design of innovative prestressed steel - concrete...

0

DESIGN OF INNOVATIVE PRESTRESSED STEEL -

CONCRETE COMPOSITE BRIDGE (50.0m span)

DESIGNED BY

Vikash Khatri Harshad Birajdar

(Research Scholar) (Research Scholar)

Dr. Pabitra Ranjan Maiti Dr. Pramod Kumar Singh

(Assistant Professor) (Professor)

DEPARTMENT OF CIVIL ENGINEERING

INDIAN INSTITUTE OF TECHNOLOGY

(BANARAS HINDU UNIVERSITY)

VARANASI-221005, INDIA

(April - 2013)

1

CONTENTS

S.N0. DESCRIPTION Page No.

1.0 Introduction 2

1.1 Shrinkage effect and transverse cracking of deck 2

1.2 Prestress in steel-concrete composite bridges 2

2.0 Typical design of 50.0 m span PSCC bridge 3

2.1 Details of ROB 3

2.2 Design parameters 3

2.3 Stages of construction 3

2.4 Codes used in the design 4

3.0 Summary of moments, shear and deflections 4

4.0 Calculation for prestress 5

4.1 Upward deflection due to prestressing force 6

4.2 Downward deflection due to horizontal component of prestressing force 6

4.3 Prestressing force 8

4.4 Design of cables 11

5.0 Bending stresses in longitudinal girder during erection 11

5.1 Stresses after prestressing 11

5.2 Stresses after SIDL and Live Load 12

5.3 Summary of stresses at critical points 13

5.4 Check for longitudinal girder overturning due to wind load 13

6.0 Check at Limit State of Strength 13

7.0 Design of shear connectors between deck slab and girders 15

8.0 Design of deck slab 16

9.0 Design of struts between cross girders 17

References 18

Appendix-I 19

Appendix-II 23

Appendix-III 28

Appendix-IV 29

Appendix-V 30

Appendix-VI 31

2

1.0 INTRODUCTION

Steel Concrete Composite (SCC) bridges are popularly constructed throughout the

World. Total shrinkage strain in deck slab concrete of SCC bridges may be taken as

0.0003 (as per IRC-22, 1986). For composite action to start, this strain must be first

overcome, for which flexural stress of 60 N/mm2 is required at the top fiber of the steel

girders. Therefore, assuming the top fibre stress of 60 N/mm2

due to self weight of the

girders and the deck slab concrete, and assuming permissible stress as 150 N/mm2, only

20% live load will be supported by the composite action and rest all the loads (80% of

total load) will be supported by the steel girders alone.

Thus, it is advantageous to prestress the deck slab, as well as provide vertical

support to the longitudinal girders at intermediate points, with the help of prestressing

cables anchored in deck slab and supported over cross girders (Drawing-2/9). Thus, the

concept of Prestressed Steel-Concrete Composite (PSCC) bridge is evolved.

1.1 Shrinkage effect and transverse cracking of deck

Radabaugh (2001) surveyed 52 transportation agencies in the United States and

Canada to evaluate the extent of early age transverse cracking. The researchers found that

over 100,000 bridges in the United States developed early transverse cracks.

The presence of early age transverse cracking in concrete bridge decks is often

what leads to the eventual structural deficiency of bridges in the long run because these

cracks permit the ingress of harmful substances (Kasim and Chen, 2006).

Folliard et al. (2003) concluded in their study on bridge decks that transverse

cracking was the most prevalent type of cracking in bridge decks and was most likely due to

shrinkage in hardened concrete. Tia et al. (2005) surveyed 249 four year old bridge decks in

Pennsylvania to investigate the extent and causes of deterioration in concrete bridge decks

and they found transverse cracks to be the most prevalent type of cracks in the deck slabs.

1.2 Prestress in steel-concrete composite bridges

Assuming the cost of High Tensile Steel (HTS) as approximately 1.5 times the

cost of Structural Steel (SS), a comparison of cost and weight ratios for HTS (fy = 2000

N/mm2) and SS ( fy = 250 N/mm

2) are given below.

Strength/unit cost ratio =

2000

cost 1.5250

cost 1.0

strengthfor HTS

strengthfor SS

= 5.3

Strength/unit weight ratio =

2000

1.0250

1.0

strengthfor HTS

weight

strengthfor SS

weight

= 8.0

3

In the PSCC bridge full dead load and part (50%) live load are supported by the

cables, and therefore, it is a very economical solution for long span bridges situated in

high seismicity areas. Also, due to longitudinal prestress in the deck slab, the deck slab

behaves like prestressed concrete railway sleeper having high durability and resistance

against fatigue loading (Singh, 2008).

2.0 TYPICAL DESIGN OF 50.0 m SPAN PSCC BRIDGE

A typical Road Over Bridge (ROB) given in GAD (Drawing-1/9) is designed with

the following data.

2.1 Details of ROB

Length of span = 47.8 m

Overall Length of span = 50.0 m

No. of main girders = 5

No. of cross girders (including end cross girders) = 7

Total deck width and carriageways width = 12.0 m and 7.5 m

Width of footpath = 1.5 m

Height and width of crash barrier = 1550 mm and 500 mm

Height and width of railing = 1550 mm and 250 mm

Thickness of deck slab = 220 mm

Thickness of haunch = 100 mm

Thickness of wearing coat = 80 mm

2.2 Design parameters

Steel used for girders is Fe250 (Mild steel) fy = 250 N/mm2

Grade of concrete = M 45

Grade of HYSD bar conforming to IS:1786 = Fe 500

Short term modulus of elasticity for concrete = 33500 N/mm2

Modulus of elasticity of structural steel = 211000 N/mm2

Short term modulus ratio for transient loading = 6.3

Permissible compressive stress in deck slab = 15.00 N/mm2

Unit weight of deck concrete = 25 kN/m3

Unit weight of wearing coat = 22 kN/m3

Unit weight of structural steel = 78.5 kN/m3

Permissible stress in girder = 0.62fy = 155.0 N/mm2

Live Loads:

The bridge is designed for; two lanes class –A and single lane 70R loading.

Sectional properties of the bridge members are calculated in Appendix-I.

2.3 Stages of construction

There are four stages of construction as:

4

(i) Launching of longitudinal girders.

(ii) Erection of cross girders and casting of deck slab.

(iii) Superimposed dead load (SIDL): Wearing coat, and railings are fixed.

(iv) Prestressing: This is done for counteracting DL, SIDL, and 50% of Footpath Live

Load and Live Load with impact.

The bending moments and shear forces for various stages of construction are

found at critical sections with the help of STAAD.Pro software (Appendix -II).

Critical Sections

The bending and shear stress are checked at the following critical sections.

(i) Mid-span,

(ii) Splice locations,

(iii) Curtailment points, and

(iv) Supports.

2.4 Codes used in the design

The following codes are used in the design.

i. IRC: 6-2000, “Standard specifications and Code of Practice for Road Bridges,

Section II, Loads and Stresses”, Indian Road Congress, New Delhi.

ii. IRC: 18-2000, “Design Criteria for Prestressed Concrete Road Bridges (Post-

Tensioned Concrete)”, Indian Road Congress, New Delhi.

iii. IRC: 21-1994, “Code of Practice for Road Bridges, Section III, Cement Concrete

(Plain and Reinforced)”, Indian Road Congress, New Delhi.

iv. IRC: 22-1986, “Code of Practice for Road Bridges, Section VI, Composite

Construction”, Indian Road Congress, New Delhi.

v. IRC: 24-2001, “Code of Practice for Road Bridges, Section V, Steel Road Bridges”,

Indian Road Congress, New Delhi.

vi. IRC: 87-1984, “Guidelines for The Design and Erection of Falsework for Road

Bridges”, Indian Road Congress, New Delhi.

vii. IS 1343:1999, “Code of Practice for Prestressed Concrete”, Bureau of Indian

Standards, New Delhi.

viii. IS 2062: 1999, “Steel for General Purposes”, Bureau of Indian Standards, New Delhi.

ix. IS 456: 2000, “Plain and Reinforced Concrete - Code of Practice”, Bureau of Indian


x. IS 800: 2007, “General Construction in Steel - Code of Practice”, Bureau of Indian


xi. IS 2090: 1999, “Specification for High Tensile Steel Bars Used in Prestressed

Concrete”, Bureau of Indian Standards, New Delhi.

