = 4131.11 x 1000 / ( 20 x 7900 x 1000 )

= 0.0261FOR LONGITUDINAL MOMENT



Mu/(fck b d2) = 1059.07 x 1000000 / ( 20 x 7900 x 1000

2 )= 0.0067

CRITERIA 1 FOR MINIMUM STEEL Pt = 0.8 % OF CROSS SECTION AREA OF COLUMN REQUIRED FOR COMPRESSION

Area Required due to Compression = 2539.84 x 1000 / 8= 317480 mm2

Area of steel @ 0.8% = 0.8 x 317480 / 100= 2540 mm2

CRITERIA 2 FOR MINIMUM STEEL Pt = 0.3 % OF GROSS SECTION AREA OF COLUMNArea of steel @ 0.3% = 0.3 x 7900 x 1000 / 100

The point lies below the range of applicability. Hence provide minimum percentage of steel



Area of steel @ 0.3% = 0.3 x 7900 x 1000 / 100= 23700 mm2

PROVIDE STEEL AREA = 23700 mm2NO. OF 20 MM BARS = 75 Nos.SPACING = 230 MMFOR TRANSVERSE MOMENT

Mu/(fck b d2) = 1696.57 x 1000000 / ( 20 x

7900 x 1000 2 )= 0.0107

TRANSVERSE REINFORCEMENTShear Force to be resisted by the pier In Accordance to IS 1893

1131.04 / 11.87 = 95.27 kNCheck for Shear

Nominal Shear Stress = 95.27 x 1000 / ( 7900 x 1000 )= 0.01 N/mm2

Pt 0.30Permissible Shear Stress = 0.40 N/mm2 Refer table 61

According to IRC 21-1987 Clause 306.3Dia of Transverse Reinforcement = 20 / 4 = 5 mm

Nominal Shear Reinforcement will suffice




Provide 12 mm dia ringsPitch of the Transverse should be least ofa) Least lateral Dimension = 1000 mmb) 12 d = 12 x 12 = 144 mmc) 300 mm = 300 mmd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm

Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FOR DUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESCheck for Size of Hoop Reinforcement Refer IS 13920:1993 Cl. 7.4.8

Ash= 0.18 Sh (Fck/Fy)x(Ag/Ak-1)S = 100.00 mmh = 300.00 N/mm2 (Spacing of long. bars+ effective cover) or 300 mm whichever is less

Fck = 30.00 N/mm2 Cover 75 mm to main reinforcementFy = 415.00 N/mm2


Fy = 415.00 N/mm2

Ag = 1000.00 mm2 Considering 1 mm Wide PierAk = 894.00 mm2 Considering 1 mm Wide Pier Effective

Hence Ash = 46.28 mm2

Ash ProvideD = 113.04 mm2 Which is OKd) As per IS IS 13920:1993 Cl. 7.4.6 < or = 100 mm

Provide 12 mm dia rings @ 100 mm c/c.This spacing is in accordance to IS 13920:1993 Cl. 7.4.6CODE OF PRACTICE FORDUCTILE DETAILING OF REINFORCED CONCRETE STRUCTURES SUBJECTED TO SEISMIC FORCESABSTRACTLONGITUDINAL REINFORCEMENT 20 MM BARS 230 MMTRANSVERSE REINFORCEMENT 12mm dia rings @100mm c/c.


FOR WIND AT SERVICE CONDITIONLength of footing lf 9.30 mWidth of Footing lb 3.00 mWidth of Pier 1.00 mVertical Load P 2754.07 kNLongitudinal Moment Me 706.04 kN-mTransverse Moment Mb 1157.91 kN-mArea in Tension = y x lb 0.00 m2 0.00 %Maximum Pressure before Redistribution 176.10 kN/m2

Maximum Pressure After Redistribution = pxK 176.10 kN/m2


DESIGN OF PIER FOOTING

FOOTING DESIGN Page 44 Date 2/15/2014

Maximum Pressure After Redistribution = pxK 176.10 kN/m2Maximum Stress at Edge of Pier 176.10 kN/m2Distance From Face of Pier to the Edge 1.00 mStress at the Edge of Pier 117.40 kN/m2Average Stress on Cantilevered Area 146.75 kN/m2Area of the Cantilever Portion 1.00 m2Distance of Centroid of the Stress inCantilever Portion

0.53 m

Moment about the Face of Pier 78.27 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33

st 200factor k 0.318j 0.894R 0.996Effective Depth Required 280 mmAdopt Total Depth 600 mmCover 50 mmAssume Bar Dia 16 mmKeeping A Cover Of 50 mm Effective Depth 542 mm



Adopt Effective Depth 542 mmSteel Required Ast 808 mm2Area Of One Bar 201 mm2Spacing S 249 mmProvide Bars Of Dia And Spacing 16 mm Adopt spacing as 240 mmArea Of Distribution Steel 2000 mm2Dia Of Bar For Distribution Steel 20 mm

Area Of One Bar In Distribution Reinforcement 314 mm2Using The Bars Spacing Required 157 mmProvide Bars Of Dia And Spacing 20 mm 150 mm

Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mm


Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mmProvide Bars Of Dia And Spacing forTop Distribution Steel 12 mm 150 mm

