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DESIGN OF ABUTMENT

BRIDGE OVER STREAM AT MATALE TOWN

GENERAL DATA

(1) LOADED LENGTH = 13.500 m

(2) NUMBER OF NOTIONAL LANES = 2.000 Nos.

(3) WIDTH OF A NOTIONAL LANE = 3.250 m(4) WIDTH OF A PEDESTRIAN LANE = 0.950 m

(5) HEIGHT OF CAPPING BEAM = 0.450 m

() WIDTH OF CAPPING BEAM = 0.785 m

(!) LENGTH OF CAPPING BEAM = 9.050 m

(") HEIGHT OF BALLAST WALL = 0.660 m

(#) WIDTH OF BALLAST WALL = 0.300 m

(1$) HEIGHT OF CURTAIN WALL = 1.120 m

(11) WIDTH OF CURTAIN WALL = 0.300 m

(12) THICNESS OF THE BEARING PAD = 0.038 m

(13) BATTER OF THE WALL = 0.083

MATERIAL PROPERTIES

(1) DENSIT% OF WET CONCRETE = 23.600

(2) DENSIT% OF SOIL = 17.280

(3) ACTI&E EARTH PRESSURE CO' EFFICIENT = 0.271

(4) FRICTIONAL C$' EFFICIENT = 0.400

LOADING

(A) TOTAL DEAD LOAD ACTING

ON CAPPING BEAM = 975.00 N.

(B) LI&E LOADS

(1) IMPOSED LOAD U.D.L. = 30.00

(2) NIFE EDGE LOAD = 120.00 N.L*+,

(3) PEDESTRIAN LOAD = 4.00

(4) SURCHARGE LOAD = 10.00

(5) TOTAL LONGITUDINAL LOAD = 185.00 N.

  ( TRACTI&E FORCE )

SECTION WIDTH OF DEPTH OF BASE WIDTH TOTAL TOTAL TOTAL TOTAL FACTOR MINIMUM MA-IMUM

 TO BE STEP STEPPED OF THE HEIGHT OF &ERTICAL STABILIT% O.T.M. OF STRESS STRESS

CHECED SECTION SECTION THE WALL LOAD MOMENT SAFET%

m m m m N. N. m N. m

A'A 1.$"5 1.2$$ 1.1"5 1.2$$ 23!.!! #.3$ 51.3 1."" '2$#.2" 1$.5"

B'B $.35$ 1.2$$ 1.35 2.4$$ 3$$.13 1"3.3# 1$#.4" 1." '2$1.25 5".3!

C'C $.35$ 1.2$$ 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

D'D $.$$$ $.$$$ 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

E'E $.$$$ $.$$$ 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55F'F 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

G'G 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

H'H 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

I'I 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

 ' $.$$$ $.$$$ 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

FOUND '  $.$$$ $.$$$ 2.$"5 3.$$ 3"2.4# 322.14 1#5.1" 1.5 '1#1. 55".55

L'L $.35$ $.4$$ 2.435 4.$$$ 4$5.4! 4"3.## 231.2! 2.$# '!!.2# 41$.33

M'M $.35$ $.5$$ 2.!"5 4.5$$ 43".33 !1.! 2"2.41 2.3" '13. 32".44

MA-IMUM BEARING PRESSURE UNDER THE FOUNDATION / 32#.$ Nm02

PASSI&E EARTH HEIGHT / $.$$ m

FACTOR OF SAFET% AGAINST SLIDING /   1.$

Nm3

Nm3

NL*+,m

Nm2

Nm2

Nm2 Nm2

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PROGRAMMED B% ' E+. . T. GUNASEARA.