3.0 SUMMARY OF MOMENT, SHEAR AND DEFLECTION

Summary of moment, shear and deflection obtained from STAAD output, at all the

critical points are given in Table 1 (Ref. STAAD file, Appendix-II).

5

Table 1: Summary of moment, shear and deflection

At support (x = 0) Moment (kNm) Shear (kN) Deflection (mm)

Self weight 0.2 127 0.0

Deck slab 0.0 589 0.0

SIDL 0.02 430 0.0

FPLL 0.6 90.2 0.0

LL with IF 1.15 1.2 381.5 0.0

At splice point-1 (x = 5.15) Moment (kNm) Shear (kN) Deflection (mm)

Self weight 690.9 123.8 12.7

Deck slab 2515.0 409.9 43.2

SIDL 1244.8 392.8 10.0

FPLL 376.3 53.8 2.9

LL with IF 1.15 1151.8 206.0 7.1

At curtailment point-1 (x =10.0) Moment (kNm) Shear (kN) Deflection (mm)

Self weight 1230.5 98.0 22.6

Deck slab 4241.5 302.4 76.3

SIDL 2052.9 246.6 17.8

FPLL 600.2 41.8 5.1

LL with IF 1.15 1867.0 164.6 12.9

At Splice Point-2 (x = 17.65) Moment (kNm) Shear (kN) Deflection (mm)

Self weight 1784.2 43.0 32.6

Deck slab 5906.0 138.0 109.5

SIDL 2758.7 181.4 25.7

FPLL 775.2 27.0 7.3

LL with IF 1.15 2439.8 148.0 18.9

At mid section (x = 23.9) Moment (kNm) Shear (kN) Deflection (mm)

Self weight 1930.2 3.7 35.3

Deck slab 6323.9 4.2 118.4

SIDL 2896.1 37.4 27.8

FPLL 797.5 19.9 7.9

LL with IF 1.15 2452.0 135.5 20.3

Total deflection due to self weight, deck slab, SIDL and 50% of FPLL and LL with

impact, at mid section = 195.6 mm.

This deflection shall be eliminated by prestressing.

4.0 CALCULATION FOR PRESTRESS

Prestressing force required in the cables for counteracting DL, SIDL, FPLL, LL

with impact, and 50% LL hogging deflections are calculated as given below.

6

4.1 Upward deflection due to prestressing force

Total number of prestressing cables = 14

Change in angle of cable at X-girders = 2.5 degree

Angle of cable with horizontal at the ends (α) = 6.25 degree

α

Neutral Axis

(NA)

e

PH

PV

PR

R

R

R

R

Cables

Fig. 5 Upward reaction from cable to cross girders

As shown in Fig. 5 the vertical reaction to cross girders from cables, tanHR P

where, HP is the horizontal component of the prestressing force.

Upward deflection due to equivalent uniformly distributed load ( w ) =45

384

wL

EI

where, w =5R

L

Therefore, vertical deflection ( v ) due to prestressing force 325

384

RL

EI

or 325 tan

384

Hv

L P

EI

… (1)

4.2 Downward deflection due to horizontal component of prestressing force

Downward deflection ( 0 ) due to horizontal component of the

prestressing force (Fig. 6) is calculated as given below.

δ0

α

NA

e

PH

PV

P

Cables

Fig. 6 Vertical deflection ( 0 ) due to HP

7

Using the beam bending diagram (Fig. 7), we get;

sHEP e

I y

where,

- Strain in the girder

SE - Modulus of elasticity of girder steel

I - Moment of Inertia

y - Distance of neutral axis from girder top

e - Eccentricity of horizontal prestress force from neutral axis

∆x

θ

y

L

δ0

R

Fig. 7 Beam bending diagram

Also,

2x x

andy L

Solving the above equations we get;

2

HP eL

I

Also,

02 cosL R and R R

Therefore, vertical deflection due to horizontal component of the prestressing

force HP is given by;

0 1 cos ,2 2

HP eLLwhere

EI

radians … (2)

8

4.3 Prestressing force

Prestress is applied for eliminating the following deflections in addition to

overcoming the shrinkage strain of the deck slab concrete.

(i) Deflection due to self weight of girders, deck slab and SIDL.

(ii) 50 % of LL hogging deflection

(iii) Deflection due to horizontal component of the prestressing force.

From STAAD results, deflections to be counteracted by prestressing are:

Deflection due to self weight of girder = 35.3 mm

Deflection due to deck slab weight = 118.4 mm

Deflection due to SIDL = 27.8 mm

50 % of LL hogging deflection = 14.1 mm

Total deflection to be counteracted by prestress to eliminate shrinkage strain of

deck slab concrete and 50 % of LL hogging deflection,

= 35.3+118.4 + 27.8 + 14.1 = + 195.6 mm

Here, girder section alone will be effective till the shrinkage of concrete is

eliminated. Thereafter, the composite section will become effective.

eg

∆ g + δg

α

0.0003NA girder

Hg

Vg

Pg

Load due to self weight, deck slab and SIDL

yg

Cables

Fig. 8 Deflection due to DL and horizontal component of prestress (with girder section only)

Deflection due to self weight of girders, deck slab and SIDL ( g ) and deflection due

to horizontal component of the prestress ( g ) with girder section only are shown in Fig. 8.

Horizontal component of prestress (Fig. 8) required to counteract shrinkage strain

of deck slab concrete is given by the bending equation,

2 g g sh

g g

H e

I y

9

or 1 1

2 2

sh g sh s g

g

g g g g

I E IH

e y e y

… (3)

where,

gH - Horizontal component of prestress force required to counteract shrinkage

strain of deck slab concrete (kN).

sh - Shrinkage stress in deck slab concrete (N/mm2)

g - Shrinkage strain at girder top

gI - Moment of Inertia of girder section only

ge - Eccentricity of horizontal prestress force from neutral axis (mm)

gy - Distance of neutral axis from girder top (mm)

gd - Net upward downward deflection at mid span (mm)

gR - Vertical reaction at cable support (kN).

Flexibility matrix for unit cable force along gP is calculated using equations 2 and 3, and

is given below.

g

g

7

P 1

0.99406

0.10887

0.1045

2.1 10

g

g

g

H

R

d

where,

gP - Prestress in cable to counteract shrinkage strain of deck slab concrete (kN).

Since, shrinkage strain at girder top = 0.0003, multiplying above matrix with

0.0003/ 72.1 10 , we get the following values for deck slab shrinkage elimination as:

g

g

P 1429

1420

156

149.2

0.0003

g

g

g

H

R

d

Deflection counteracted by horizontal component of prestressing force ( gH ) up to

the elimination of shrinkage effect with girder section alone = -149.2 mm

Therefore, net deflection to be counteracted by prestress after elimination of

shrinkage effect with composite action, is given as the difference of total deflection and

deflection for elimination of shrinkage strain as,

= 195.6 – 149.2 = 46.4 mm

10

Deflection (C ) due to part DL, and deflection ( C ) due to horizontal component

of the part prestress after elimination of shrinkage strain (with composite section) are

shown in Fig. 9.