CHECK FOR SHEAR (As per IRC 21-1987 Cl. 304.7)Critical Section is at a distance equal to effective depth from pier face 542 mmSection of Shear from end of pier 0.46 mMaximum Stress at Edge of Pier 176.10 kN/m2Stress at the Section for Shear Check 153.70 kN/m2Average Stress on Cantilevered Area 164.90 kN/m2Shear Force 75.52 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.14 N/mm2Percentage Steel 100As/bd 0.15Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2

Dia Of two Legged Stirrups 12 mm

< Actual Shear Stress hence ShearReinforcement should be provided



Area Of One Bar In Distribution Reinforcement 113 mm2Using The Bars Spacing Required s= Asw ts d/V 324 mmProvide Bars Of Dia And Spacing 12 mm Adopt spacing as 150 mm

FOOTING DESIGN Page 46 Date 2/15/2014FOOTING DESIGN Page 46 Date 2/15/2014

1.00 m

1.00 m

3.00 m

0.00 m

117.40kN/m2 176.10 kN/m2

STRESS DIAGRAM

DESIGN OF PIER FOOTING

DESIGN OF PIER CAP :-D.L./ M Width along bridgeDL. Of Slab = 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T

TOTAL 37.26 T D.L. of Slab & Wearing coat on half of the pier =

37.26 / 2 = 18.63 T L.L. on Pier cap including impact along bridge

= 82.50 x 1.1375 = 93.84 T (Refer Live Load Computation) Dispersion width across the span for 70 T TRACKED VEHTCLE = 6.695 M ( Refer Solid slab design page SS-16) Live Load u.d.l. on Pier = 93.84 / 6.695 = 14.02 T

Per M width Total Load on Half = 18.63 + 14.02 = 32.65 T of pier along bridge Per M widthEffective depth of slab =90-2.5-2.5/2 = 86.25 cmPlacement of the live load at effective depth from the support ( taking support width 750 mm)Eccentricity = 71.25 -75/2 = 33.75 cm = 0.34 M

32.65 x 0.34 11.02 T - M/M width=

11.02 x 10.00 = 110.2 kN-M/M width

Bending Moment along the bridge =

5 Design of Pier Cap Pier Cap 1

=11.02 x 10.00 = 110.2 kN-M/M width

This moment is too small hence it will not/be the governing B.M.Moment in pier cap 110.20 kN-mCONCRETE GRADE M30FOR THIS GRADE cbc 10 N/mm2m 9.33

st 200factor k 0.318j 0.894R 1.422Effective Depth Required 278 mmAdopt Total Depth 1200 mmCover 50 mmAssume Bar Dia 25 mmKeeping A Cover Of 50 mm Effective Depth 1138 mmAdopt Effective Depth 1137.5 mmSteel Required Ast 542 mm2Area Of One Bar 491 mm2Spacing S 905 mmProvide Bars Of Dia And Spacing 25 mm 100 mm Adopt spacing as 100 mmProvide Bars Of Dia And Spacing for Top Main Steel 25 mm 100 mmProvide Bars Of Dia And Spacing for Bottom Steel 16 mm 100 mm

PIER SECTION ACROSS BRIDGEDEAD LOAD MOMENT PER METRE Width across bridge :-Slab D.L. 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T


TOTAL 37.26 TD.L. of Slab & Wearing coat on half of the pier =

37.26 / 2 = 18.63 T/ M widthL.L on pier = 64.69 T

Dispersion width along the span for70 T Tracked vehical = 5.3 M

L.L. . per M width on pier = 64.69 / 5.3 = 12.21 T/ M widthTotal D.L. + L.L. on half of Pier across 18.63 + 12.21 = 30.84 Tbridge per M width Per M widthThe Live Load is with clearance from the Footpath and kerb. The cantilever portion of pier cap and width of footpath is 1500 mmHence There is no eccentricity.

30.84 x 0 0.00 T - M/M widthProvide Minimum steelMinimum Reinforcement calculation for Pier cap :- As per clause 710.8.2, IRC- 78 - 2000, the thickness of pier cap shall be at least 200 mm However the thickness of Pier cap here is 1200 MM. Grade of Concrete M 30Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2

Bending Moment across the bridge =


Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2

Provide 25 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in top along the pier capProvide 16 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in bottom along the pier capArea of Steel Provided at top= (14x 491) = 6874 mm2 > 300 mm2 OK

Area of Steel Provided at bottom= (14x 201) = 2814 mm2 > 300 mm2 OKCHECK FOR SHEAR ALONG BRIDGE DIRECTION

V = 30.84 TShear Force 308.40 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.27 N/mm2Percentage Steel 100As/bd 0.25Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2


Area Of One Bar In Distribution Reinforcement 201 mm2Using The Bars Spacing Required s= Asw ts d/V 296 mmProvide Bars Of Dia And Spacing 16 mm 100 mm Adopt spacing as 100 mm

HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the pier capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the pier cap



SHEAR CHECK ACROSS BRIDGE DIRECTIONV = 20.3 TShear Force 203.00 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.18 N/mm2Percentage Steel 100As/bd 0.25Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2

HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the pier capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the pier cap

> Actual Shear Stress hence No ShearReinforcement is required.