BRIDGE OVER STREAM AT MATALE TOWN

BRIDGE BRIDGE OVER STREAM AT MATALE TOWN

BRIDGE BRIDGE BRIDGE OVER STREAM AT MATALE TOWNABUTMENT AND CAPPING BEAM

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LOAD ECC.FROM MOMENT

LOADS PER NIT WIDT! CAPP. EDGE ACTING ON ABTMENT TOP "N. # "N. #

DEAD LOAD FROM DEC" 0N CAPPING BEAM 107.73 0.225 24.24

DEAD LOAD DE TO CRTAIN WALL 1.38 0.393 0.54

DEAD LOAD DE TO CAPPING BEAM 8.34 0.393 3.27

DEAD LOAD DE TO BALLAST WALL 4.36 0.635 2.77

TOTAL DEAD LOAD 121.81 0.253 30.82

TOTAL IMPOSED LOAD 75.06 0.225

TRACTIVE FORCE 20.44

SELF WEIGHT SELF WEIGHT OF WEIGHT OF SURCH. S.T.M. TOTAL MOMENT MOMENT ECC..CIT%

OF EACH WEIGHT UP SOIL SOIL LOAD ON DUE TO MOMENT DUE TO DUE TO FROM

STEPPED TO THE ON EACH ON EACH EACH SELF WEIGHT DUE TO SURCH SOIL CENTRE

SECTION SECTION STEP SECTION SECTION OF EACH ST. SELF WT. LOAD LOAD

32.14 32.14 5.!5 5.!5 3.$$ 1#."4 1#."4 3.11 5.# $.4$3

44."# !!.$3 13.#! 1#.!3 .5$ 3!."1 $." ".52 2.#3 $.5!1

5!.3 134. 21.23 4$.#5 1$.$$ 1.51 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

$.$$ 134. $.$$ 4$.#5 1$.$$ $.$$ 13$.$! 15."5 #.45 $.!11

22.## 15!.5 $.$$ 4$.#5 1$.$$ 2!.## 2$5.1# 1#.35 "3.!" $.5#4

32." 1#$.51 $.$$ 4$.#5 1$.$$ 45.! 3$.13 22."5 #".11 $.5$4

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DESIGN OF RETAINING WALL

(1) BATTER OF THE WALL / $.$$$ (H&)

(2) SLOPE OF THE BAN OF

  RETAINED MATERIAL / $.$$ (&H)

(3) ANGLE OF INTERNAL FRICTION

  OF RETAINED MATERIAL / 35.$$ D.

(4) DENSIT% OF WET CONCRETE / 23.$

(5) DENSIT% OF SOIL / 1!.3$

() SURCHARGE LOAD / 1$.$$

(!) CO'EFFICIENT OF FRICTION / $.4$

(") ALLOWABLE BEARING PRESSURE

UNDER THE FOUNDATION / 225.$$

SECTION WIDTH OF HEIGHT OF TOTAL HEIGHT TOTAL TOTAL TOTAL FACTOR MINIMUM MA-IMUM

 TO BE EACH EACH BASE UP TO &ERTICAL STABILIT% O.T.M. OF STRESS STRESS

CHECED STEP SECTION WIDTH THE BASE LOAD MOMENT SAFET%

(m) (m) (m) (m) (N) (N m) (N m)

A'A $.$$ 1.2$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

B'B $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

C'C $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

D'D $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

E'E $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

G'G $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

H'H $.$$$ $.$$$ $.$$ 1.2$$ 1.## 5.1$ 3.3$ 1.54 '2.!$ "3.34

I'I 2.15$ $.$$$ 2.!5$ 1.2$$ "3.13 115."! 3.3$ 35.1$ 2"." 31.$

FOUND. ' $.$$$ $.3$$ 2.!5$ 1.5$$ 1$2.$ 142.4 5.# 25.$# 34.$5 4$.5!'  $.$$$ $.$$$ 2.!5$ 1.5$$ 1$2.$ 142.4 5.# 25.$# 34.$5 4$.5!

L'L $.$$$ $.$$$ 2.!5$ 1.5$$ 1$2.$ 142.4 5.# 25.$# 34.$5 4$.5!