∆C + δC

αNA compositeHC

VC

PC

Load due to self weight, deck slab and SIDL

ycec

Cables

Fig. 9 Deflection due to part prestress and horizontal component of prestress (with

composite section)

Flexibilty matrix for the composite section is given as:

c

3

P 1

0.99406

0.10887

5.68 10

0.0708

c

c

c

c

H

R

d

Thus, multiplying the flexibility matrix by 46.4/0.0708, we get;

cP 654

651

71.2

3.71

46.4

c

c

c

c

H

R

d

where,

cP - Prestress in cable with composite section (kN)

cH - Horizontal component of prestress in deck slab with composite section (kN)

cR - Vertical reaction at cable support (kN)

cd - Net upward downward deflection at mid span (mm)

c - Stress in deck slab (N/mm2)

Therefore, total prestress required in each of the 14 cables (excluding losses),

= 1429 + 654 = 2083 kN

11

Calculation of losses in prestress is given in Appendix-III.

Therefore, total prestressing force required in each cable including losses,

P = 2083 + 58.2 + 117.2 + 10.5 + 92.2 = 2301 kN

4.4 Design of cables

Using 19T15 STD Prestressing Cables,

Breaking load of each cable = 4313 kN

Cross-sectional area of each cable = 2635 N/mm2

Breaking stress = 1636.8 N/mm2

Cable stress in service condition shall be limited to 60% of breaking stress.

60% of breaking stress = 982.1 N/mm2

Prestressing the 17 strands at 878.7 N/mm2 (53.7 % of breaking stress),

Prestressing force in each cable = 2315.4 kN > 2301.0 kN, O.K.

Number of emergency strands in each cable = 2

5.0 BENDING STRESSES IN LONGITUDINAL GIRDER DURING ERECTION

Permissible elastic critical stresses are calculated at different stages as per Clause

no. 508.6.2 of IRC: 24-2001 (Ref. Appendix IV).

Bending stresses in longitudinal girder during erection stages are given in Table 2.

Table 2: Bending stresses in longitudinal girder during erection stages

Permissible bending stress in steel girders before connection of cross girders =36.8 N/mm2

Permissible bending stress in steel girders after connection of cross girders = 161.8 N/mm2

Therefore, longitudinal girder stresses are found safe during erection stages up to

casting of deck slab concrete as per Clause 202.3 of IRC:6 2000 Code.

5.1 Stresses after prestressing

Stresses in longitudinal girder after prestressing are given in Table 3.

Construction

stage\Location

Girder

position

After launching of

longitudinal girder ( N/mm2)

After launching of

deck slab ( N/mm2)

At splice

point-1

Girder bottom 9.9 46.0

Girder top 12.1 56.0

At curtailment

Point



At splice

point-2



At mid span Girder bottom 27.7 118.3


12

Table 3: Stresses in longitudinal girder after prestressing

Permissible stress in steel girder = 161.8 N/mm2

Permissible stress in deck slab = 15.0 N/mm2 (IRC 21- Table 9)

Therefore, longitudinal girder stresses are found to be safe after prestressing as

per Clause 202.3 of IRC:6 2000 Code.

5.2 Stresses after SIDL and Live Load

Stresses in the girder and deck slab after SIDL and live load as obtained from the

STAAD output are given in Table -4.

Table 4: Girder Stress due to SIDL and live load

Permissible bending stress in longitudinal girder during service condition =0.62fy=155.0N/mm2

(IRC 24-2001, Table 6.2)

Construction

stage\Location Girder position

After elimination of

shrinkage effect (N/mm2)

After total

prestressing (N/mm2)

At splice

point-1



Deck slab top 0.0 3.0

At curtailment

Point




At splice

point-2




At mid span




Critical

points Girder position

Stresses after

SIDL (N/mm2)

Stresses after

live load (N/mm2)

At splice

point-1


Girder top 4.6 10.3


At curtailment

Point


Girder top 7.6 16.8


At splice

point-2




At mid span




13

Permissible bending stress in deck slab during service condition = 15.0 N/mm2 (IRC 21-Table 9)

Therefore, the structure is safe in service condition.

5.3 Summary of stresses at critical points in service condition including temperature

Differential temperature effects as per IRC-6, Clause 218.4 and IRC-21, Clause

304.9.1 are calculated in Appendix-V.

Summary of stresses at all critical points in service condition are given in Table 5.

Stresses due to self weight, deck slab and SIDL are counteracted by prestressing. Hence

in service condition, stresses occur only due to 50 % of FPLL and LL with impact.

Table 5: Summary of stresses (N/mm2) at critical points

Stress at critical point\

Load case

At Splice Point 1 At Curtailment At Splice Point 2 At Mid Section

Slab

Top

Girder

Bottom

Girder

Top

Slab

Top

Girder

Bottom

Girder

Top

Slab

Top

Girder

Bottom

Girder

Top

Slab

Top

Girder

Bottom

Girder

Top

Stresses due to FPLL

+ LL with Impact 5.4 -33.6 10.3 6.9 -54.8 16.8 8.2 -72.5 22.3 8.3 -74.5 22.9

Differential

Temperature 4.3 -9.0 32.0 4.3 -9.0 32.0 4.3 -10.7 30.4 4.3 -10.7 30.4

Total stress in service

condition with

temperature stresses

9.7 -42.6 42.3 11.2 -63.8 48.8 12.5 -83.2 52.7 12.7 -85.2 53.3

Permissible stress in

service condition with

temperature stresses

15.0 -148.8 148.8 15.0 -148.8 148.8 15.0 -148.8 148.8 15.0 -148.8 148.8

Therefore, the girder and the deck slab are found to be safe in the service condition with

temperature effect.

5.4 Check for longitudinal girder overturning due to wind load

Longitudinal girders shall be prevented against overturning in wind condition by

suitable cross bracing between them, until the cross girders are connected.

6.0 CHECK AT LIMIT STATE OF STRENGTH

The calculation for the capacity of bridge at Limit State of Strength as per clause

5.1 of BIS 800:2007, is as follows and the result is given in Table 6.

As shown in Fig. 10 for Limit State of Strength, the ultimate moment ( UM ) at

service state can be calculated as given below.

Number of cables per girder = 14/5

14

(a) PSCC (b) Stress (c) Stress in (d) Stress at Limit

girder before LL LL condition State of Strength

Fig. 10 Stress distribution in PSCC bridge girder

The value of y is calculated from the equilibrium of forces (Fig. 10.d).

Force of compression,

C = (45/1.5) x [220x2500+700x100] + (600x(y-220-100)) x (250/1.15)

Force of tension,

T = (600x(40-(y-220-100)))x(250/1.15)+(2000x12)x(250/1.15) +

(800x40)x (250/1.15)+(14/5)x2635x(1637/1.15)

Therefore, y = 355.6 mm

Now, the ultimate moment of resistance of the composite section,

MU = (45/1.5)x(220x2500)x(355.6-220/2)+(45/1.5)x(100x700)x(355.6-220-100/2)

+ (600x(355.6-220-100))x(250/1.15)x((355.6-220-100)/2) + (600x(40-(355.6-220-100)))

x(250/1.15)x(40-(355.6-220-100))/2 + (2000x12)x(250/1.15)x(2000/2+(40-(355.6-220-

100))) + (14/5)x2635x(1637/1.15)x(220+100+40+2000+40-355.6+58/2) = 31332 kNm

Table 6: Moment carrying capacity for the PSCC bridge (kNm)

Total DL + LL

Moment, (M)

Moment at Limit State

of Strength (MU)

Ratio

(MU/M)

14400 31332 2.2

15

Hence, at the Limit State of Strength, the PSCC bridge will carry 2.2 times of the total

load in service condition.