5 Design of Pier Cap Pier Cap 35 Design of Pier Cap Pier Cap 3

LIVE LOAD CALCULATION :-

[1] CLASS AA TRACKED VEHICLE :-

(a) Dispersion width along the span

According to clause 305.13 IRC- 21-2000

= Length of Contact + 2 (Wearing coat + depth of Slab)

= 3.6 + 2 ( 0.075 + 0.775 )

= 5.3 M(b) Dispersion width across the span

According to clause 305.13 IRC- 21-2000

be = K x ( 1 - x/Le ) +bwK = A Constant having the value depending upon the ratio(L1/Le where.be = the effective width of the slab on which the load acts.Le = Effective Spanx = the distance of c.g. of concentrate load from the near supportbw = The breadth of concentration area of the load i.e. Dimension of the tyre or track contact area over the road surfaceHeve ,

Le = 10.00 M & L1 = 7.00 M

= = 0.7

5 Design of Pier Cap Live load tracked vehicle 4

= L1 7.00 Le 10.0Value of K = 2.4

bw = 0.85 + 2 x 0.075 = 1.0 M

X = L 102 2

be = 2.4 x 4 ( 1 - 5/10) + 1 = 5.8 MImpact factor is 13.75% as pere IRC Section-II, Clause - 211-3 (a) (i)

DISPERSION ACROSS SPAN (CLASS AA TRACKED VEHICAL)The tracked vehicle is placed at a distance of minimum clearence of 1-2 m from Kerb Dispersion across span = C/C distance between wheels + width from centre of wheel on clearence side + Least on other side or halp the dispersion of one wheel. = 2.05 + 1.93 + Least of 2.715 OR 5.8/2 = 2.05 + 1.93 + 2.715 = 6.695Impact factor = 1.1375 Total load with impact= 70 x 1.1375 = 79.63 T = Intensity of Load

= T/M79.63 = 2.24

= = 0.7

= = 5.0 M


Maximum Reaction

Reaction RA= 2.24x 3.00 x 1.50 /10.00= 1.01 T

Reaction RB= 2.24x 3.00 -1.01= 5.71 T

DISPERSION ALONG SPAN (CLASS AA TRACKED VEHICLE)(a) Dispersion width along the span :- tp = tc = 2 (tw + ts ) tp = width of dispersion parallel to span tc = width of tyre contact area parallel to span ts = Overall depth of slab tw = Thickness of Wearing coatDispersion along the span = 0.15 + 2 ( 0.075 + 0.775 ) = 1.9 M Dispersion between two wheel is overlapping hence restricted to 1-2 M = Dispersion combined for two wheels = C/c distance between + Longitudinal two wheels dispersion = 1-2 + 1.9 = 3.1 M ( along the span )Impact factor = 1.1375

For Maximum reaction at support the Centre of gravity of the loads should beadjacent to one support should be adjacent to one support

5.30 x 6.695 = 2.24


Impact factor = 1.1375 Total load with impact= 70 x 1.1375 = 79.63 T = Intensity of Load =

Maximum Reaction

Reaction RA= 7.91x 3.00 x 1.50 /10.00= 3.56 T

Reaction RB= 7.91x 3.00 -3.56= 20.17 T

For Maximum reaction at support the Centre of gravity of the loads should beadjacent to one support should be adjacent to one support

T/M79.63 = 7.911.90 x 5.30


DESIGN OF Abutment CAP SUBMERSIBLE BRIDGE PADLA TO JAWAR MINES ROADDESIGN OF Abutment CAP :-D.L./ M Width along bridgeDL. Of Slab = 0.675 x 8.4 x. 2.4 = 13.61 TD.L. of Wearing coat = 0.075 x 7.5 x. 2.4 = 1.35 T

TOTAL 14.96 T D.L. of Slab & Wearing coat on half of the Abutment =

14.96 / 2 = 7.48 T L.L. on Abutment cap including impact along bridge

= 58.20 x 1.1375 = 66.20 T (Refer Live Load Computation) Dispersion width across the span for 70 T TRACKED VEHTCLE = 6.695 M ( Refer Solid slab design page SS-16) Live Load u.d.l. on Abutment = 66.20 / 6.695 = 9.89 T

Per M width Total Load on Half = 7.48 + 9.89 = 17.37 T of Abutment along bridge Per M widthEffective depth of slab =90-2.5-2.5/2 = 86.25 cmPlacement of the live load at effective depth from the support ( taking support width 750 mm)Eccentricity = 71.25 -75/2 = 33.75 cm = 0.34 M

17.37 x 0.34 5.87 T - M/M width=

5.87 x 10.00 = 58.7 kN-M/M width

Bending Moment along the bridge =

6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 1

=5.87 x 10.00 = 58.7 kN-M/M width

This moment is too small hence it will not/be the governing B.M.Moment in Abutment cap 58.70 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33

st 200factor k 0.318j 0.894R 0.996Effective Depth Required 243 mmAdopt Total Depth 450 mmCover 50 mmAssume Bar Dia 16 mmKeeping A Cover Of 50 mm Effective Depth 392 mmAdopt Effective Depth 392 mmSteel Required Ast 838 mm2Area Of One Bar 201 mm2Spacing S 240 mmProvide Bars Of Dia And Spacing 16 mm 200 mm Adopt spacing as 100 mmProvide Bars Of Dia And Spacing for Top Main Steel 16 mm 200 mmProvide Bars Of Dia And Spacing for Bottom Steel 16 mm 200 mm

