report on super passage .docx

A Mini Project Report on

ANALYSIS AND DESIGN OF SUPER PASSAGE Submitted in Partial fulfillment of the requirements for the Award of the Degree of BACHELOR OF TECHNOLOGY IN CIVIL ENGINEERING Submitted by A. Lohtih Reddy 13121a0112 A. Prathap 13121a0104 M. Sekhar 13121a0166 Under the Guidance of Dr. D.V.S BHAGAVANULU Director & Professor

& S. Dwarakanatha Reddy Deputy Superintending Engineer TGP & NTR Circle Tirupati.

Department of Civil Engineering

SREE VIDYANIKETHAN ENGINEERINGCOLLEGE (AUTONOMOUS) (Affiliated to JNTUA, Ananthapuram, Approved by AICTE, New Delhi, Accredited by NBA & NAAC ‘A’ Grade)

SreeSainath Nagar, A.Rangampet - 517 102 ChittoorDist, A.P

Certificate This is to certify that the Mini Project Report entitled Analysis and Design of SUPER PASSAGE is the bonafide work done by

A. Lohith Reddy A. Prathap M. Sekhar

13121a0112 13121a0104 13121a0166

in the Department of Civil Engineering, Sree Vidyanikethan Engineering College, A.Rangampet and is submitted to Sree Vidyanikethan Engineering College, A.Rangampet in partial fulfillment of the requirement of the award of B.Tech Degree in Civil Engineering during the academic year 2015-2016.

Head of the Department

Internal Supervisor

ACKNOWLEDGEMENT

It is our privilege thanks to the Dr. M. Mohan Babu, Cine Artiste, Former M.P and Chairman of SVEC, A.Rangampet, for providing congenial atmosphere and encouragement. We wish to thanks to the Principal Dr. P.C.Krishnamachary for providing necessary administrative help to complete the project successfully. We are greatly indebted to our guide Dr. D.V.S.BHAGAVANULU, Director & Professor, Civil Engineering for his sustained inspiring guidance throughout the project. Our special thanks to Sri Raja Prabhakar, B.Tech , Superintending Engineer, N.T.R & T.G.P, Tirupati, for offering us a valuable training programme. We are indebted to thank sri S. Dwarakanatha Reddy, M.Tech , Deputy Superintending Engineer, sri Eswaraiah, Deputy Executive Engineer, A.Neeraja , Y.Salomi Margaret, Assistant Executive Engineer. Finally, we wish to thank all those who are in one way or the other who have extended their help and co-operation for this project.

ABBREVATIONS F.S.L. -Full Supply Level F.S.D. -

Full Supply Depth

C.B.L. -

Canal Bed Level

M.F.L. -

Maximum Flood Level

T.B.L. -

Top of Bank (or) Bund Level

A.G.L. -

Average Ground Level

U/s

-

Upstream Side

D/s

-

Downstream Side

M.F.D. -

Maximum Flood Discharge

T.E.L. -

Total Energy Loss

H.D.R. -

Hard Dense Rock

BL

Bed Level

-

CC

-

Cement Concrete

RCC

-

Reinforced Cement Concrete

SLB

-

Single Lane Bridge

DLB

-

Double Lane Bridge

TMC

-

Thousand Million Cubic Feet

ABSTRACT The Super Passage is a hydraulic structure in which the drainage passes over the irrigation cannal. The structure is suitable when the bed level of drainage is above the flood surface level of the canal. The water of the canal passes clearly below the drainage. The design of Super Passage involves hydrological studies of both canal and drain and thus covers many combinations of structural and hydrological aspects. Analysis and design of various components of Super Passage is cumbersome, iterative and needs to satisfy requisite B.I.S and I.R.C provisions. To obivate the repetitive, tiresome work and to perform the computations accurately and speedily, the design of Super Passage is developed using Microsoft Spread Sheet using personal computer satisfying the relevant provisions of B.I.S and I.R.C codes. The design of Super Passage is carried out under the guidance of Water Resource Department of Government of Andhra Pradesh and thus provides an opportunity / exposure to implement the theoretical knowledge, practically to suit the actual field conditions.

CHAPTER 1 1.0 INTRODUCTION Irrigation may be defined as the process of artificially supplying of water to soil for raising crops. It is a science of planning and designing an efficient, low-cost, irrigation system tailored to fit natural conditions. It is the engineering of controlling and harnessing the various natural sources of water, by the construction of dams and reservoirs, canals and head works and finally distributing the water to agricultural fields. Irrigation engineering includes the study and design of works in connection with river control, drainage of waterlogged areas, and generation of hydroelectric power. 1.1 TYPES OF IRRIGATION

Irrigation (Based on source) Inundation

Perennial

Cross Masonry works

Bridges

Culvert

Cross Drainage works CD work carrying CD work carrying Irrigation (Based on Class) canal over drain drain over canal

Aqueduct With reservoir

Syphon Flow

Aqueduct

CD work admitting canal into drain Lift

Syphon SuperWithout reservoir Canal Passage

Level Pumps crossing

Inlet and outlet

1.1. (a) Cross Masonry Work: Structure constructed for carrying traffic or other moving loads over a channel. Single lane, double lane.

1.1.(b) Cross Drainage work: It is a structure carrying the discharge of a natural stream across canal intercepting the stream.