7.0 DESIGN OF SHEAR CONNECTERS BETWEEN DECK SLAB AND GIRDERS

Design of shear connectors between deck slab and girders is done as per Clause

no. 611.4.1.3 and 611.5 of IRC: 22-1986 and 508.4.5 of IRC: 24-2001.

Horizontal shear at junction of deck slab and girder, H = V x A x y / I

For SIDL acting on composite section

Maximum shear in steel section due to SIDL (V) = 431 kN

Cross sectional area of effective deck section (A)

= (2.5 x 0.20 + 0.70 x 0.10) / 6.3 = 0.08 m2

Moment of inertia about major axis (I) = 0.09 m4

CG of slab from top of composite girder

= (2.5 x 0.2 x 0.12 + 0.7 x 0.1 x 0.30) / (2.5 x 0.2 + 0.70 x 0.1) = 0.1 m

CG of slab from CG of composite girder (Y) = 0.983 – 0.1 = 0.883 m

Horizontal shear force (H) = 431 x 0.08 x 0.883 / 0.09 = 377 kN/m

For FPLL and LL with impact acting on composite section

Maximum shear in steel section due to FPLL and LL with impact (V) = 943.3 kN

Cross sectional area of effective deck section (A)

= (2.5 x 0.20 + 0.70 x 0.010) / 6.3 = 0.08 m2


CG of slab from top of composite girder

= (2.5 x 0.2 x 0.12 + 0.7 x 0.01 x 0.30) / (2.5 x 0.2 + 0.70 x 0.01) = 0.1 m

CG of slab from CG of composite girder (Y) = 0.983 – 0.1 = 0.883 m

Horizontal shear force (H) = 943.3 x 0.08 x 0.883 / 0.09 = 824.2 kN/m

Total horizontal shear force = 377 + 824.2 = 1201.2 kN/m

For restraining compression flange

To restrain compression flange laterally throughout its length, shear connectors shall be

capable of 2.5% of maximum compressive force in the top flange.

Maximum bending stress at top flange of girder = 159.1 N/mm2

Axial compressive force in the top flange = 159.1 x (0.040 x 0.60) x 1000 = 3818.4 kN/m

Shear force resisted by connector 2.5% of 3818.4 = 95.5 kN/m

Shear connectors has been designed from the consideration of fatigue strength of

connector and ultimate flexural strength of the composite

Diameter of stud used (d) = 30.0 mm

Provide height of stud (h) = 200 mm

Number of stud provided in one row (horizontally) = 3

Minimum clear edge distance of stud = 100.00 mm

Centre to centre distance between studs = 200.00 mm

Characteristics strength of concrete (fck) = 45.00 N/mm2

Safe shear resistance of shear connector (4.8 × d × h × sqrt(fck)) = 217.3 kN

Design shear force for fatigue consideration = 1201.2 kN/m

16

Spacing of shear connectors required = 180.9 mm

Provide spacing of shear connectors = 150.0 mm

Shear connecters between deck slab and Cross girder Diameter of stud used (d) = 30.0 mm

Provide height of stud (h) = 200 mm

Number of stud provided in one row (horizontally) = 2

Minimum clear edge distance of stud = 100.00 mm

Centre to centre distance between studs = 200.00 mm

Characteristics strength of concrete (fck) = 45.00 N/mm2

Safe shear resistance of shear connector (4.8 × d × h × sqrt(fck)) = 157.3 kN

Design shear force for fatigue consideration = 967.2 kN/m

Spacing of shear connectors required = 120.9 mm

Provide spacing of shear connectors = 125.0 mm

8.0 DESIGN OF DECK SLAB

(1) Live Load Moment:

Effective width at support = 2.48× (L/2)(1-0.5) = 1.395m

Impact factor = 1.15 (Clause 211.2 of I.R.C. 6-2000)

Load Intensity = 100×1.15/1.395 = 82.43kN/m

(2) Moment due to Live Load = 46.36 kNm/m

(3) Moment due to Dead Load + Wearing Coat = 3.269 kNm/m

Total moment at the support = 46.36 + 3.269 = 49.63 kNm/m

Calculation of design parameters

Grade of Concrete = M45

Grade of Steel = Fe 500

Permissible Stresses

σst = 200 N/mm2

σcbc = 15 N/mm2

Design basic parameters

r = σst/ σcbc = 13.33,

m = 6.3

k = m/(m+r) = 0.3209

j = 1 – k/3 = 0.8930

q = 0.5×σcbc×k×j = 2420.52 kN/m2

Clear cover = 40

Dia. of main bar = 16

Dia. of distributed bar = 10

Computation of reinforcement

Required depth = 143.20 mm

Minimum depth required = 220 – (40+10+8) = 162 mm ……………..OK

17

Depth provided = 192 mm

Ast required = 1447 mm2

Spacing = (1000 × 201)/935 = 138.9 mm

Provide 16ϕ @ 125mm c/c over full length at the bottom of slab

Reinforcement provided = 1608 mm2 >1447mm

2…………….OK

Provide 16ϕ @ 125mm c/c over full length at the top of slab

Reinforcement provided = 1608 mm2

Reinforcement above cross girder design as two way slab:

Bending moment for distribution reinforcement required

= 0.2×(DL moment) + 0.3×(LL moment) = 14.56 kNm

Distribution R/F required = 424 mm2

Spacing = 1000×113/ 424 = 266 mm

Provide 12ϕ @ 125 mm c/c over full length

Reinforcement provided = 753 mm2 > 424mm

2……….OK

Summary of transverse reinforcement

Top reinforcement of deck slab = 16 ϕ @ 125mm c/c

Cross sectional area of reinforcement = 1608 mm2

Bottom reinforcement of deck slab = 16 ϕ @ 125 mm c/c

Cross sectional area of reinforcement = 1608 mm2

Design of connections, splicing and stiffeners are given in Appendix-VI.

9.0 DESIGN OF STRUTS BETWEEN CROSS GIRDERS

For horizontal thrusts from the cables on the cross girders, due to change in angle

of the cable on the two sides of the cross girders, steel tubes as per IS-1161: 1987, are

used as struts between the cross girders. These tubes also served the purpose of encasing

the cables. Design of steel tubes used as struts is given in Table-7.

Table 7: Design of steel tubes used as struts

Strut Detail Steel Tube-1 Steel Tube-2 Steel Tube-3

Strutting between End cross girder

and cross girder-1

Cross girders

-1 and -2

Cross girders

-2 and -3

Nominal Diameter (mm) 90.0 110.0 150.0

Outer Diameter (mm) 101.6 127.0 168.3

Thickness (mm) 3.6 4.5 4.5

Cross section area (mm2) 1110 1730 2310

Least radius of gyration, r (mm) 34.7 43.3 57.9

leff/r ratio 149.9 120.1 89.8

Permissible stress (N/mm2) 45 63 88

Axial comp. capacity (kN) 50.0 109.0 203.3

Required axial comp. (kN) 0.0 100.4 200.8

18

The nine construction drawings as per above design calculation are enclosed herewith.