Abutment SECTION ACROSS BRIDGEDEAD LOAD MOMENT PER METRE Width across bridge :-Slab D.L. 0.975 x 15 x. 2.4 = 35.10 TD.L. of Wearing coat = 0.075 x 12 x. 2.4 = 2.16 T


TOTAL 37.26 TD.L. of Slab & Wearing coat on half of the Abutment =

37.26 / 2 = 18.63 T/ M widthL.L on Abutment = 64.69 T

Dispersion width along the span for70 T Tracked vehical = 5.3 M

L.L. . per M width on Abutment = 64.69 / 5.3 = 12.21 T/ M widthTotal D.L. + L.L. on half of Abutment across 18.63 + 12.21 = 30.84 Tbridge per M width Per M widthThe Live Load is with clearance from the Footpath and kerb. The cantilever portion of Abutment cap and width of footpath is 1500 mmHence There is no eccentricity.

30.84 x 0 0.00 T - M/M widthProvide Minimum steelMinimum Reinforcement calculation for Abutment cap :- As per clause 710.8.2, IRC- 78 - 2000, the thickness of Abutment cap shall be at least 200 mm However the thickness of Abutment cap here is 1200 MM. Grade of Concrete M 30Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2

Bending Moment across the bridge =


Shrinkage and Temperature reinforcement required = 250 x 1.2 = 300 mm2

Provide 25 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in top along the Abutment capProvide 16 mm tor reiforcement @ 100 mm c/c ( 14 Nos.) in bottom along the Abutment capArea of Steel Provided at top= (14x 491) = 6874 mm2 > 300 mm2 OK

Area of Steel Provided at bottom= (14x 201) = 2814 mm2 > 300 mm2 OKCHECK FOR SHEAR ALONG BRIDGE DIRECTION

V = 30.84 TShear Force 308.40 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.79 N/mm2Percentage Steel 100As/bd 0.72Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2



HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the Abutment capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the Abutment cap



SHEAR CHECK ACROSS BRIDGE DIRECTIONV = 20.3 TShear Force 203.00 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.52 N/mm2Percentage Steel 100As/bd 0.72Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2

HOWEVERProvide 16 mm tor 2 legged vertical stirrups @ 100 mm centre to centre along the Abutment capProvide 16 mm tor 2 legged horizontal stirrups @ 100 mm centre to centre along the Abutment cap

> Actual Shear Stress hence No ShearReinforcement is required.

6 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 36 Design of ABUTMENT SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Abutment Cap 3

Thickness of Deck Slab 600 mm

Thickness of Approach Slab 300 mm

Height below Approach Slab 6705 mm

Length of Heel projection 2750 mm Offset 250 mm

Length of Toe projection 2100 mm Offset 600 mm

Width of Stem 1050 mm

Thickness of Abutment Cap 450 mm

Thickness of Dirt Wall 300 mm

Depth of Footing 600 mm

300

RL 99.975 M

300 APPROACH SLAB

DECK SLAB 600

DIR

T W

ALL

300

AbutMENT Drawing Page 4 Date 2/15/2014

450 PIER CAP

250HEEL TOE

600

600

RL 92.970 M

2750 1050 2100

5900

TYPICAL SECTION OF THE ABUTMENT TYPABUT-01

DIR

T W

ALL

6705

300

5355

AbutMENT Drawing Page 4 Date 2/15/2014

(a) Data Preliminary dimensions : Assumed as in Fig. TYPABUT-01Superstructure : RCC Slab Bridge Total Width of Slab = 15 m

overall length = 11.10 mType of abutment : Reinforced concreteLoading : As for National HighwayBack fill : Gravel with angle of repose = 35 o

18 kN/m3Angle of internal friction of soil on wall, z = 17.5 o

Approach slab : R.C. slab 300 mm thick, adequately reinforcedLoad from superstructure per running metre of abutment wall:Dead load = 129.00 kN/m Total (2172.07/2) Kn in 8.40 m wide SlabLive load = 35.00 kN/m Total (582.00/2) Kn in 8.40 m wide Slab(Refer Stability Analysis for sub structure. The above two values are obtained from the calculations for superstructure, and are taken to act over awidth of 15 m).Bearing : Tar Paper Bearings

Design of ABUTMENT


2/227 Shiv Colony, Banswara

Unit weight of back fill, w =

STABILITY CHECK ABUTMENT Page 5 Date 2/15/2014

(C) Self weight of abutment

(d) Longitudinal forces (i) Force due to braking

Force due to 70 R wheeled vehicle = 0.2 x 1000 = 200 kNThis force acts at 1.2 m above the road level(Clause 214.3).

Force on one abutment wall = 200 / 2 = 100 kNHorizontal force per m of wall = 100 / 8.4 = 11.91 kN/ m

(ii) Force due to temperature variation and shrinkageAssuming moderate climate, variation in temperature is taken as + 17 oC as perClause 218.5 of Bridge Code.