MA-IMUM BEARING PRESSURE UNDER THE FOUNDATION / 4$.5! Nm02

PASSI&E EARTH HEIGHT / $.$$ m

DEPTH OF E% SECTION / $.$$ m

 TOP WIDTH OF E% SECTION / $.$$ m

BOTTOM WIDTH OF E% SECTION / $.$$ m

DISTANCE TO THE E% CENTRE FROMFOUNDATION EDGE (PASSI&E SIDE) / $.$$ m

FACTOR OF SAFET% AGAINST SLIDING / 4.3#

SHEAR STRESS AT E% SECTION / 6DI&$7 Nm02

Nm3

Nm3

Nm2

Nm2

(Nm2) (Nm2)

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PROGRAMMED

0

RETAINING STRUCTURE

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 ALL DIMENSIONS ARE IN MILLIMETERS

DESIGN BEARING PRESSURE = 225.$$ Nm02

DESIGNED B$ %&

 APPROVED B$ %&

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ACTI&E EARTH PRESSURE CO'EFFICIENT / $.2!1

PASSI&E EARTH PRESSURE CO'EFFICIENT / 3.#$

ACTI&E EARTH PRESSURE CO'EFFICIENT AT E% SECTION / $.2!1

SELF WEIGHT WEIGHT OF WEIGHT OF SURCHARGE STABILIT% STABILIT% STABILIT% ECC..T%.

OF THE SOIL ON SOIL ON LOAD ON MOMENT MOMENT MOMENT FROM

SECTION EACH EACH EACH SECTION DUE TO DUE TO DUE TO CENTROID

STEP SECTION SELF WEIGHT SURCH. LOAD SOIL WEIGHT

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## $.$$ $.$$ $.$$ 5.1$ $.$$ $.$$ $.1#4

1.## 44.3 44.3 21.5$ 5.1$ 3.$1 !4.! $.$21

3.4 $.$$ 44.3 21.5$ 31."! 3.$1 !4.! $.$4$3.4 $.$$ 44.3 21.5$ 31."! 3.$1 !4.! $.$4$