REFERENCES

i. Aravinthan T. (1999), "Flexural Behaviour and Design Methodology of

Externally Prestressed Concrete Beams", PhD thesis, Saitama University, Saitama

Japan.

ii. Aravinthan T. and Suntharavadivel T. G., (2007), "Effects of Existing Shear

Damage on Externally Post Tensioned Repair of Bent Caps", Journal of

Structural Engineering, 133(11), 1662-1669.

iii. Daly A. F. and Witarnawan W. (1997), “Strengthening of bridges using external

post-tensioning”, Transport Research Laboratory, Birkshire, U.K.

iv. Folliard K. J., Smith C., Sellers G., Brown M., and Breen J., (2003), “Evaluation

of Alternative Materials to Control Drying-Shrinkage Cracking in Concrete

Bridge Decks,” TDOT Report 4098-4.

v. Kasim.S.Y and Chen.A. (2006), “Conceptual design and analysis of steel concrete

composite bridges” Technical article.

vi. Kim H. Y., Jeong Y. J., Kim J. H. and Park S. K. (2005), “Steel concrete

composite deck for PSC Girder bridges.” Journal of Civil Engineering, ASCE,

Vol-9, No.-5, September.pp.385-390.

vii. Miyamoto A., Tei K., Nakamura H., and Bull J. W. (2000). "Behavior of

Prestressed Beam Strengthened with External Tendons." Journal of Structural

Engineering, 126(9), 1033-1044.

viii. Radabaugh R. D. (2001), “Investigation of Early Age Bridge Deck Cracking”,

Master Thesis, Purdue University, West Lafayette, IN.

ix. Singh P. K., (2008), ‘Fatigue in Concrete decks of cable stayed bridges’, Proc.

Int. Conf. on ‘Innovations in Structural Engineering and Construction’, Taylor &

Francis Group, London.

x. Tan K. H., Farooq M. A. and Ng C. K., (2001), “Behavior of Simple-Span

Reinforced Concrete Beams Locally Strengthened with External Tendons”, ACI

Structural Journal, 98(2), 174-183.

xi. Tia M., Subramanian R., Brown D. and Broward C., (2005), “Evaluation of

Shrinkage Cracking Potential of Concrete Used in Bridge Decks in Florida,”

Research Report, University of Florida, Sep., 129 pages.

19

Appendix-I

1.0 SECTIONAL PROPERTIES

Sectional properties of outer and inner girder (Fig. 1) are calculated at various locations where the

thicknesses of deck slab and girder properties are changing due to curtailment and change in thickness of

end block. Sectional dimensions of longitudinal girders at different location are given in Table 1.

Table 1: Sectional dimensions of longitudinal girders

Sectional dimensions between 0 to 1.1 m 1.1 to 2.9 m 2.9 to 10 m 10 to 23.9 m

Top flange (mm) 600 x 20

600 x 20

600 x 20

600 x 40

Web plate (mm) 1360 x 12 1700 x 12 2040 x 12 2000 x 12

Bottom flange (mm) 800 x 20

800 x 20

800 x 20

800 x 40

(a) 0 to 1.1 m (b) 1.1 to 2.9 m (c) 2.9 to 10.0 m (d) 10.0 to 23.9 m

Fig. 1 Sectional properties of main girders

Sectional properties of all cross girders (Fig. 2) are calculated at various locations where the depth

of girders is changing because of change in angle of cables. Sectional dimensions of all cross girders at

different location are given in Table 2.

(a) End Cross Girder (b) Cross Girder-1 (c) Cross Girder-2 (d) Cross Girder-3

Fig. 2 Sectional properties of cross girders

20

Table 2: Sectional properties of cross girders

Sectional properties End Cross

Girder Cross Girder-1 Cross Girder-2 Cross Girder-3

Top flange (mm) 400 x 20

400 x 20

400 x 20

400 x 20

Web plate (mm) 1360 x 12 960 x 12 1485 x 12 1660 x 12

Bottom flange (mm) 400 x 20

400 x 20

400 x 20

400 x 20

1.1 Sectional properties of longitudinal girders near end span (0 to 1.1 m)

Sectional properties of steel girder and composite girder, for span 0 to 1.1 m for both outer and

inner girders are given in Table-3.

Table 3: Sectional properties of steel girder and composite girder (0 to 1.1 m)

Girder Outer Inner

Sectional Properties Steel girder

only

Composite

girder

Steel girder

only

Composite

girder

Area 0.047 0.297 0.047 0.325

Moment of inertia 0.021 0.0896 0.020 0.092

Distance of neutral axis from girder bottom 0.65 1.67 0.65 1.69

Distance of neutral axis from girder top 0.75 0.274 0.75 0.289

Distance of neutral axis from slab bottom - 0.274 - 0.289

Distance of neutral axis from slab top - 0.626 - 0.610

Section modulus for girder bottom 0.0267 0.064 0.0267 0.065

Section modulus for girder top 0.0232 0.390 0.0232 0.381

Section modulus for slab bottom - 2.457 - 2.402

Section modulus for slab top - 1.076 - 1.138

1.2 Sectional properties of longitudinal girders (1.1 to 2.9 m)

Sectional properties of steel girder and composite girder, for span 1.1 to 2.9 m for both outer and


Table 4: Sectional properties of steel girder and composite girder (1.1 to 2.9 m)

Girder Outer Inner


only

Composite

girder

Steel girder

only

Composite

girder

Area 0.0496 0.214 0.0496 0.232










1.3 Sectional properties of longitudinal girders (2.9 to 10 m)

Sectional properties of steel girder and composite girder, for span 2.9 to 10.0 m for both outer and


21

Table 5: Sectional properties of steel girder and composite girder (2.9 to 10 m)

Girder Outer Inner


only

Composite

girder

Steel girder

only

Composite

girder

Area 0.0525 0.131 0.0525 0.140










1.4 Sectional properties of longitudinal girders (10 to 23.9 m)

Sectional properties of steel girder and composite girder, for span 10.0 to 23.9 m for both outer

and inner girders are given in Table-6.

Table 6: Sectional properties of steel girder and composite girder (10 to 23.9 m)

Girder Outer Inner


only

Composite

girder

Steel girder

only

Composite

girder

Area 0.080 0.159 0.080 0.167










1.5 Sectional properties of end cross girder

Sectional properties of steel girder and composite girder, for the end cross girders are given in Table-7.

Table 7: Sectional properties of steel girder and composite girder (end cross girder)

End Cross Girder


only

Composite

girder

Area 0.043 0.113

Moment of inertia 0.012 0.030

Distance of neutral axis from girder bottom 0.70 1.20

Distance of neutral axis from girder top 0.70 0.200

Distance of neutral axis from slab bottom - 0.200

Distance of neutral axis from slab top - 0.420

Section modulus for girder bottom 0.0169 0.025

Section modulus for girder top 0.0169 0.148

Section modulus for slab bottom - 0.935

Section modulus for slab top - 0.444

22

1.6 Sectional properties of Cross Girder-1

Sectional properties of steel girder and composite girder for Cross Girder-1 are given in Table-8.

Table 8: Sectional properties of steel girder and composite girder (Cross Girder-1)

Sectional Properties of Cross Girder – 1 Steel girder

only

Composite

girder

Area 0.0392 0.110










1.7 Sectional properties of Cross Girder-2

Sectional properties of steel girder and composite girder, for Cross Girder-2 are given in Table-9.



only

Composite

girder

Area 0.051 0.121










1.8. Sectional properties of Cross Girder-3

Sectional properties of steel girder and composite girder, for Cross Girder-3 are given in Table-10.



only

Composite

girder

Area 0.056 0.126










23

Appendix-II

The grillage diagram of bridge showing member numbers is shown in Fig. 1.

Fig. 1 Grillage diagram of bridge

The STAAD data file for calculation of shear, bending moment and deflection under various loads

is given below.

