construction of bridges
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A CULVERTis defined as a structure having a total length of 6.0 M or
less between the inner faces of Dirt walls(Backing wall)
A CAUSEWAYis a structure constructed across a stream which allows the
normal flow of water through its vents and allows the Flood
waters at MFL CONDITION above it. Normally Causeways aredesigned to take 30% of Flood water through vents and
balance to overflow during MFL Condition
A MINOR BRIDGEis a structure having a total length of 60.0m or less
between the inner faces of Dirt walls (BACKING WALLS) i.e.
more than 6.0M and less than 60.0M
DEFINITIONS
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A Major Bridge
is a structure having a total length of more than 60.0
M Between the inner faces of Dirt walls (Backing
walls)
ROB Means a Road Over Bridge
constructed across a Railway line over the Rails. This
means the road traffic passes over the Railway line.
RUB Means a Road Under BridgeConstructed across
a Railway line under the Rails. This means the road
traffic passes under the Railway line. This is lesscostlier, but causes stagnation of water in rainy
season and may cause submersion during y rains.
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WATERThe properties of Water plays very important roll in
achieving the required strength of concrete
(1) The PH of Water should be more than 6
(2) The Sulphate content should be less than
400mg/Litre.
(3) The Chloride content should be less than
500mg/Litre for R.C.C and less than 2000 mg/Litre
for P.C.C
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Curing of water is very important and must be
continued for 28 days irrespective of grade of
cement.
Water used for mixing and curing should be of same
source and of good quality. It is a wrong notion that
Water used for Curing need not be of good quality
In case of Structures near Sea coast Potable water may
not be available. In such cases Extra water lead may be
included in Estimate and insisted during Execution.
Adequate number of COVER BLOCKS with Binding wire
fixed may be casted and cured well in advance not less
than 15 days and CURED under water before laying
concrete and placed under Reinforcement.
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PIPE CULVERTS
(1) The Depth of Foundation for Pipe culvert should
be 0.90M Below sill level as per IRC SP-13, WITH Bed
protection. It may be increased to 1.20M Below silllevel WITHOUT Bed protection.
(2) The Sill level may be fixed at 0.15M Below
existing Bed Level.
(3) The Width of Body wall at bottom may be fixed
as (0.40H+0.30) where H IS HEIGHT OF WALL in
Meters
(4) In case of multiple row Pipe Culvert the distance
between the pipes should be not less than the
Outer diameter of pipe subject to a minimum of
450mm.
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SLAB CULVERTS
(1) Slab Culverts are effective in discharging flood
waters compared to Pipe culverts even though the
construction takes little more time. The Pipe Culvertsare likely to get choked due to Debris, Jungle etc in
vents during floods.
(2) IRC SP-13 gives the sections of Abutments, Wing
walls for different heights, sections of Deck slab and
Reinforcement for Spans ranging from 1.0M to 6.0M
(3) The Sections in IRC SP-13 are applicable for soilswith a S.B.C. of not less than 16.50 T/M2. For lower
S.B.C. Values of foundation soils Raft foundation
may be adopted.
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CAUSEWAY WITH GUIDE POSTS
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FOUNDATIONS
SHALLOW FOUNDATION(< 4M) DEEP FOUNDATIONS(>4M)
RAFT INDIVIDUAL
FOOTINGS
WELL
FOUNDATION
PILE
FOUNDATION
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(1) Raft Foundation is adopted when the S.B.C. of
Foundation soil is less than or equal to 10T/M2 like
Black cotton soils, marshy soils with small spanarrangement.
(2) Individual Footings are adopted when the S.B.C of
the Foundation soil is more than 16.50T/M2.
(3) This type of foundations are suitable when HARD
soils are met at shallow depths and in case of ROB/
RUB where there will not be any scour likely to
occur as there will not be any flow.
(4) Suitably designed Aprons are to be provided
both on Upstream side and on Downstream side to
Protect the Bridge structure.
OPEN FOUNDATIONS
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EARTH WORK FOR OPEN FOUNDATION IN SANDY SOIL
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EARTH WORK FOR OPEN FOUNDATION IN SANDY SOIL
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Earth work excavation for open foundations in sandy soils. As it is difficult to excavateindividual foundation trenches, the excavation was done continuously like a canal. Asit is in the heart of town limits shoring and shuttering adopted to avoid sliding of sandand damage to adjoining railway quarters as they demanded total cost of structureson the plea that there quarts will be collapsed.