(i) CD work carry canal over drain: In this type of CD work the canal is carried over the natural drain. The advantage of this type is canal runs perennially above the ground and is open to inspection. The damage done by the floods is rare. During heavy floods the foundation can be scoured (or) the water way of drain may be chocked with trees etc.

Types: 1) Aqueduct 2) Syphon aqueduct

Aqueduct: If the H.F.L. of drain is bottom below the canal trough aqueduct is used. Here the water flows under gravity.

Syphon Aqueduct: If the H.F.L. of drain is above the canal bed level and water runs under symphonic action i.e. under pressure through aqueduct barrels this type is used.

(ii) CD work carry drain over canal: In this type of work, the drain is carried over the canal. CD works themselves are less liable to damage than earthwork of canal. The disadvantage is perennial canal is not open to inspection. Silt is deposited in barrel of work it is difficult to clear out.

Types: 1) Super-passage 2) Syphon/canal syphon

Super-passage: If the F.S.L. of the canal is lower than under side of the trough carrying drainage water. Here water runs under gravity below trough.

Courtesy: Super-Passage with SLB Courtesy: Super-passage with SLBCourtesy: Aqueduct

Syphon (or) Canal Syphon: If the F.S.L. of the canal is higher than the trough carrying drainage water. Here water runs under pressure below trough.

(c) CD work admitting the drainage water into canal: In this type of work, the canal water and drain water are intermingle to each other. If the water in both drains and canal pH of water is approximately same this type of case is used. The advantage of this type is low initial cost. The disadvantage of this type is regulation of such work is difficult and required additional staff.

Types: 1) Level Crossing 2) Inlet and Outlet

Level Crossing: If the bed levels of the canal and drainage are practically at the same level.

Inlet and Outlet: When the cross-drainage flow is small the inlet and outlet are constructed to absorb water by the canal and for appreciable rise of water, and to pass out the additional discharge that enter into the canal.

CHAPTER 2 SUPER PASSAGE 2.1 Super passage The hydraulic structure in which the drainage is passing over the irrigation canal is known as super passage. This structure is suitable when the bed level of drainage is above the flood surface of the canal. The water of the canal passes clearly below the drainage.

2.2 Major components of Super passage: a) Canal b) Drain

CANAL: A canal is artificial channel, generally trapezoidal in shape constructed on the ground to carry water to the fields either from the river or a reservoir. It must be perpendicular to the flow. It is divided into three types: 1) Embankment 2) Cutting 3) Partial filling and cutting

Canal alignment can be done in two ways as follows 1) Contour Canal 2) Ridge Canal

Contour Canal:It is a type of canal in which the ground levels will be approximately equal and the flow of canal undergo with gravity.

Ridge Canal:It is a type of canal in which the ground levels are different i.e. ground levels are higher at one place and lower at other. The flow of canal will be under pressure.

DRAIN: The natural stream of water crossing the canal generally below the canal trough. The terminology related to a Super passage is explained below:

Wing Walls These are protective walls joining the abutments of a structure to earth banks.

Return Walls The walls which are perpendicular to the wing walls in order to divert water from drain easily into the barrel.

Abutment The masonry (or) reinforced concrete structure constructed at end of a waterway of a canal to protect banks from erosion, support the infrastructure load and retaining backfill while confining the flow to the desired waterway.

Pier

It is a masonry (or) reinforced concrete wall built in the drainage channel (or) canal to divide the width of channel (or) canal in number of bays and to support vertical loads transmitted by the super structure.

Canal The structure meant for carrying water from reservoir for irrigation or drinking Water.

Drain The natural stream of water crossing the canal. It is also called as VAGU.

Barrel It is a Masonry (or) cement concrete work constructed perpendicular to the canal at the crossing point to convey drain water from approach channel to tail channel.

Apron Protective layer of stone other material extending out from structure to arrest scour/ erosion.

Lining The Concrete cover provided over bed and side slopes of canal to avoid seepage and scour.

Afflux The upstream rise water level from normal surface of water caused by the obstruction, resulting in contraction of the normal waterway.

Clearance The vertical height between the design flood level of the stream (or) F.S.L. of canal and the lowest point of the super-structure.

Free-board

The difference in levels between the maximum flow line including afflux, and top of the embankment, guide bank (or) trough/box.

Super-structure The part of cross drainage work which lies above the top of piers, abutments.

Sub-structure The part of cross drainage work which lies above the foundation but below the top of the piers, abutments.

Cut-off Walls The cross wall built under the floor of hydraulic structure with object of increasing the creep length of reducing uplift, attaining safe exit gradient and thereby reducing seepage of water.

Transition Walls The wall positioned between the normal section and flumed section of structure for transition of flow.

Uplift The upward hydraulic pressure exerted on the base of structure through pores of the permeable bed beneath its base.

Dowel Banks The masonry (or) cement concrete, plain cement constructed on top of bank level to avoid erosion on the sharp edges of the canal section.

Spoil Banks If the quantity of the earth is much in excess of the quantity required for filling it has to be deposited in spoil banks.

CHAPTER 3 3.1. SELECTION OF SITE The factors which affect the selection of the suitable site for super passage are: 1) Relative bed levels and water levels of the canal for drainage and 2) Size of canal and the drainage. The following considerations are important: When the bed level of the drain is much above the F.S.L of the canal, Canal passes under the drainage trough with normal F.S.L and bed level of the canal unchanged and requisite clearance is available between the bottom of the trough and F.S.L of the canal.