Coefficient of Thermal expansion = 1.17E-05 /oCStrain due to temperature variation = 17 x 0.0000117 = 1.99E-04

From Clause 220.3, strain due to concrete shrinkage =2.00E-04

Total strain due to temperature and shrinkage = 1.99E-04 + 2.00E-04 = 3.99E-04Horizontal deformation of deck due to temperature andshrinkage affecting one abutment =

3.99E-04 x 11100 /2 = 2.21E+00 mm

(Refer Stability Analysis for sub structure. The above two values are obtained from the calculations for superstructure, and are taken to act over awidth of 15 m).Bearing : Tar Paper Bearings

Treating the section as composed of 6 elements as shown in Fig. 1the weight of each element and moment about the point O on the front toe arecomputed as in Table 1




Modulus of Elasticity Ec = 5000x fck1/2 = 31220.19 N/mm2Horizontal Stress due to strain in longitudinal direction

at bearing level = 3.99E-04 x 31220.19 = 12.45 N/mm2Horizontal Force due to strain in longitudinal direction

at bearing level (For 1 m width of Slab) = 1.25E+01 x 900 = 11208.36 N/m= 11.21 kN/m

(iii) Vertical reaction due to braking 200(1.2 + 0.975)Vertical reaction at one abutment = ---------------------- = 2.61 kN/m 11.10x15

(d)Earth pressureActive earth pressure P = 0.5 wh2 Kawhere Ka is obtained from Equation (3.5)Ka = sec sin(-)/[(sin(+z)

1/2 +{sin(+z) sin(-)/sin(-)}1/2]


Ka = sec sin(-)/[(sin(+z)1/2 +{sin(+z) sin(-)/sin(-)}1/2]

Where P= Total active pressure, acting at a height of 0.42 h inclined at z to the normal to the wall on the earth sidew = unit weight of earth fillh = height of wall = Angle subtended by the earthside wall with thw horizontal on the earth side = Angle of internal friction of the earthfillz = angle of friction of the earthside wall with the earth = Inclination of earthfill surface with the horizontal

= 90 0 = 35 0

z = 17.5 0 = 0 0

Substituting values in Equation (3.5), we get Ka = 0.496 CoefficientHeight of backfill below approach slab = 6.71 m

Active earth pressure =0.5 x 18 x 6.71 2 x 0.496

= 200.69 kN/mHeight above base of centre of pressure = 0.42 x 6.71 = 2.82 m

Passive pressure in front of toe slab is neglected.(e) Live load surcharge and approach slab

Equivalent height of earth for live load surcharge as per clause 714.4 is 1.20 mHorizontal force due to L.L. surcharge =1.2 x 18 x 0.496 x 9.20 = 71.84 kN/mHorizontal force due to approach slab = 0.3 x 24 x 0.496 x 9.20 = 23.95 kN/m

Total 95.79 kN/mThe above two forces act at 3.3525 m above the base.




Vertical load due to L.L. surcharge and approach slab= (1.2 x 18 + 0.3 x 24 ) x 2.75 = 79.2 kN/m

(f) Weight of earth on heel slabVertical load = 18 x2.75x (6.705 - 0.6) = 54.95 kN/m

(g) Check for stability - overturningThe forces and their position are as shown in Fig. 1The forces and moments about the point O at toe on the base are tabulated as inTable 1 Two cases of lading condition are examined (i) Span loaded condition and (ii) Span unloaded condition.Case (i) Span loaded conditionSee Row 15 of Table 12.3Overturning moment about toe = 1035.27 kN-mRestoring moment about toe = 3008.97 kN-mFactor of safety against overturning = 3008.97 / 1035.27 = 2.91Location of Resultant from O > 1.5 Hence SafeX0 = ( MV - MH) / V= ( 1740.9 - 623.1) / 691.4 = 1.62 m


X0 = ( MV - MH) / V= ( 1740.9 - 623.1) / 691.4 = 1.62 m=(3008.966 - 1035.272 ) / 909.948 ) = 2.17 m

Eccentricity of resultantemax = B/6 = 5.9 /6 = 0.98 m

e = (B/2 -X0) = 0.78 m < 0.80 m 2.95 - 2.17 = 0.78 m< 0.98 m

Case (ii) Span unloaded conditionSee Row 11 of Table 12.3Overturning moment about toe = 958.93 kN-mRestoring moment about toe = 2915.86 kN-mFactor of safety against overturning = 2915.86 / 958.93 = 3.04Location of Resultant from O > 1.5 Hence SafeX0 = ( MV - MH) / V=

=(2915.861 - 958.928 ) / 872.335 ) = 2.24 m(h)Check for stresses at base

For Span loaded conditionTotal downward forces = 909.95 kN

909.95 6 x 0.78Extreme stresses at base =

Maximum Stress = 909.948/(5.9x1)(1 +(6x0.78/5.9)) = 276.57 kN/m2Minimum Stress = 909.948/(5.9x1)(1 -(6x0.78/5.9)) = 31.9 kN/m2




SI.No. Arm

m Mv MH1. D.L. from superstructure 129.00 - 2.48 319.920 -2. Horizontal force due to temperatre and shrinkage 0 11.21 6.41 - 71.8463. Active earth pressure 0 200.69 2.82 - 565.9464. Horizontal force due to L.L surcharge and approach

slab0 95.79 3.3525 - 321.136

Vertical load due to L.L.surcharge and approach slabSelf weight - part 1

5.9x0.6x 24 =Self weight - part 2

5.355x1.05x 24 =

Table 1 Forces and Moments About Base for Abutment.