OPEN FOUNDATION FOR INDIVIDUAL FOOTING IN SANDY SOIL
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LAYING OF CEMENT CONCRETE BED 100 MM THICK UNDER PIER
FOOTING
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Reinforcement completed for pier footings. A beam connecting the three circularpiers can be seen above the footing reinforcement. The center to center distanceof piers should be verified carefully and main reinforcement of pier should beplaced at exact location before laying concrete for pier footing.
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A trapezoidal
section was
adopted for pier
footing.
Hence the topreinforcement
was to be bent
accordingly to
suit the concrete
section with a
cover of 50 mm
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Laying of plain concrete for Abutment foundations in V.C.C. M15 using 40 mmgraded metal. Each layer should not exceed 200 mm for proper vibration of eachlayer. Shear keys in the form of holes may be provided by keeping concrete blocksin each layer of concrete and removing the same after one hour to leave holes andto act as key.
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Concrete completed for pier footing. A trapezium section with a beam connecting 3circular piers of 1.0 m dia. can be seen. The shutters should be thoroughly checked formaintaining three piers in one line and at exact distance to avoid variation in span.
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Circular piers of 1.0 m dia. completed by laying concrete in each stage of
2.50 m inside face of sloped face of Abutment can be seen with weep holes.
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PHOTO SHOWING WELL CUTTING EDGE AND WELL CURB
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PHOTO SHOWING TREMIE PIPEFOR BOTTOM PLUGGING OF
WELL.
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WEEP HOLES IN ABUTMENT
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Filter media using 50% of 150 mm HBG stone and 50% of 40 mm HBG metal were placed behindRetaining walls to allow seepage water to drain off easily in to weep holes. As the formation is to befilled with sandy soils, 0.60 m thick Gravel Backing adjoining the filter media is provided to avoidscooping out of sand with seepage water from pavement, other wise Gravel Backing adjoining filtermedia is not necessary
REINFORCEMENT OF R C C DECK SLAB FOR 10 0 M SPAN
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REINFORCEMENT OF R.C.C. DECK SLAB FOR 10.0 M SPAN
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ELASTOMER UNITS 40MM THICK 0.75M OR 1.0M LENGTH
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SLAB SEAL TYPE
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STRIP SEAL EXPANSION JOINT FOR LARGER MOVEMENTS
ELASTOMER SEAL
I .S ANGLES
ANCHOR
RODS
ANCHOR RODS
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CLOSER VIEW OF STRIP SEAL WITH ELASTOMERS
CLOSER VIEW OF STRIP SEAL JOINT AT APPROACH SLAB
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Fixing of strip seal joint with main reinforcement of
superstructure in the recess of concrete
Close view of fixing of strip seal joint with main reinforcement
of super structure
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of super structure
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Camber should be provided in joints itself at RCL and should
extend in to kerb portion also duly welded to main reinforcement
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The top level of strip seal joint shall be kept equal to top level of
wearing coat and care must be taken that no jerk is observed at
joints.
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ELASTOMER STRIPS IN ROLLS AND FIXING IN JOINT
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CLOSER VIEW OF FIXING ELASTOMER IN ANGLE ATACHMENT
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T- BEAM GIRDERS SEEN FROM BOTTOM
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BRIDGE COMPLETED
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PIER
WELL AFTER SCOUR
DECK SLAB COLAPSED
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WELL AFTERSCOUR
DECK SLABS COLLAPSED
PIER
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REINFORCEMENT CORRODED DUE TO INADEQUATE COVER
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DECK SLAB REINFORCEMENT CORRODED AND EXPOSED
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MINOR BRIDGE COLAPSED DUE TO CORROSION OF STEEL
LOAD TEST FOR BRIDGE 70R LOADING
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The load is to be accommodated in the span which gives maximum bending
moment. For 10m clear span the critical load works out to 68.0 MT (4x17.0
MT). For other spans this will be different. This critical load is to be increased
by 25% as per is 456-2000
LOADING FOR CLASS 70R LOAD AS PER APPENDIX I OF IRC 6-2000
TRACKED VEHICLE :70.0M.T WHEELED VEHICLE :100.0 M.T
LOAD TEST FOR BRIDGE 70R LOADING
CONTACT AREA :610X410 MMTOTAL LENGTH OF VEHICLE
:14.31OM
THE LOADING SHALL BE DONE AT 30%,50%,70%, 80%,90%,100%
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THE LOADINGSHALL BE DONE AT 30%,50%,70%, 80%,90%,100%0F TOTAL LOAD.