3.2 SITE INVESTIGATION Preliminary Survey In this type of survey, a site shall be selected and feasible study of the project shall be made. We can make a tentative design and the cost of the project can be estimated.

Reconnaissance Survey Useful information of soil and ground water conditions shall be yielded by the inspection of site and study of topographical features and the engineer will also be able to plan the program of exploration.

Detailed Survey

In this survey, all the available information about the site including the collection of existing topographical and geological maps shall be collected. The hydraulic conditions such as water table fluctuations, flooding of site etc can also be collected.

Determination of catchment area The catchment area is found by using the contour map. The passage of the drainage basin of the river through the ridges and saddles of terrain around the river shall be indicated by the watershed lines. Thus, it should always be perpendicular to the contour lines. The catchment area contained between the watershed line and river outlet can be measured with planimeter.

Determination of storage capacity The storage capacity of the reservoir can be determined from contour map. The contour line indicating the F.R.L shall be drawn on contour map. The area enclosed between successive contours can be measured by planimeter. The volume of water between F.R.L and the river bed is finally estimated by using trapezoidal formula.

Determination of scour depth

Scour of stream bed may occur during the passage of flood discharge, when the velocity of the stream exceeds the limiting velocity that can be withstood by the particles of the bed materials. The scour is aggravated at the nose of piers and the bends. The maximum depth of scour should be measured with reference to existing structures near the proposed construction site, if possible. Such soundings are best done during (or) immediately after the flood. Due allowance should be made in observed values for additional scour due to the designed discharge being greater than the flood discharge for which scour was observed and also due to increased velocity due to obstruction to flow caused by the construction of bridge. The parameter of scour depth will be playing a very important role in the design of foundations of river bridges, especially those resting on soil strata.1

CHAPTER 4

TELUGU GANGA PROJECT 4.1 INTRODUCTION Telugu Ganga Project is an interstate project formulated to irrigate 5.75 lakh acres in drought prone areas of Kurnool, Cuddapah and Chittoor districts of Rayalaseema and upland areas of Nellore District in A.P. by utilizing 29 TMC of Krishna flood flows and 30 TCC of Pennar flood flows besides conveying 15 TMC of Krishna water to Chennai city drinking purpose from the contribution of three Krishna basin states, Maharastra, Karnataka and Andhra Pradesh with 5 TMC of share each state. Date of Project commencement : 27.04.1983. Target date of Project completion : 30.06.2012. The project is cleared from environmental and forest angles. The hydrological clearance is yet to be received from the Central Government.

Scope of the Project a. To irrigate 5.75 lakh acres in Kurnool, Kadapa, Chittoor and Nellore Districts. b. To supply 15 TMC of drinking water to Chennai City. c. Proposed Power Generation: i) Velugodu : 9 M.W | ii) Chennamukkapalli : 15M.W |- Total 33 KW iii) Kandaleru : 9 M.W |

INDEX MAP OF TGP CANAL

Courtesy: Index map of TGP canal

SOMASILA-KANDALERU FLOOD FLOW CANAL It is flood flow canal. This is the project that has been taken up in the Srikalahasti by the “Telugu Ganga Irrigation Office” to provide a reliable water source for cultivation in the mandal area. In this Somasila-Kandaleru flood flow canal an under tunnel is proposed for crossing of KurlaVagu. 1) This cross drainage work is constructed for Somasila-Kandaleru canal which intercepts the natural drain. 2) The structure is a type-II aqueduct an under tunnel is proposed for separating of canal and natural drain. 3) The canal carries Somasila river water from the Kandaleru reservoir. 4) The under tunnel carries the water of natural drain below the canal.

CHAPTER-5

DESIGN OF SUPER PASSAGE Procedure of designing a Super passage: a) b) c) d) e) f)

Selection of canal section Hydraulic particulars of canal and drain Flow conditions of drain Afflux calculations Stress calculations of different section Detailing of reinforcement

A) SELECTION OF CANAL SECTION: Canal selection mainly depends on the levels, alignment, crop requirements. 1) Preliminary survey is to be conducted to determine the relative levels of reservoir and the 2) 3) 4) 5) 6) 7)

ayacut area. Shortest, economical and more feasible path for canal alignment is to be determined. Type of crops to be grown in ayacut area and their water requirements is to be found. Land acquisition is to be done. Trail pit properties should be known. The discharge of the canal section is to be determined by using Dickens formula. Type of section is to be selected including side slopes, bed width ratio, cutting and filling

details, bed fall and design of drop. 8) Canal design should be done for peak water requirements.

B) HYDRAULIC PRATICULARS OF CANAL AT SITE CROSSING: Discharge required

41.35 cumes

Discharge designed

41.60 cumes

Bed width

9.60 m

F.S.D

3.30 m

Free Board

2m

Velocity

0.866 m/s

Side slopes

1.5:1

Surface fall

1 in 12000

Value of co-efficient rugocity(n)

0.018

Bed level

+48.930/48.903

F.S.L

+52.230/52.203

T.B.L

+54.230/54.203

Loss of Head

0.027

CALCULATION OF SLOPE 1)Bed level at 50 m in up stream=52.010 2)Bed level at 50 m in down stream=51.145 Fall=3.865 Fall at 50 m=1 in 26 3)Bed level at 100 m in upstream=61.325 4)bed level at 100 m in down stream=50.875 Fall=10.450 Fall at 100 m=1 in 19 5)Bed level at 150 m in up stream=64.175 6)Bed level at 150 m in down stream=46.595 Fall=17.580 Fall at 150 m=1 in 17 7)Bed level at 175 m in up stream=65.325 8)Bed level at 175 m in down stream=46.555 Fall=18.770 Fall at 175 m=1 in 19 Average bed fall=(1/4)*((1/26)+(1/19)+(1/17)+(1/19))=1/20(1 in 20)