-

1.68

354.9185

2.95

19.0512 -

7. 2.63

8. 11.34 -

134.95 -

6. 84.96 -

358.384.525

H

-

250.632 -

5. 79.20 -

Details Force, kN Moment about O, kn-mV


Self weight - part 25.355x1.05x 24 =



Self weight - part 5 Triangular River Side1/2x1.6x5.655x24=

Self weight - part 5 Triangular Earth Fill Side1/2x2.25x5.505x24=

Weight of earth on heel slab part 1 Rectangular Portion

0.5 x 6.105 x 18=Weight of earth on heel slab part 2 Triangular Portion

1/2x2.25x6.105x18= Items 1 to 10 (Span unloaded condition)L.L. from Superstructure Class 70 R wheeled vehicle

13. Vertical force due to braking 2.61 - 2.48 -14. Horizontal force due to braking 0.00 11.91 6.41 76.3431

Items 11 to 14

-

10. 114.51 - 4.65 532.4889 -

9. 152.69 3.90

9. 108.58 - 1.57 170.1024 -

-4.428

-

595.4715

3008.97 1035.27

2915.86 958.93

86.625 -

15. 909.95 319.60 -

12. 35.00 - 2.475

11. 872.34

310.4675 -5.65

1.68

9. 2.16 -

10. 54.95 -

-

2.05

354.9185

19.0512 -

7. 2.63

8. 11.34 -

134.95 -

6.479




(Span loaded condition)NET LONGITUDINAL MOMENT 3008.97 - 1035.27 = 1973.69

Maximum pressure = 276.57 kN/m2 < 450 kN/m2 permissible HENCE OK.Minimum pressure = 31.9 kN/m2 >0 (No tension) HENCE OK.

(i) Check for slidingSee Row 15 of Table 1

Sliding force = 319.60 kNForce resisting sliding = 0.6 x 909.95 = 545.97 kN

Factor of Safety against sliding = 545.97 / 319.60 = 1.76(j) Summary > 1.5 Hence Safe

The assumed section of the abutment is adequate.

3008.97 1035.2715. 909.95 319.60 -

STABILITY CHECK ABUTMENT Page 9 Date 2/15/2014STABILITY CHECK ABUTMENT Page 9 Date 2/15/2014

REDISTRIBUTION OF PRESSUREFOR WIND AT SERVICE CONDITION

Length of footing lf 9.25 mWidth of Footing lb 5.90 mWidth of Abutment just above footing 5.05 mVertical Load P 909.95 kNLongitudinal Moment Me 1973.69 kN-mTransverse Moment Mb 0.00 kN-mArea in Tension = y x lb 0.00 m2 0.00 %Maximum Pressure before Redistribution 276.57 kN/m2

Maximum Pressure After Redistribution = pxK 276.57 kN/m2Maximum Stress at Edge of Pier 276.57 kN/m2Distance From Face of Pier to the Edge 0.60 mStress at the Edge of Pier 248.44 kN/m2Average Stress on Cantilevered Area 262.51 kN/m2

DESIGN OF ABUTMENT FOOTING

ABUTMENT FOOTING DESIGN Page 10 Date 2/15/2014

Average Stress on Cantilevered Area 262.51 kN/m2Area of the Cantilever Portion 0.60 m2Distance of Centroid of the Stress inCantilever Portion

0.31 m

Moment about the Face of Pier 48.10 kN-mCONCRETE GRADE M20FOR THIS GRADE cbc 7 N/mm2m 13.33

st 200factor k 0.318j 0.894R 0.996Effective Depth Required 220 mmAdopt Total Depth 600 mmCover 50 mmAssume Bar Dia 12 mmKeeping A Cover Of 50 mm Effective Depth 544 mmAdopt Effective Depth 544 mmSteel Required Ast 494 mm2


Area Of One Bar 113 mm2Spacing S 229 mmProvide Bars Of Dia And Spacing 12 mm 150 mm Adopt spacing as 150 mmArea Of Distribution Steel 1088 mm2Dia Of Bar For Distribution Steel 12 mm

Area Of One Bar In Distribution Reinforcement 113.04 mm2Using The Bars Spacing Required 104 mmProvide Bars Of Dia And Spacing 12 mm 100 mm Adopt spacing as 150 mm

Provide Bars Of Dia And Spacing forTop Main Steel 12 mm 150 mmProvide Bars Of Dia And Spacing forTop Distribution Steel 12 mm 150 mm

CHECK FOR SHEAR (As per IRC 21-1987 Cl. 304.7)Critical Section is at a distance equal to effective depth from pier face 544 mmSection of Shear from end of pier 0.06 mMaximum Stress at Edge of Pier 276.57 kN/m2


Maximum Stress at Edge of Pier 276.57 kN/m2Stress at the Section for Shear Check 272.27 kN/m2Average Stress on Cantilevered Area 274.42 kN/m2Shear Force 15.37 kNV=V' + M/d tanB (B=0) Hence V =V'Actual Shear Stress 0.03 N/mm2Percentage Steel 100As/bd 0.14Tc 0.23 N/mm2k=1Permissble Shear Stress = k Tc 0.23 N/mm2





5.05 m

0.25 m 0.60 m

Footing STRESS DIAGRAM Page 12 Date 2/15/2014

5.90 m

0.31 m

272.27kN/m2 276.57 kN/m2

STRESS DIAGRAM

DESIGN OF ABUTMENT FOOTING

Footing STRESS DIAGRAM Page 12 Date 2/15/2014

Minimum Shrinkage and Temperature reinforcement required as per Clause 305.10 IRC 21-2000in any RC structure is 250 Sq mm per m in each direction. Allowable maximum spacing is 300 mm.