Data file:

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 12-Oct-11

END JOB INFORMATION

INPUT WIDTH 79

UNIT METER KN

JOINT COORDINATES

1 0 0 0; 2 0 0 1; 3 0 0 3.5; 4 0 0 6; 5 0 0 8.5; 6 0 0 11; 7 0 0 12; 8 2.9 0 0; 9 2.9 0 1; 10 2.9 0 3.5; 11 2.9 0 6;

12 2.9 0 8.5; 13 2.9 0 11; 14 2.9 0 12; 29 11.9 0 0; 30 11.9 0 1; 31 11.9 0 3.5; 32 11.9 0 6; 33 11.9 0 8.5;

34 11.9 0 11; 35 11.9 0 12; 57 23.9 0 0; 58 23.9 0 1; 59 23.9 0 3.5; 60 23.9 0 6; 61 23.9 0 8.5; 62 23.9 0 11;

63 23.9 0 12; 85 35.9 0 0; 86 35.9 0 1; 87 35.9 0 3.5; 88 35.9 0 6; 89 35.9 0 8.5; 90 35.9 0 11; 91 35.9 0 12;

106 44.9 0 0; 107 44.9 0 1; 108 44.9 0 3.5; 109 44.9 0 6; 110 44.9 0 8.5; 111 44.9 0 11; 112 44.9 0 12; 113

47.8 0 0; 114 47.8 0 1; 115 47.8 0 3.5; 116 47.8 0 6; 117 47.8 0 8.5; 118 47.8 0 11; 119 47.8 0 12; 120 1.1 0

0; 121 1.1 0 1; 122 1.1 0 3.5; 123 1.1 0 6; 124 1.1 0 8.5; 125 1.1 0 11; 126 1.1 0 12; 127 46.7 0 0; 128 46.7

0 1; 129 46.7 0 3.5; 130 46.7 0 6; 131 46.7 0 8.5; 132 46.7 0 11; 133 46.7 0 12; 134 7.9 0 0; 135 7.9 0 1;

136 7.9 0 3.5; 137 7.9 0 6; 138 7.9 0 8.5; 139 7.9 0 11; 140 7.9 0 12; 141 15.9 0 0; 142 15.9 0 1; 143 15.9 0

3.5; 144 15.9 0 6; 145 15.9 0 8.5; 146 15.9 0 11; 147 15.9 0 12; 148 31.9 0 0; 149 31.9 0 1; 150 31.9 0 3.5;

151 31.9 0 6; 152 31.9 0 8.5; 153 31.9 0 11; 154 31.9 0 12; 155 39.9 0 0; 156 39.9 0 1; 157 39.9 0 3.5; 158

39.9 0 6; 159 39.9 0 8.5; 160 39.9 0 11; 161 39.9 0 12; 162 17.65 0 0; 163 17.65 0 1; 164 17.65 0 3.5; 165

17.65 0 6; 166 17.65 0 8.5; 167 17.65 0 11; 168 17.65 0 12; 169 30.15 0 0; 170 30.15 0 1; 171 30.15 0 3.5;

172 30.15 0 6; 173 30.15 0 8.5; 174 30.15 0 11; 175 30.15 0 12; 176 5.15 0 0; 177 5.15 0 1; 178 5.15 0 3.5;

179 5.15 0 6; 180 5.15 0 8.5; 181 5.15 0 11; 182 5.15 0 12; 183 42.65 0 0; 184 42.65 0 1; 185 42.65 0 3.5;

186 42.65 0 6; 187 42.65 0 8.5; 188 42.65 0 11; 189 42.65 0 12; 190 48.9 0 0; 191 48.9 0 1; 192 48.9 0 3.5;

193 48.9 0 6; 194 48.9 0 8.5; 195 48.9 0 11; 196 48.9 0 12; 197 -1.1 0 0; 198 -1.1 0 1; 199 -1.1 0 3.5; 200 -

1.1 0 6; 201 -1.1 0 8.5; 202 -1.1 0 11; 203 -1.1 0 12; 204 19.9 0 0; 205 19.9 0 1; 206 19.9 0 3.5; 207 19.9 0

6; 208 19.9 0 8.5; 209 19.9 0 11; 210 19.9 0 12; 211 27.9 0 0; 212 27.9 0 1; 213 27.9 0 3.5; 214 27.9 0 6;

215 27.9 0 8.5; 216 27.9 0 11; 217 27.9 0 12; 218 10 0 0; 219 10 0 1; 220 10 0 3.5; 221 10 0 6; 222 10 0

8.5; 223 10 0 11; 224 10 0 12; 225 37.8 0 0; 226 37.8 0 1; 227 37.8 0 3.5; 228 37.8 0 6; 229 37.8 0 8.5;

230 37.8 0 11; 231 37.8 0 12;

MEMBER INCIDENCES

24

1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 8 9; 8 9 10; 9 10 11; 10 11 12;

11 12 13; 12 13 14; 25 29 30; 26 30 31; 27 31 32; 28 32 33; 29 33 34; 30 34 35;

49 57 58; 50 58 59; 51 59 60; 52 60 61; 53 61 62; 54 62 63; 73 85 86; 74 86 87;

75 87 88; 76 88 89; 77 89 90; 78 90 91; 91 106 107; 92 107 108; 93 108 109;

94 109 110; 95 110 111; 96 111 112; 97 113 114; 98 114 115; 99 115 116;

100 116 117; 101 117 118; 102 118 119; 116 1 120; 117 8 176; 131 106 127;

134 2 121; 135 9 177; 149 107 128; 152 3 122; 153 10 178; 167 108 129;

188 5 124; 189 12 180; 203 110 131; 206 6 125; 207 13 181; 221 111 132;

224 7 126; 225 14 182; 239 112 133; 240 120 8; 241 121 9; 242 122 10;

244 124 12; 245 125 13; 246 126 14; 247 127 113; 248 128 114; 249 129 115;

251 131 117; 252 132 118; 253 133 119; 254 120 121; 255 121 122; 256 122 123;

257 123 124; 258 124 125; 259 125 126; 260 127 128; 261 128 129; 262 129 130;

263 130 131; 264 131 132; 265 132 133; 273 134 135; 274 135 136; 275 136 137;

276 137 138; 277 138 139; 278 139 140; 286 141 142; 287 142 143; 288 143 144;

289 144 145; 290 145 146; 291 146 147; 299 148 149; 300 149 150; 301 150 151;

302 151 152; 303 152 153; 304 153 154; 305 200 4; 306 4 123; 307 123 11;

308 11 179; 309 179 137; 310 137 221; 311 221 32; 312 155 156; 313 156 157;

314 157 158; 315 158 159; 316 159 160; 317 160 161; 318 32 144; 319 144 165;

320 165 207; 321 207 60; 322 60 214; 323 214 172; 324 172 151; 325 162 163;

326 163 164; 327 164 165; 328 165 166; 329 166 167; 330 167 168; 331 151 88;

332 88 228; 333 228 158; 334 158 186; 335 186 109; 336 109 130; 337 130 116;

338 169 170; 339 170 171; 340 171 172; 341 172 173; 342 173 174; 343 174 175;

344 116 193; 351 176 177; 352 177 178; 353 178 179; 354 179 180; 355 180 181;

356 181 182; 357 183 106; 358 184 107; 359 185 108; 361 187 110; 362 188 111;

363 189 112; 364 183 184; 365 184 185; 366 185 186; 367 186 187; 368 187 188;

369 188 189; 370 176 134; 371 134 218; 372 177 135; 373 135 219; 374 178 136;

375 136 220; 378 180 138; 379 138 222; 380 181 139; 381 139 223; 382 182 140;

383 140 224; 384 29 141; 385 141 162; 386 162 204; 387 30 142; 388 142 163;

389 163 205; 390 31 143; 391 143 164; 392 164 206; 396 33 145; 397 145 166;

398 166 208; 399 34 146; 400 146 167; 401 167 209; 402 35 147; 403 147 168;