Calculation of discharge: Assumed M.F.L = 53.010 MFL

GL

ORDINANT MEAN ORDINANT

DISTANCE

IN AREA

MTS 53.010

53.010 52.830 52.780 52.710 52.650 52.640 52.580 52.680 52.570 52.850 52.960 53.000 53.010

0 0.180 0.230 0.300 0.360 0.370 0.430 0.330 0.290 0.160 0.050 0.010 0

0.09 0.205 0.265 0.330 0.365 0.400 0.380 0.310 0.225 0.105 0.030 0.005

2.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.330

Total area=2.878 m2 Total Distance=13.320 m Total wetted perimeter=13.660 m Hydraulic radius=0.211 m R2/3=0.354 Average slope =1 in 20 Mannings constant=0.03 Velocity =2.639 m/s Discharge= 7.595 cumecs Hence M.F.L is adopted as 53.010

Flow Conditions of Drain: Determination of control point for the flow:

0.261 0.205 0.265 0.330 0.365 0.400 0.350 0.310 0.225 0.105 0.030 0.002

Width of the trough =3 m q= 2.50 m/s dc= 0.860 m Ac= 3x0.86=0.860 m2 Vc= 7.50/2.58 =2.907 m/s Velocity Head = 0.431 Perimeter =4.72 m Hydraulic Radius = 2.58/4.72 =0.547 R2/3 = 0.669 Slope =1 in 163

Flow Condition at C: DISCHARGE(m3/s) WIDTH(m) DEPTH(m) Velocity Head Floor Level at Trough M.F.L at C T.E.L at C

Flow Condition at B:

=41.60 =9.6 =0.860 =0.431 =52.917 =52.917+0.860 =53.777 =53.777+0.431 =54.208

DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m) Perimeter P (m) Hydraulic radius R R2/3 Slope Average Slope Eddy Losses Frictional Losses Total Losses T.E.L at C T.E.L at B M.F.L at B Bed level at B Difference Assumed Depth is adequate

=41.60 =9.6 =1.375 =12.6113 =0.595 =0.0180 =11.72 =1.0713 =1.047 =1 in 9566 =1 in 323 =0.0826 =0.0186 =0.1012 =54.208 =54.208+0.1012 =54.3092 =54.3092-0.0180 =54.2912 =52.917 =1.3742 < 1.375 m

Flow Condition at A: DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m) Eddy Losses T.E.L at B T.E.L at A M.F.L at A Bed Level at A Difference Therefore assumed depth is adequate.

=41.60 =9.6 =1.380 =15.2766 =0.4909 =0.0123 =0.0011 =54.3092 =54.3092+0.0011 =54.3103 =54.3013-0.0123 =54.2980 =52.9180 =1.380 ~1.380

Flow Condition at D: (exit of the trough) DISCHARGE(m3/s) WIDTH(m)

=41.60 =9.6

Flow Condition at E: DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m) Perimeter P (m) Hydraulic radius R R2/3 Slope Average Slope Eddy Losses Frictional Losses Total Losses T.E.L at D| T.E.L at E M.F.L at B Bed level at B Difference Assumed Depth is adequate

=41.60 =9.6 =1.397 =12.817 =0.5852 =0.0175 =11.8158 =1.0847 =1.0057 =1 in 10045 =1 in 904 =0.0366 =0.01 =0.0466 =52.961 =52.961-0.0466 =52.914 =52.914-0.0175 =52.896 =51.560 =1.396 < 1.377 m

Flow Condition at F: DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m) Eddy Losses Frictional Losses Total Losses T.E.L at D| T.E.L at E M.F.L at B Bed level at B

=41.60 =9.6 =1.401 =15.5532 =0.4522 =0.012 =0.0011 =0.0000 =0.0011 =52.914 =52.914-0.0011 =52.9130 =52.9130-0.0120 =52.9010 =51.500

Difference Assumed Depth is adequate

=1.401< 1.401 m

Tabular Statement of Flow profile: SECTI

BEDLEV

DEPTH OF

VELOCITY

ON

EL

FLOW

(m/s)

T.E.L 54.31

M.F.L

A

52.917

1.380

0.4909

03 54.30

54.2980

B

52.917

1.375

0.5947

92 54.20

54.2912

C

52.917

0.860

2.9070

80 54.08

53.7770

D

52.793

0.860

2.9070

35 52.96

53.6525

D|

51.500

1.260

1.9841

07 52.91

52.7600

E

51.500

1.397

0.5852

41 52.91

52.8966

F

51.500

1.401

0.4822

30

52.9011

FLOW CONDITIONS OF CANAL

AT POINT A DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m)

=41.60 =9.6 =3.3 =48.015 =0.866 =0.038 =52.230+

T.E.L at A

0.038 =52.268

AT POINT B

DISCHARGE(m3/s) WIDTH(m) DEPTH(m) AREA(m2) VELOCITY(m/s) VELOCITY HEAD(m) Perimeter P (m) Hydraulic radius R R2/3 Slope Eddy Losses T.E.L at A T.E.L at B F.S.L at B Bed Level at B Difference (m) Hence assumed depth is adequate