3.4 $.$$ 44.3 21.5$ 31."! 3.$1 !4.! $.$4$

BEARING PRESSURE AT E% SECTION (PASSI&E SIDE) / 4$.5! Nm02

BEARING PRESSURE AT E% SECTION (ACTI&E SIDE) / 4$.5! Nm02

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DESIGN OF PIER

DRY CONDITION

LOADING TOTAL ECC. FROM

LOAD ON CAP.BEAM

PIER EDGE

'"N.( '#(

(1) DEAD LOAD FROM DEC (LONG SPAN ) = 288.69 0.225

(2) DEAD LOAD FROM DEC (SHORT SPAN) = 266.00 0.700

(3) LI&E LOAD ON LONG SPAN = 576.60 0.225(4) LI&E LOAD ON SHORT SPAN = 0.00 0.000

(5) TRACTI&E FORCE ON LONG SPAN = 144.50

() TRACTI&E FORCE ON SHORT SPAN = 0.00

(!) IF ANAL%SIS IS DONE ' LONG SPAN SIDE ENTER 818

  ' SHORT SPAN SIDE ENTER 8$8 = 1.00

CAPPING BEAM DATA

(1) LENGTH OF CAPPING BEAM = 6.300 #

(2) HEIGHT OF CAPPING BEAM (LONG SPAN) = 0.300 #

(3) HEIGHT OF CAPPING BEAM (SHORT SPAN) = 0.300 #

(4) TOTAL WIDTH OF CAPPING BEAM = 0.925 #(5) HEIGHT OF CONCRETE PAD = 0.038 #

() HEIGHT OF CURTAIN WALL (HIGHER) = 0.610 #

(!) WIDTH OF CURTAIN WALL = 0.150 #

FLOW DATA

(1) MA-IMUM &ELOCIT% OF WATER CURRENT = 3.66 #)*

(2) CONSTANT DEPEND ON SHAPE OF THE PIER = 1.50

(3) CHANGE OF ANGLE OF WATER CURRENT = 20.00 D+,

MATERIAL PROPERTIES

(1) DENSIT% OF CONCRETE = 22.00

(2) DENSIT% OF WATER = 0.00(3) DENSIT% OF RI&ER BED MATERIAL = 17.28

(3) CO EFFICIENT OF FRICTION = 0.40

(4) ACTI&E EARTH PRESSURE CO EFFICIENT OF

  RI&ER BED MATERIAL = 0.27

!EIG!T INCREASED !EIG!T TOTAL !EIG!T STABILIT$ OVER FACTOR MINIMM MA-IMM

STEM N. OF STEM WIDT! OF OF TAPEREDWIDT! OF OF PIER MOMENT TRNING OF STRESS STRESS

STEM SECTION STEM SECTION MOMENT SAFET$

'#( '#( '#( '#( '#( '"N. #( '"N. #(

1 0.000 0.250 3.700 1.425 3.700 178.06 92.62 1.923 &142.79 538.05

2 0.000 0.000 0.000 1.425 3.700 178.06 92.62 1.923 &142.79 538.05

3 0.000 0.000 0.000 1.425 3.700 178.06 92.62 1.923 &142.79 538.05

4 0.000 0.000 0.000 1.425 3.700 178.06 92.62 1.923 &142.79 538.055 1.425 3.700 178.06 92.62 1.923 &142.79 538.05

 HIGHEST FLOOD LEVEL 3.700

6 0.800 0.100 0.200 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

7 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

8 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

9 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

10 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

11 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

STREAM BED LEVEL 4.700

12 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

13 0.000 0.000 0.000 1.625 4.700 234.91 115.55 2.033 &118.86 508.93

14 0.750 0.200 0.000 2.025 5.450 332.13 132.76 2.502 &54.30 400.31

FACTOR OF SAFETY FOR SLIDING = 6.89

MA-IMUM BEARING PRESSURE UNDER FOUNDATION = 410.42 "N)#/2 PROGRAMMED B$ %& E ,. T. G*

PROGR PROGRAMMED B$ %& E,. T. G*

"N)#3

"N)#3

"N)#3

'"N)#2 ( '"N)#2 (

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PIER

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STABILIT$ MOMENT DE TO DEAD LOAD FROM DEC" = 39.87 "N#

STABILIT$ MOMENT DE TO LIVE LOAD FROM DEC" = 20.59 "N#

STABILIT$ MOMENT DE TO SELF WEIG!T OF C.BCWL. = 2.96 "N#

TOTAL STABILIT$ MOMENT = 63.42 "N#

WEIG!T OF CAPPING BEAM AND CRTAIN WALL = 40.35 "N.

SELF MOMENT TOTAL ECCENTRICIT$ VALE OF O.T.M

STEM NO. WEIG!T OF DE TO VERTICAL FROM P DE TO

SECTION SELF FORCE TRNING AT T!E WATER

WEIG!T EDGE BOTTOM CRRENT

1 95.65 68.15 281.62 0.303  

2 95.65 68.15 281.62 0.303  

3 95.65 68.15 281.62 0.303  

4 95.65 68.15 281.62 0.303  

5 95.65 68.15 281.62 0.303  0.000 0.000

6 130.96 106.40 316.93 0.377 0.00 0.00

7 130.96 106.40 316.93 0.377 0.00 0.00

8 130.96 106.40 316.93 0.377 0.00 0.00

9 130.96 106.40 316.93 0.377 0.00 0.00

10 130.96 106.40 316.93 0.377 0.00 0.00

11 130.96 106.40 316.93 0.377 0.00 0.00

12 130.96 106.40 316.93 0.377 0.00 0.00

13 130.96 106.40 316.93 0.377 0.00 0.00

14 164.37 166.42 350.34 0.569 0.00 0.00

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