copy of plati errection process

7/29/2019 Copy of Plati Errection Process

1/14

Span of the suspended bridge 186.67 m

Dia of

Cable

Gross

Area

Metalic Area Area

reduction

factor

level deffernce between saddle support 0.00 m 13 132.67 73 0.55

20 314 74 0.24

26 530.66 292 0.55

Live load for bridge=3.18+53/l 3.463924 KN/m 32 803.84 442 0.55

DL of bridge deck excluding of the cable 0.56 KN/m 36 1017.4 560 0.5540 1256 691 0.55

For 4-40dia main cable and 2-36 dia hand rail cable 48 1808.6 994.75 0.55

Cable self wt 0.3338 KN/m

Total DL 0.8938 KN/m

DL +LL Combinations for 1.06m walk way 4.357724 KN/m

9841382433, pramod pokhrel


2/14

Breaking

load

Actual

breaking

stress

Grade of

fiber

Strength

reduction

factor KN/m

103 1410.959 1570 0.8987 0.0064

104 1405.405 1571 0.894593 1.0064

386 1321.918 1570 0.841986 0.0251

585 1323.529 1570 0.843012 0.038

740 1321.429 1570 0.841674 0.0481914 1322.721 1570 0.842497 0.0594

1315.06 1322 1570 0.84 0.078088

2.73523

63.28125


3/14

Equation of Three point Parabola or Two point and Sag option

SAG

X* tan(alfa)-S=Y=ax2+bx

to evaluate Coefficients 'a' and 'b'

Origin at Left Support

Sign Convensions: Vertical ordinate +ve

Horizontal Span 32.00 m

Level difference 0.00 m

First point, A 0.00 0.00

Second Point, B x y Unit

32.00 0.00 m

Third Point,C L h Unit

32.00 0.00 m

Expected Maximum Sag,Max 2.00 m

Adopt sag if length does not match,from

supplied and polygonal calculation 2.00 m

Coeff, a 0.01

Coeff, b -0.25

Sag,Max 2.00 m From Constant, a

Sag,Max 2.00 m From Constant, b

Main cable Rope ID 6X7(6/1)F.C 40.00 mmDia

Nos of Main cable 1.00 nos

Wt/100m of the cable 554.00 Kg/100 m 0.06 KN/m

HORIZONTAL Reaction 3.55 KN

Length of Cable from polygonal profile Driving horiz m

PROFILE OF CABLE ON SELF LOAD

Segmental

Length,Sqrt((DeltaX)^2+(DeltaY)^2) X Y dy/dx

Slope

in

Radian

Slope in

Degree

Tension

Incable,KN

0.00 0.00 -0.25 -0.24 -14.04 3.65

2.05 2.00 -0.47 -0.22 -0.22 -12.34 3.63

2.04 4.00 -0.88 -0.19 -0.19 -10.62 3.61

2.03 6.00 -1.22 -0.16 -0.15 -8.88 3.59

2.02 8.00 -1.50 -0.13 -0.12 -7.13 3.57

2.01 10.00 -1.72 -0.09 -0.09 -5.36 3.56

2.01 12.00 -1.88 -0.06 -0.06 -3.58 3.55

2.00 14.00 -1.97 -0.03 -0.03 -1.79 3.55

2.00 16.00 -2.00 0.00 0.00 0.00 3.55

2.00 18.00 -1.97 0.03 0.03 1.79 3.55

2.00 20.00 -1.88 0.06 0.06 3.58 3.552.01 22.00 -1.72 0.09 0.09 5.36 3.56

2.01 24.00 -1.50 0.13 0.12 7.13 3.57

2.02 26.00 -1.22 0.16 0.15 8.88 3.59

2.03 28.00 -0.88 0.19 0.19 10.62 3.61

2.04 30.00 -0.47 0.22 0.22 12.34 3.63

2.05 32.00 0.00 0.25 0.24 14.04 3.65

Reaction due to point load


4/14

span 32.00 m

sag 2.00 m

chord length 16.12 m

Cos 0.12 Radian

wt to transfer, W 20.00 KN

Tension in cable, T = W/2 Cos 80.62 KN

Assume factor of safety for cable 2.00

Factored tension 161.25 KN

Tension in cable 164.90

or use 1- 20 dia cable corresponding to breaking strength of 200 KN

Tower Design Check

Tower height 4.00 m

Resulatant force 164.90 KN

Inclination of resultant force from vertical tow 21.90 Degree

0.38 Radian

Vertical compression in tower 153.01 KN

Horizontal force in tower top 61.48 KN

Tower height, h 4.00 m

Tower base moment, M 245.90 KN-m

leg to leg distance 0.50 m

tension or compression in leg 245.90 KN

Area of 65X65X6 angle 1200.00 mm2

Tensile strength 180.00 KN

ompressive force in each leg 38.25 KN

O O

W = 20 KN

T

2T Cos O

5500

7000

T= 200 KN

T= 200 KN

T= 200 KN

21

.9

4000

400

150 dia pipe , 8 mm thk

50 mm dia pin

ISA75X75X8

50.8


5/14

Compression capacity of each leg 96.00 KN

Tower leg is safe in compression

Connection of tower leg with pin

Anchor Block

Cable tension : 164.90 KN

Check during breaking of cable

Cable breaking strength 200.00 KN

Inclination of angle with horizontal 51.80 Degree

0.90 Radian

horizontal force 123.75 KN

Vertical force 157.11 KN

wt of the block> 404.62 KN

volume 20.23 m3Assume, L 3.00

Bredth, B 2.50

Height, H 2.70

Volume 20.23 m3

Unit wt 20.00 KN/m3

Wt of the block 404.62 KN

for frictional coefficient 0.50

Vertical reaction from ground 247.51 KN

Resisting frictional force for sliding 123.75 KN

Driving horizontal force 123.75

Factor of safety during breaking of cable 1.00

Block will slide during tension corresponding to brea

overturning bending moment 333.82 KN-m

Resisting bending moment 505.78 KN-m

Factor of safety against overturning 1.52 >1

Safe

Check during working load

Cable tension including impact 164.90 KN

Inclination of angle with horizontal 51.80 Degree

0.90 Radian

horizontal force 102.03 KN

400

150 dia pipe , 8 mm thk

50 mm dia pin


6/14

Vertical force 129.54 KN

Wt of the block 404.62 KN

for frictional coefficient 0.50

Vertical reaction from ground 275.08 KN

Resisting frictional force for sliding 137.54 KN

Driving horizontal force 102.03

Factor of safety during breaking of cable 1.35 1.5

Safe against sliding failure

overturning bending moment 306.10 KN-m

Resisting bending moment 675.00 KN-m

Factor of safety against overturning 2.21 >2

Safe


7/14

what is this?

0,0

2,-0.46875

4,-0.875

6,-1.21875

8,-1.5

10,-1.71875

12,-1.875

14,-1.96875

16,-2

18,-1.96875

20,-1.87522,-1.71875

24,-1.5

26,-1.21875

28,-0.875

30,-0.46875

32,0


8/14

T


9/14

ing of cable


10/14

Gross Are


11/14


12/14


13/14


14/14

Metalic AreArea reduc Breaking loActual Grade of KN/m

copy of plati errection process

Documents