=41.60 =9.6 =3.292 =42.592 =0.9767 =0.0486 =33.038 =1.2892 =1.1845 =1 in 4539 =0.012 =52.268 =52.268+0.002 =52.270 =52.270-0.0486 =52.225 =48.930 =3.291 Ld

135052 3.8383 62.04 49.28 Hence it is adequate

Design of End Supports at B&C at end supports Band C area of steel Minimum distribution steel is 0.217% thickness of slab area of steel

2.198 25 3.77 (As per is code 456-

But min tensile steel provided cranked bars of 8 mm dia at spacing 15 mm Area of steel total steel required

5.12 1973 page no 63) 3.35 7.12 >5.12 It is safe.

\

Design of pier

1.3000

0.0750 0.3000

0.2000

2.7550 0.34301.0000 0.5000 2.0000

Cross section of Pier

0.5000 2.0000

1.0000

0.5000 3.0000 5.0000

Plan of Pier

DRAIN FULL CONDITION LOAD CALCULATIONS Bed level at top of side wall

43.33

Bed level at bottom of side wall

42.03

Bed level below the trough slab

41.755

Bed level at top of pier

41.455

Bed level at bottom of pier

39.343

Bed level at top of foundation

39

Bed level at bottom of foundation

38.5

Center to center distance b/w abutment and pier

8.9

m

Width of slab

3

m

Thickness of slab

0.2

m

Inner width of trough

2.5

m

Thickness of wearing coat

0.075

m

Width or depth of side walls

1.375

m

Thickness of side walls

0.25

m

Base of haunch

0.075

m

Height of haunch

0.075

m

Length of pier

4

m

Width of pier

1

m

Depth of pier below bed block

2.455

m

Thickness of bed block

0.3

m

Water depth in drain full condition

1.3

m

Self weight of concrete

2.5

t/m3

Self weight of plain concrete

2.4

t/m3

Unit weight of water

1

t/m3

Length or depth of curved part

0.5

m

Length of foundation

5

m

Width of foundation

2

m

Thickness of foundation

0.5

m

Full supply depth

2.25

m

Scour depth

0.343

m

Weight of trough slab

13.35

t

Weight of wearing coat

4.005

t

Weight of side walls

15.296

t

Weight of haunches

0.125

t

Weight of bed block

2.25

t

Weight of water

28.925

t

TOTAL LOAD

64.952

t

Direct stress on top of pier

21.65

t

Weight of pier below bed block

20.622

t

Considering 15% of buoyancy net weight of pier below FSL

19.33

t

DIRECT LOAD ON TOP OF FOUNDATION CONCRETE

84.285

t

Consider 100% buoyancy weight on foundation concrete DIRECT LOAD ON FOUNDATION SOIL

Items

t

91.285

Moment in Canal direction Y (t-m) Base of the Pier

7

Bottom

t

Moment in Drain direction X (tm) of Base

of

the Bottom

Foundation

Pier

Foundation

3.555

0

0

Case 2 With water force and no wind force Moment due to cross currents 0 Moment due to water currents 0.1074 Total 0.1074

0 0.1365 0.1365

3.306 0 3.306

4.431 0 4.431

Case 3 with water force and wind force moment due to water currents 0.1074 moment due to wind force 2.287 Total 2.3944

0.1365 2.61 2.7465

0 0 3.306

4.431 0 4.431

Case I With wind force and no water force moment due to wind force

3.088

Total load on top of foundation concrete

84.285

t

Equivalent weight of pier

3.5

m2

I xx

0.2708

m4

Z

xx

0.5416

m4

I yy

3.6458

m4

Zyy

2.1875

m4

Stresses at the base of the pier Case 1 with wind force and no water force

of

P P

=

(p/A)+(Mxx/Zxx)+(Myy/Zyy)

=

25.4931

t/m2

=

22.6698

t/m2

(p/A)+(Mxx/Zxx)+(Myy/Zyy) 22.6698

t/m2

11.82561

t/m2

10.7802

t/m2

Case 2 with water force and no wind force P

=

36.3373

t/m2

P

=

11.8256

t/m2

Case 3 with water force and wind force P

=

37.3828

t/m2

P

=

10.7802

t/m2

Stresses on foundation soil Area of footing

=

10

m2

Zxx

=

3.333

m3

Zyy

=

8.3333

m3

91.2851

t

Total load on foundation soil =

Case 1 with wind force and no water force P P

=

(p/A)+(Mxx/Zxx)+(Myy/Zyy)

=

9.551

t/m2

=

8.7019

t/m2

(p/A)+(Mxx/Zxx)+(Myy/Zyy) 8.7019

t/m2

7.7828

t/m2

7.469

t/m2

Case 2 with water force and no wind force P

=

10.4741

t/m2

P

=

7.7828

t/m2

Case 3 with water force and wind force P

=

10.7873

t/m2

P

=

7.4696

t/m2

Case 2 DRAIN EMPTY CONDITION Weight of trough slab

13.35

t

Weight of wearing coat

4.005

t

Weight of side walls

15.296

t

Weight of haunches

0.125

t

Weight of bed block

2.25

t

TOTAL LOAD

35.828

t

Direct stress on top of pier

11.942

t

Weight of pier below bed block

20.622

t

Considering 15% of buoyancy net weight of pier below FSL

19.33

t

DIRECT LOAD ON TOP OF FOUNDATION CONCRETE

55.1611 t

Consider 100% buoyancy weight on foundation concrete

12.0295

t

DIRECT LOAD ON FOUNDATION SOIL

67.1906

t

Case 1 with wind force and no water force P P

=

(p/A)+(Mxx/Zxx)+(Myy/Zyy)