Shrinkage and Temperature reinforcement required per metre = 250 mm2Area Of One Bar 12 mm dia 113 mm2Spacing S 452 mmProvide Bars Of Dia And Spacing 12 mm 150 mmProvide Bars Of Dia And Spacing 12 mm 150 mmHORIZONTAL SHRINKAGE &TEMPERATURE REINFORCEMENT 12 MM BARS 150 MM In Vertical direction on all FOUR facesVERTICAL SHRINKAGE &TEMPERATURE REINFORCEMENT 12 MM BARS 150 MM In Lateral direction on all FOUR faces

REINFORCEMENT CALCULATION IN ABUTMENT

STEEL IN ABUTMENT Page 13 Date 2/15/2014STEEL IN ABUTMENT Page 13 Date 2/15/2014

DESIGN OF DIRT WALL AS COLUMN WITH BENDINGAXIAL LOAD ON THE DIRT WALL 31.60 KNASSUME WIDTH OF DIRT WALL 1000 MM EMIN/B 0.00ASSUME DEPTH OF DIRT WALL 300 MM EMIN/D 0.01MOMENT TRANSFERRED TO DIRT WALL 12.80 KN-MFACTORED AXIAL LOAD 47.40 KNFACTORED MOMENT 19.20 KN-MDIA OF LONGITUDINAL REINFORCEMENT 10 MMCLEAR COVER 40 MMd' 45 MMd'/D 0.15ADOPT d'/D 0.15PU/FCKBD 0.01MU/FCKBD2 0.01REINFORCEMENT EQUALLY DISTRIDUTED ON TWO SIDESUSING CHART NO- OF RCC DESIGN AIDS 33 CONC GRADE M-30P/FCK 0.01P 0.3 > Minimum Steel 0.2% Hence OKAS 900 SQ MMTOTAL NUMBER OF BARS REQUIRED 12NUMBER OF BARS ON EACH SIDE 6SPACING 200 MM

7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 1 DIRT WALL REINFORCEMENT

SPACING 200 MM

Alternate design Considering dirt wall as cantilever

B.M. = 12.80 KN-Mdeff reqd. = 12.80 x 10 6

1000 x 0.972dpro 300 - 50 - 16

2Ast = 12.80 X mm2

200 X 0.917 x 245This steel is to be provided on back i.e. approach slab side

Provide Vertical steel as followsOn River side 10mm bars @ 150 mm c/c = 524 mm2

On Approach Slab side 10mm bars @ 150 Mm c/c = 524 mm2

Minimum steel required in Horizontal direction= 0.002 x 1000 x 250= 500 mm2

i.e. 250 mm2 on each faceprovide 10 @ 250 mm c/c = 314 mm2

ABSTRACT

10 6 = 284.87

> 118.7 mm (OK)

= 118.7 mm

= 245 mm

7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 1 DIRT WALL REINFORCEMENT

VERTICAL REINFORCEMENT IN SHAPE OF STIRRUPS on both facesDIA 10 mmSPACING 150 mm

HORIZONTAL REINFORCEMENT BAR DIA on both facesDIA 10 mmSPACING 250 mm

7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 2 DIRT WALL REINFORCEMENT7 Design of Dirt Wall SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD Page 2 DIRT WALL REINFORCEMENT

96.110

99.000

76.80

99.110

83.40

90.00

96.100

57.00

96.150

63.60

97.110

70.20

GENERAL ARRANGEMENT DRAWING OF PROPOSED SUBMERSIBLE BRIDGE ON PADLA - JAWAR MINES ROAD

PLAN

A1

CHAINAGEIN METER

RIVER BEDLEVEL

66006600

6600

SECTIONAL ELEVATION

HIGH FLOOD LEVEL 99.480 MDECK LEVEL 99.975 MA2

66006600

SE

CT

ION

A-A

150150

2200600

6001000

B B

AA

13800

9300

150150

FOU

ND

AT

ION

PLA

N O

F PIE

R

600

1500

600VARIABLE

300600300

3000150

12 MM

TO

R T

IE @

100 mm

c/c

20 MM

TO

R @

120 MM

C/C

.

12 MM

TO

R @

100 MM

C/C

.20 M

M T

OR

@ 150 M

M C

/C.

12 MM

TO

R @

150 MM

C/C

. TW

O LE

GG

ED

ST

IRR

UP

S12 M

M T

OR

@ 150 M

M C

/C.

1000 mm

20 MM

TO

R @

230 MM

C/C

.