404 168 210; 405 57 211; 406 169 148; 407 148 85; 408 86 149; 409 149 170;

410 170 212; 411 59 213; 412 171 150; 413 150 87; 417 61 215; 418 173 152;

419 152 89; 420 62 216; 421 174 153; 422 153 90; 423 63 217; 424 175 154;

425 154 91; 426 85 225; 427 155 183; 428 86 226; 429 156 184; 430 87 227;

431 157 185; 434 89 229; 435 159 187; 436 90 230; 437 160 188; 438 91 231;

439 161 189; 440 190 191; 441 191 192; 442 192 193; 443 193 194; 444 194 195;

445 195 196; 446 197 198; 447 198 199; 448 199 200; 449 200 201; 450 201 202;

451 202 203; 452 113 190; 453 114 191; 454 115 192; 456 117 194; 457 118 195;

458 119 196; 459 197 1; 460 198 2; 461 199 3; 463 201 5; 464 202 6; 465 203 7;

466 204 57; 467 205 58; 468 204 205; 469 206 59; 470 205 206; 472 206 207;

473 208 61; 474 207 208; 475 209 62; 476 208 209; 477 210 63; 478 209 210;

479 211 169; 480 212 58; 481 211 212; 482 213 171; 483 212 213; 485 213 214;

486 215 173; 487 214 215; 488 216 174; 489 215 216; 490 217 175; 491 216 217;

492 218 29; 493 219 30; 494 218 219; 495 220 31; 496 219 220; 498 220 221;

499 222 33; 500 221 222; 501 223 34; 502 222 223; 503 224 35; 504 223 224;

505 225 155; 506 226 156; 507 225 226; 508 227 157; 509 226 227; 511 227 228;

512 229 159; 513 228 229; 514 230 160; 515 229 230; 516 231 161; 517 230 231;