THE MAXIMUM DEFLECTION PERMISSIBLE IS 40L2
/D (WHERE LIS THE EFFECTIVE SPAN),AS PER CLAUSE 17.6.3.1 OF IS 456-2000 WHICH WORKS OUT TO 5.33mm FOR 10.76M C/C SPAN.
THE STRUCTURE SHOULD HAVE A RECOVERY OF NOT LESS
THAN 75% OF MAXIMUM DEFLECTION DUE TO SUPERIMPOSEDLOAD ON REMOVAL, AS PER CLAUSE 17.6.3 OF IS 456-2000.
THE SUPERIMPOSED LOAD SHALL BE KEPT FOR 24 HOURS ANDDEFLECTIONS RECORDED
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LOAD TEST ON R.O.B. MARKAPUR WITH STEEL PLATES OF610X410X25 MM EACH TAKING A LOAD OF 10.625 M.T
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LOADING WITH SAND BAGS EACHWEIGHING 35 KG
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LOAD TEST WITH PLATES 610X410MM FOR 70R LOADING
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CLOSE UP VIEW OF LOADED PLATES 610X410 MM, ISBEAMS, PLOTFORM
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CLOSE UP VIEW OF LOADED PLOTFORM, CHANNELS,IS ANGLES,PLATES
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SIDE VIEW OF PLOTFORM WITH SAND BAGS EACHWEIGHING 35 KG
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LOADED PLOTFORMS 2 NO. EACH WITH 4 SETS OF PLATES.LOAD ON EACH SET OF PLATES IS 10.625 M.T
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LOADED PLATFORMS 2 NO, EACH WITH 4 SETS OF PLATES.
LOAD ON EACH PLATE IS 10.625 M.T .
TOTAL LOAD IS 8X10.625 = 85.0 M.T
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LOADING PLOTFORMS EACH CARRYING 42.5 M.TTOTALLING TO 85.0 M.T FOR 10 M CLEAR SPAN`
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DIAL GUAGES UNDER SLAB FOR MEASURING DEFLECTIONS3 NO. ALONG SPAN+ 2 NO. TRANSVERSE DIRECTION
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CLOSE UP VIEW OF DIAL GUAGES FOR MEASURINGDEFLECTIONS, PLOTFORMS
RESULTS OF LOAD TEST
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DEFLECTOMETERIDENTIFICATIONMEMBERLOCATION
DEFLECTION AFTER24 HOURSLOADING(MM)
DEFLECTIO
N DUE TOTEMPERATUREDURINGLOADPERIOD(7 AM TO
6PM)IN MM
CORRECTEDDEFLECTION
(MM)
LIMITINGDEFLECTION
(MM)
MAX
VALUEASPERANALYSIS
(MM)
%RECOVER
YAFTER 24HOURSOFLOADING
D1R/S
END1.17
0.92
UPWARD2.09
5.33
mm
6.9
085.6%
D2
CENTR
E OF
DECK
0.841.15
UPWARD1.99 -do- -do 89.4%
D3L/S
END0.46
0.77
UPWARD1.23 -do- -do- 86.2%
D4 SPAN 0.940.77UPW
ARD1.71 -do- -do- 87.1%
D5 SPAN 0.73 0.73UPWARD
1.46 -do- -do- 80.1%
LEAST COUNT =0.01mm MAX TRAVEL = 50mmDEFLECTIONS DUE TO LOADING
CONCLUDING REMARKS
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1) From the results of load test ,the maximum deflectionrecorded is 2.09 mm ,against the limiting deflection of5.33mm,as per clause 17.6.3 of IS 456-2000.
2) The deflection recovery of the Deck slab was found to bemore than Stipulated minimum of recovery of 75 afterremoval of test load.3) Hence it can be concluded that the deflection behavior ofthe Deck slab of the bridge is within the permissible limits.
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THANK YOU
For further clarification and comments
Sri P.SURESHDEPUTY EXECUTIVE ENGINEER(R&B) SUB DIVISION, UDAYAGIRI
9440818349
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