16 MM

TO

R @

240 MM

C/C

.R

.L. 92.67R

.L. 92.970

R.L. 93.570

R.L. 93.870

R.L. 98.775

R.L. 99.375

R.L. 99.975

WE

AR

ING

CO

AT

SE

CT

ION

B-B

PLA

N O

F PIE

R C

AP

RE

INFO

RC

EM

EN

T

SE

CT

ION

C-C

BO

TT

OM

PLA

N P

IER

FOO

TIN

G R

EIN

FOR

CE

ME

NT

12 MM

TO

R @

200 MM

C/C

12 MM

TO

R T

WO

LEG

GE

D V

ER

TIC

AL S

TIR

RU

PS

@ 200 M

M C

/C [W

IDT

H 900 M

M]

1000

8400

16 MM

TO

R T

WO

LEG

GE

D V

ER

TIC

AL S

TIR

RU

PS

@ 100 M

M C

/C [W

IDT

H 900 M

M]

16 MM

TO

R T

WO

LEG

GE

D H

OR

IZO

NT

AL S

TIR

RU

PS

@ 100 M

M C

/C [S

IZE

IN P

LAN

OF E

AC

H 900 X

900 MM

]

600600

600

12 MM

TO

R T

IE @

100 mm

c/c

25 MM

TO

R @

230 MM

C/C

.

12 MM

TO

R @

150 MM

C/C

.12 M

M T

OR

@ 150 M

M C

/C. T

WO

LEG

GE

D S

TIR

RU

PS

12 MM

TO

R @

150 MM

C/C

.

16 MM

TO

R @

240 MM

C/C

.

2000

GR

OU

TIN

G

100

250

7503001000

25 MM

TO

R @

1500 MM

CC

.

12 MM

TO

R T

IE @

100 mm

c/c25 M

M T

OR

@ 230 M

M C

/C.

12 MM

TO

R T

IE @

920 mm

c/c

1000

7900

16 MM

TO

R @

240 MM

C/C

.

12 MM

TO

R @

150 MM

C/C

.

150150

9300

150150

DE

TA

ILS O

F AN

CH

OR

ING

INFO

UN

DA

TIO

N

3000

250150

300 25 MM

TO

R @

1500 MM

CC

.A

NC

HO

R B

AR

S IN

100 MM

DIA

HO

LES

GR

OU

TE

D IN

CE

ME

NT

PLA

N

1000 mm

R.L. 98.100 M

R.L. 98.700 M

R.L. 99.300 M

75

RC

C S

LAB

TA

R P

AP

ER

MA

ST

IC FILLIN

G65 M

M D

IA G

.I. PIP

E

32 MM

DIA

AN

CH

OR

AG

E B

AR

S@

1500 MM

C/C

.M

.S. P

LAT

E 150 X

150 X 6 M

MN

UT

300

450

WE

AR

ING

CO

AT

PR

EM

OU

LDE

D FILLE

R

TY

PIC

AL D

ET

AIL O

F DE

CK

SLA

BA

NC

HO

RA

GE

SE

CT

ION

OF A

BU

TM

EN

T

5850

450

95500

8400

SE

CT

ION

"A-A

"OF A

BU

TM

EN

T

300VARIABLE

900

300

6200

600

450

75

12 MM

TO

R @

150 MM

C/C

.

300

RE

INFO

RC

EM

EN

T D

ET

AIL

600

R.L. 98.850M

R.L. 99.300M

12 MM

TO

R @

150 mm

c/c BO

TH

WA

YS

12 MM

TO

R @

150 MM

C/C

.12 M

M T

OR

@ 150 M

M C

/C.

12 MM

TO

R @

100 MM

C/C

.12M

M T

OR

TW

O LE

GG

ED

ST

IRR

UP

S @

150 MM

C/C

.

12 MM

TO

R @

150 MM

C/C

.

Note:- D

imension of stirrups shall not be m

ore than 1000 mm

in any direction.

12 MM

TO

R @

150 mm

c/c BO

TH

WA

YS

R.L. 94.700M

R.L. 95.000M

R.L. 95.600M

12 MM

TO

R @

100 MM

C/C

.

25MM

TO

R @

250 MM

C/C

.

VE

RT

ICA

L BA

RS

10 MM

TO

R @

150 mm

c/c ON

BO

TH

FAC

ES

HO

RIZ

ON

TA

L BA

RS

12 MM

TO

R @

150 mm

c/c ON

BO

TH

FAC

ES

DE

TA

ILS O

F DIR

T W

ALL

AB

UT

ME

NT

CA

P

SUBMERSIBLE BRIDGE PADLA JAWAR MINES.pdf1 GAD SUBMERSIBLE BRIDGE PADLA JAWAR MINES ROAD.pdf2 PIER SECTION AND PLAN.pdf3 PIER FOOTING AND PIER REINFORCEMENT.pdfPLAN OF ANCHOR HOLES.pdfDECK SLAB ANCHORING.pdfABUTMENT DRAWING ELEVATION.pdfABUTMENT DRAWING REINFORCEMENT DETAIL.pdfDIRT WALL DRAWING.pdf

Documents

Submersible Bridge Padla Jawarmines Road Design and Drawings