=

17.1719

t/m2

=

14.3486

t/m2

(p/A)+(Mxx/Zxx)+(Myy/Zyy) 14.3486

t/m2

9.6078

t/m2

8.5623

t/m2

Case 2 with water force and no wind force P

=

21.9128

t/m2

P

=

9.6078

t/m2

Case 3 with water force and wind force P

=

22.9582

t/m2

P

=

8.5623

t/m2

Stresses on foundation soil Case 1 with wind force and no water force P P

=

(p/A)+(Mxx/Zxx)+(Myy/Zyy)

=

7.1456

t/m2

=

6.2924

t/m2

(p/A)+(Mxx/Zxx)+(Myy/Zyy) 6.2924

t/m2

Case 2 with water force and no wind force P

=

8.0647

t/m2

P

=

5.3733

t/m2

5.3733

t/m2

5.0601

t/m2

Case 3 with water force and wind force P

=

8.3779

t/m2

P

=

5.0601

t/m2

DESIGN OF BED BLOCK

Bed block thickness

=

30

cm

Width of bed block

=

100

cm

Grade of concrete

=

15

N/mm2

The purpose of bed block is to distribute the load from the bearings to the piers and abutments. The bed blocks of 30 cm thick in R.C.C M15 grade are proposed. There are no specific design features available for bed blocks

As per IRC Bridge code 310.10 of section III the cap shall be reinforced with 2% steel distributed equally at top and bottom 2 % of steel

=

60

cm2

Main reinforcement

=

30

cm2

Diameter of bars

=

1.6

cm

Total no. of bars

=

16

Provide Tor bars of 16 mm diameter

Hence provide 16 mm diameter bars with 8 no’s on each face i.e., at top and bottom Remaining 50% steel is to be provided as two legged vertical stirrups a) For a length of L/4 from either side provide 16 mm diameter rods at 125 mm c/c spacing b) In the central portion provide 16 mm diameter at 250 mm c/c spacing c) The clear cover adopted is 40 mm spacing

=

13.4

cm

DESIGN OF SUB – STRUCTURE: 1. Design of Abutment:

Top Width of Abutment Bottom width of Abutment Height of Abutment Thickness of Foundation W Width of Foundation Thickness of Trough side walls W Unit Wt of concrete0.275 Unit Wt of concrete W Thickness of Bed Block W Height of Abutment below bed block Width of triangular portion Thickness of CC & slab W Unit wt of soil 0.3 Width of Heel slab Unit wt of water 9

6

W10

W5 W1

7

8

4

W3 1.00 W11

= = = = = = R= = =

1 1.6 2.09 1.30 0.5 2.2 1.3 2.5 0.302.4 0.3

m m m m m m t/m3 t/m3 M

= = = = = =

1.515 0.3 0.275 A 0.3 2.1 0.3 0.5 1

M M M t/m3 M t/m3

W2

B

0.3

0.3 2.20

Stresses on Concrete:

ABUTMENT

Taking Moment about 'A' Sl.N

Load Particulars

Magnitude

o

Lever

Momen

Arm

t

1

V H R = Reaction due to dead load + Water 10.2837 -

0.55

5.656017

2 3 4 5 6 7 8 9 10 11

wt W1 W2 W3 W4 W5 W6 W7 W10 PV PH

1.227349

0.8 0.2 0.8 1.4 1.05 1.45 1.5 1.2 1.6 0.863333

0.6 0.10908 2.9088 0.76356 0.3465 0.525263 0.715838 1.248 0.56359 1.059611

1.3585

3 1.045

1.419633

12

P1

0.75 0.5454 3.636 0.5454 0.33 0.36225 0.47723 1.04 0.35224 -

13

P2

-

1.092025 0.696666

0.760777

7 Total Resultant of forces R

= ∑M / ∑V

= 0.556

Eccentricity

= (B/2)-R

= 0.224

e

emax

= 0.267

e

18.3222 m m

m = 0.244

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 21.949 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

0.954 t/m2

=

µ∑V/ ∑H

=

3.847

=

2.124 > 1.5

> 1.

Hence safe against over sliding Factor of safety against overturning Hence safe against over turning

10.19663

Stresses on Soil:

Taking moments about point 'B' Sl.

Load Particulars

Magnitude

No 1

't' V R = Reaction due to dead load & Water 10.2837 -

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

wt W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 PV PH P1 P2

0.75 0.5454 3.636 0.5454 0.33 0.36225 0.47723 1.3167 0.39 1.04 2.64 0.54094 -

Total

22.8576

Lever

Mome

Arm

nt

0.85

8.741117

1.1 0.5 1.1 1.7 1.35 1.75 1.8 2.05 2.05 1.5 1.1 2.2 1.036 1.295 0.863333

0.825 0.2727 3.9996 0.92718 0.4455 0.633938 0.859005 2.699235 0.7995 1.56 2.904 1.190071 1.952696 2.180133 1.447832

H

1.884842 1.6835 1.677025

3 20.27618

Resultant of forces R

= ∑M / ∑V

= 0.887 m

Eccentricity

= (B/2)-R

= 0.213 m

e

emax

= 0.367

e

m = 0.213

m

e < emax , No tension develops Maximum compressive stress Pmax

= (∑V/B)*(1+6E/B) = 16.423 t/m2

Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

4.356 t/m2

=

µ∑V/ ∑H

=

3.050 > 1.

Hence safe against over sliding Factor of safety against overturning Hence safe against over turning

=

2.633 > 1.5

2. Design of Wing wall U/S

0.6

0.3

3.83

W3 W4 W1

W2

A

W5

0.50 B

2.45

Width of Rectangular portion Width of Triangular portion Width of Heel slab Width of toe slab Thickness of Foundation Width of Foundation Unit Wt of soil Unit Wt of plain concrete Height of wing wall

= = = = = = = = =

0.6 1.25 0.3 0.3 0.5 2.45 2.1 2.4 3.83

m M m m m m t/m3 t/m3 m

Stresses on Concrete:

Taking Moments about 'A' Sl.N o

Load Particulars

Magnitude

Lever

Momen

Arm

t

1 2 3 4 5

W1 W2 W3 PV PH Total Resultant of forces R

= ∑M / ∑V

Eccentricity

= (B/2)-R

e

emax

V 5.5152 5.745 5.026875 1.1829 17.46998 = 0.587 m

0.3 1.0166667 1.4333333 1.85 1.609

1.65456 5.84075 7.205188 2.188365 6.631763 10.2571

= 0.338 m

= 0.308

e

H 4.121668

m = 0.338

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 19.788 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

-0.902 t/m2

=

µ∑V/ ∑H

=

2.967 > 1.15

Hence safe against over sliding Factor of safety against overturning

=

0.547< 1.5

Hence not safe against over turning

Stresses on Soil:

Taking moments about ‘B’ Sl.N

Load Particulars

Magnitude

o V

Lever

Mome

Arm

nt

H

1 2

W1 W2

5.5152 5.745

0.6 3.30912 1.316666 7.56425

3

W3

5.02687

7 1.733333 8.71325

4

W4

5 2.4129

3 2.3

5.54967

5 6

W5 PV

2.94 1.51191

1.225 2.45

3.6015 3.70418

1.819

3 9.58261

1 7

PH

5.26806 6

total

20.7389

2 22.8593

9

6

Resultant of forces R

= ∑M / ∑V

= 1.102 m

Eccentricity

= (B/2)-R

= 0.123 m

e

emax

= 0.408

e

m = 0.123

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 11.008 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

5.992 t/m2

=

µ∑V/ ∑H

=

2.756 > 1.15

Hence safe against over sliding Factor of safety against overturning Hence not safe against over turning

3. Design of Wing wall on D/S:

=

1.386< 1.5

0.6

0.3

3.41

W3 W4 W1

W2

A

W5

0.50 B

1.15 2.30

WING WALL Width of Rectangular portion Width of Triangular portion Width of Heel slab Width of toe slab Thickness of Foundation Width of Foundation Unit Wt of soil Unit Wt of plain concrete Height of wing wall

= = = = = = = = =

0.6 1.15 0.3 0.3 0.5 2.35 2.1 2.4 3.41

m m m m m m t/m3 t/m3 m

Stresses on Concrete:

Taking Moments about 'A' Sl.N

Load Particulars

Magnitude

o V

H

Lever

Momen

Arm

t

1 2 3 4 5

W1 W2 W3 PV PH Total Resultant of forces R

= ∑M / ∑V

4.9104 4.7058 4.117575 0.93769 14.67146 = 0.592 m

Eccentricity

= (B/2)-R

= 0.283 m

e

emax

= 0.150

e

3.267264

0.3 0.9833333 1.3666667 1.75 1.432

1.47312 4.62737 5.627353 1.640957 4.678721 8.690079

m = 0.283

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 16.511 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

0.257 t/m2

=

µ∑V/ ∑H

=

3.143 > 1.15

Hence safe against over sliding Factor of safety against overturning

=

0.857< 1.5

Hence not safe against over turning

Stresses on Soil:

Sl.N

Taking Moments about 'B' Load Particulars

Magnitude

o 1 2

W1 W2

V 4.9104 4.7058

H -

Lever

Mome

Arm

nt

0.6 1.283333

2.94624 6.86262

3

5

3

W3

4.11757

-

1.666666

6.86262

W4 W5 PV

5 2.1483 2.82 1.23283

-

7 2.2 1.175 2.35

5 4.72626 3.3135 2.89715

4 5 6 7

PH

2 -

4.2956

1.642

6 7.05345

5 Total

19.9349

8 20.5549

1

5

Resultant of forces R

= ∑M / ∑V

= 1.031 m

Eccentricity

= (B/2)-R

= 0.144 m

e

emax

= 0.392

e

m = 0.144

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 11.6 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

5.365 t/m2

=

µ∑V/ ∑H

=

3.249 > 1.15

Hence safe against over sliding Factor of safety against overturning Hence safe against over turning

4. Design of Return on U/S:

=

1.914>1.5

0.60 0.67

0.30

W4 3.83

W2 W5 W3

A

W1 0.48

W6

0.5

B

2.35

U/s RETURN Width of Rectangular portion Width of Triangular portion toe width of triangular portion heel Width of Heel slab Width of toe slab Thickness of Foundation Width of Foundation Unit Wt of soil Unit Wt of plain concrete Height of return wall

= = = = = = = = = =

0.6 0.48 0.67 0.3 0.3 0.5 2.35 2.1 2.4 3.83

M M M M M m m t/m3 t/m3 m

Stresses on Concrete:

Take moments about ‘A’ Sl.

Load Particulars

Magnitude

W1

V 2.20608

No 1

H -

Lever

Mome

Arm

nt

0.32

0.70594

2

W2

5.5152

-

0.78

6 4.30185

3

W3

3.07932

-

1.303333

6 4.01338

4

W4

2.69440

-

3 1.526666

4.11345

PV

5 1.1829

-

7 1.75

8 2.07007

1.609

5 6.63176

5 6

PH

-

4.12166

Total

14.6779

3 8.57295

1

2

8

Resultant of forces R

= ∑M / ∑V

= 0.584 m

Eccentricity

= (B/2)-R

= 0.291 m

e

emax

= 0.292

e

m = 0.291

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 16.750 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

0.024 t/m2

=

µ∑V/ ∑H

=

2.493 > 1.15

Hence safe against over sliding Factor of safety against overturning

=

0.293< 1.5

Hence not safe against over turning

Stresses on Soil:

Taking moments about ‘B’ Sl.N o

Load Particulars

Magnitude

Lever

Mome

Arm

nt

V

H

1 2

W1 W2

2.20608 5.5152

-

0.62 1.08

1.36777 5.95641

3

W3

3.07932

-

1.603333

6 4.93717 6 4.92178

4

W4

2.69440

-

3 1.826666

5 6 7

W5 W6 PV

5 2.4129 2.82 1.51191

-

7 2.2 1.175 2.35

5.30838 3.3135 3.55299

PH

1 -

1.819

2 9.58261

Total

20.2398

8

5.26806 6

2

Resultant of forces R

= ∑M / ∑V

= 0.997 m

Eccentricity

= (B/2)-R

= 0.198 m

e

emax

= 0.392

e

m = 0.198

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 12.963 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

4.262 t/m2

=

µ∑V/ ∑H

=

2.689 > 1.15

Hence safe against over sliding Factor of safety against overturning Hence not safe against over turning

=

1.064< 1.5

2 19.7754

5. Design of Return on D/S:

0.60 0.53

0.30

W4 3.41

W2 W5 W3

A

W1 0.43

W6

0.5

B

2.16

D/s RETURN

Width of Rectangular portion Width of Triangular portion toe width of triangular portion heel Width of Heel slab Width of toe slab Thickness of Foundation Width of Foundation Unit Wt of soil Unit Wt of plain concrete Height of return wall

= = = = = = = = = =

0.6 0.43 0.53 0.3 0.3 0.5 2.16 2.1 2.4 3.41

m m m m m m m t/m3 t/m3 m

Stresses on Concrete:

Take moments about ‘A’ Sl.N o

Load Particulars

Magnitude

Lever

Momen

Arm

t

1 2 3 4 5 6

V 1.75956 4.9104 2.16876 1.897665 0.93769 11.67407

W1 W2 W3 W4 PV PH Total

Resultant of forces R

= ∑M / ∑V

= 0.524 m

Eccentricity

= (B/2)-R

= 0.256 m

e

emax

= 0.260

e

H 3.267264

0.2866667 0.73 1.2066667 1.3833333 1.56 1.432

0.504407 3.584592 2.61697 2.625103 1.462796 4.678721 6.115148

m = 0.256

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 14.858 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

0.108 t/m2

=

µ∑V/ ∑H

=

2.501 > 1.15

Hence safe against over sliding Factor of safety against overturning

=

1.166< 1.5

Hence not safe against over turning

Stresses on Soil:

Taking Moment about 'B' Sl.N

Load Particulars

Magnitude

o

Lever

Mome

Arm

nt

1

W1

V 1.75956

H -

0.586666

1.03227

2

W2

4.9104

-

7 1.03

5 5.05771 2

3 4

W3

2.16876

-

1.506666

3.26759

-

7 1.683333

8 3.19440 3 4.31808

W4

1.89766

5

W5

5 2.1483

-

3 2.01

6 7

W6 PV

2.592 1.23283

-

1.08 2.16

3 2.79936 2.66291

PH

2 -

1.642

8 7.05345

Total

16.7095

8 15.2788

2

9

8

4.2956 5

Resultant of forces R

= ∑M / ∑V

= 0.914 m

Eccentricity

= (B/2)-R

= 0.166 m

e

emax

= 0.36

e

m = 0.166

m

e < emax , No tension develops Maximum compressive stress Pmax

=

(∑V/B)*(1+6E/B)

= 11.296 t/m2 Minimum compressive stress Pmin Factor of safety against sliding

= (∑V/B)*(1-6E/B) =

4.176 t/m2

=

µ∑V/ ∑H

=

3.890 > 1.15

Hence safe against over sliding Factor of safety against overturning

=

1.166< 1.5

Hence not safe against over turning.s

CHAPTER 6 SUMMARY s

For the purpose of storage and conveyance of water for irrigation various structures have been involved. Super passage is one such type of Cross-Drainage structure which involves drain carried over a canal. In the present project, various situations that results in construction of a super passage have been studied. The design of the entire structure involving the flow calculations and stress calculations have been studied.