START GROUP DEFINITION

MEMBER

_IG4 311 318 TO 324 331 332 390 TO 392 396 TO 398 411 TO 413 417 TO 419 430 -

434 469 473 482 486 495 499

_IG3 153 189 308 TO 310 333 TO 335 359 361 374 375 378 379 431 435 508 512

_IG2 167 203 242 244 307 336

_IG1 152 188 249 251 306 337

_OG4 387 TO 389 399 TO 401 408 TO 410 420 TO 422 428 436 467 475 480 488 493 -

501

25

_OG3 135 207 358 362 372 373 380 381 429 437 506 514

_OG2 149 221 241 245

_OG1 134 206 248 252

_CG1 273 TO 278 312 TO 317

_CG2 286 TO 291 299 TO 304

_CG3 49 TO 54

_ECG 1 TO 6 97 TO 102

_CB1 25 TO 30 73 TO 78 325 TO 330 338 TO 343 351 TO 356 364 TO 369 468 470 -

472 474 476 478 481 483 485 487 489 491 494 496 498 500 502 504 507 509 511 -

513 515 517

_CB2 254 TO 265

_CB3 7 TO 12 91 TO 96

_ECB 440 TO 451

_EOB 116 117 131 224 225 239 240 246 247 253 305 344 357 363 370 371 -

382 TO 386 402 TO 407 423 TO 427 438 439 452 TO 454 456 TO 461 463 TO 466 -

477 479 490 492 503 505 516

JOINT

END GROUP DEFINITION

DEFINE MATERIAL START

ISOTROPIC STEEL1

E 2.1e+008

POISSON 0.3

DENSITY 78.5

ALPHA 1.2e-005

DAMP 0.03

ISOTROPIC STEEL2

E 2.1e+008

POISSON 0.3

DENSITY 0

ALPHA 1.2e-005

DAMP 0.03

END DEFINE MATERIAL

CONSTANTS

MATERIAL STEEL1 MEMB _OG1




MATERIAL STEEL1 MEMB _IG1




MATERIAL STEEL1 MEMB _CG1



MATERIAL STEEL1 MEMB _ECG

MATERIAL STEEL2 MEMB _CB1



MATERIAL STEEL2 MEMB _ECB

MATERIAL STEEL2 MEMB _EOB

**************************************************

MEMBER PROPERTY INDIAN

**************************************************

_CB1 PRIS AX 0.00001 IX 1e-005 IY 1e-006 IZ 1e-005



26

_ECB PRIS AX 0.00001 IX 1e-005 IY 1e-006 IZ 1e-005

_EOB PRIS AX 0.00001 IX 1e-005 IY 1e-006 IZ 1e-005

***************************************************

*STEEL ONLY PROPERTIES*

*_OG1 PRIS AX 0.047 IX 1e-005 IY 1e-006 IZ 0.021

*_IG1 PRIS AX 0.047 IX 1e-005 IY 1e-006 IZ 0.021







*_ECG PRIS AX 0.0323 IX 1e-005 IY 1e-006 IZ 0.01

*_CG1 PRIS AX 0.0299 IX 1e-005 IY 1e-006 IZ 0.0071



*SHORT TERM PROPERTIES*

_OG1 PRIS AX 0.297 IX 1e-005 IY 1e-006 IZ 0.0896

_IG1 PRIS AX 0.325 IX 1e-005 IY 1e-006 IZ 0.092







_ECG PRIS AX 0.318 IX 1e-005 IY 1e-006 IZ 0.0678

_CG1 PRIS AX 0.0998 IX 1e-005 IY 1e-006 IZ 0.0180



****************************************************

SUPPORTS

3 TO 5 115 TO 117 FIXED BUT MX MY MZ

2 6 114 118 FIXED BUT FZ MX MY MZ

DEFINE MOVING LOAD

*CLASS 70R WHEELED LOAD

TYPE 1 LOAD 85 85 85 85 60 60 40

DIST 1.37 3.05 1.37 2.13 1.52 3.96 WID 1.93

*CLASS A

TYPE 2 LOAD 13.5 13.5 57 57 34 34 34 34

DIST 1.1 3.2 1.2 4.3 3 3 3 WID 1.8

*CLASS 70R TRACKED LOAD

TYPE 3 LOAD 35 70 70 70 70 35

DIST 0.914 0.914 0.914 0.914 0.914 WID 2.06

**********************self weight of steel ********

LOAD 1 SELFWEIGHT

SELFWEIGHT Y -1

***************************

LOAD 2 DECK SLAB

MEMBER LOAD

***OG=2.25x0.9x25+2.25x3.6=58.725***LOAD DUE TO INCREASE IN SLAB THICKNESS AT

END***IG=2.5x0.87x25+0+2.25x3.6=65.25***

_OG1 UNI GY -58.725

_IG1 UNI GY -65.25

***OG=2.25x0.560x25+0+2.25x3.6=39.6***LOAD DUE TO INCREASE IN SLAB THICKNESS

BETWEEN X=1.1 TO X=2.9***IG=2.5x0.560x25+0+2.25x3.6=44***

_OG2 UNI GY -39.6

27

_IG2 UNI GY -44

***BETWEEN X=2.9 TO X=10.0 Curtailment point***OG=2.25x0.22x25+0.7x0.1x25+2.25x3.6=22.25

***DECK SLAB+HAUNCH + 3.6kN/m2 of Formwork***IG=2.5x0.22x25+0.7x0.1x25+2.25x3.6=24.5**

_OG3 UNI GY -22.25

_IG3 UNI GY -24.5

***BETWEEN X=10 TO X=27.8***OG=2.25x0.20x25+0.7x0.1x25+2.25x3.6=22.25***DECK

SLAB+HAUNCH +3.6kN/m2 of Formwork***IG=2.5x0.20x25+0.7x0.1x25+2.25x3.6=24.5***

_OG4 UNI GY -22.25

_IG4 UNI GY -24.5

******************************

LOAD 3 SIDL

MEMBER LOAD

********************CRASH BARRIER*************

_OG1 UNI GY -10

_OG2 UNI GY -10

_OG3 UNI GY -10

_OG4 UNI GY -10

*****************RAILING**********

_OG1 UNI GY -6

_OG2 UNI GY -6

_OG3 UNI GY -6

_OG4 UNI GY -6

*******************FOOTPATH**************

_OG1 UNI GY -3

_OG2 UNI GY -3

_OG3 UNI GY -3

_OG4 UNI GY -3

*****************WEARING COAT****************

_IG1 UNI GY -5

_IG2 UNI GY -5

_IG3 UNI GY -5

_IG4 UNI GY -5

***************************************

LOAD 4 FPLL

MEMBER LOAD

_OG1 UNI GY -7.5

_OG2 UNI GY -7.5

_OG3 UNI GY -7.5

_OG4 UNI GY -7.5

****************************************************

*2-LANES A

LOAD GENERATION 100

TYPE 2 -19.9 0 5.15 XINC 0.5

TYPE 2 -19.9 0 8.65 XINC 0.5

* 70R WHEELED

*LOAD GENERATION 100

*TYPE 1 -14.5 0 6.965 XINC 0.5

* 70R TRACKED

*LOAD GENERATION 100

*TYPE 3 -14.5 0 7.995 XINC 0.5

PERFORM ANALYSIS

FINISH

28

Appendix-III

1.0 CALCULATON OF LOSSES IN PRESTRESS

Losses due to slip in anchorage, elastic shortening, creep, and relaxation of steel are calculated below as per

Clause-18.5.5 of IS: 1343-1999.

1.1 Slip in anchorage

Loss due to slip in anchorage for 5 mm slip is,

1a s

s

EP A

L

= 58.2 kN

where,

1P - Loss of prestress in steel cable due to slip of anchorage

a - Slip of anchorage

sA - Area of cable

1.2 Elastic shortening

Loss due elastic shortening of cables: 2

2 cosg g g s

g

H e y AP

I

= 82.9 kN

1.3 Creep of concrete

Horizontal component of prestress required due to creep of deck slab concrete is given by:

/1 1

2 2

c c s ccr ccr

c c c c

f E E IIP

e y e y

= 10.5 kN, for prestressing at 28 days.

where,

crP - Horizontal component of prestress force required due to creep of deck slab

concrete

cr - Creep stress in deck slab concrete

sh - Shrinkage strain in deck slab concrete

- Creep coefficient

cf - Compressive stress in deck slab concrete

cE - Modulus of elasticity of deck slab concrete

1.4 Relaxation of steel

Loss of prestress in cable due to relaxation of steel is given by:

2

4 , 35 / 0.6s s s puP nA where N mm at f

4P 35 x 2635 = 92.2 kN

where,

s - Loss of stress due to relaxation of steel

29

Appendix-IV

1.0 CALCULATION OF CRITICAL STRESSES FOR LONGITUDINAL GIRDERS

Permissible elastic critical stresses are calculated at different stages as per Clause no. 508.6.2 of IRC:24-2001.

1.1 After launching of longitudinal girders

Cross sectional area of both flanges at the maximum BM zone (A1) = 56000 mm2

Cross sectional area of both flanges at the least BM zone (A2) = 28000 mm2

Ratio of total area of both flanges (ψ) = A2/A1 = 0.5, and Coefficient associated with ψ (k1) = 0.7

Moment of inertia of both flanges at the maximum BM zone (I1) = 72 x 107 mm

4

Moment of inertia of both flanges at the least BM zone (I2) = 242.67 x 107 mm

4

Ratio of total moment of inertia of both flanges (β) = I1/I2 = 0.2967

Coefficient associated with β (k2) = -0.4

Effective length of compression flange (Leff) = 0.7 x 47800 = 33460 mm

Moment of inertia about minor axis (Iy) = I2 = 242.67 x 107 mm

4

Cross sectional area of girder (A) = 600 x 40 + 800 x 40 + 12 x 2000 = 80000 mm2

Radius of gyration about minor axis, ry = (Iy/A)1/2

= 174.2 mm

Slenderness ratio, λ = Leff / ry = 192

Overall depth of beam (D) = 2080 mm, and Mean thickness of compression flange (T) = 30 mm

Ratio D/T = 69.3

Coefficient Y = 26.5 x 105 / λ

2 = 71.9, and Coefficient X = Y [1 + (LeffT/ryD)

2 / 20]

1/2 = 84.6

Lesser and greater distance of extreme fibre from neutral axis (c1 and c2) = 938 and 1142

Thickness of compression flange to web ratio (T/tw) = 2.5

Clear depth of web to thickness ratio (d/tw) = 2000/12 = 166.7

Elastic critical stress (fcb) = k1 (X+k2Y)(c2/c1) = 47.6 N/mm2

Yield stress of steel (fy) = 250 N/mm2

Permissible bending stress (σbc) = 0.66 x fcb x fy / [(fcb)1.4

+ (fy)1.4

]1/1.4

= 29.4 N/mm2

Permissible bending stress at erection stage = 1.25 x σbc = 36.8 N/mm2

1.2 After connection of cross beams



Ratio of total area of both flanges (ψ) = A2/A1 = 1.0, and Coefficient associate with ψ (k1) = 1.0

Moment of inertia of both flanges at the maximum BM zone (I1) = 36 x 107 mm

4


4

Ratio of total Moment of inertia of both flanges (β) = I1/I2 = 0.2967

Coefficient associate with β (k2) = -0.4

Effective length of compression flange (Leff) = 1.2 x 8000 = 9600 mm


4



= 152.8 mm

Slenderness ratio, λ = Leff / ry = 62.8

Overall depth of beam (D) = 2040 mm, and Mean thickness of compression flange (T) = 20 mm

Ratio D/T = 102


2 = 671.9, and Coefficient X = Y [1 + (LeffT/ryD)

2 / 20]

1/2 = 678.2

Lesser and greater distance of extreme fibre from neutral axis (c1 and c2) = 942 and 1098






+ (fy)1.4

]1/1.4

= 129.5 N/mm2

Permissible bending stress at erection stage = 1.25 x σbc = 161.8 N/mm2

30

Appendix-V

CALCULATION OF DIFFERENTIAL TEMPERATURE STRESSES

Differential temperature occurs between the prefabrication steel girder and in-situ concrete deck

slab, and these results in the development of internal stresses. As per IRC-6 Fig. 10, Clause 218.4 and IRC-

21, Clause 304.9.1, the temperature stresses can be calculated as follows:

(1) At curtailment

Area of concrete = 55000 mm2

Modulus of elasticity of concrete = 33500 N/mm2

Uniform tensile stress induced in deck slab = 4.15 N/mm2

Direct stress in girder due to force = 26.15 N/mm2

Force due to temperature difference = 2.29 x106 N

Eccentricity of the force = 492 mm

Section Modulus

Bottom of girder = 52 x106 mm

3

Top of girder = 32 x106mm

3

Bottom of slab = 1.51 x109 mm

3

Top of slab = 9.56 x109 mm

3

Bending Stress

Bottom of girder = 17.2 N/mm3

Top of girder = 5.9 N/mm3

Bottom of slab = 0.6 N/mm3

Top of slab = 0.1 N/mm3

Resultant Stress





(2) At mid point

Area of concrete = 50000 mm2

Modulus of elasticity of concrete = 33500 N/mm2

Uniform tensile stress induced in deck slab = 4.15 N/mm2

Direct stress in girder due to force = 26.15 N/mm2

Force due to temperature difference = 2.08 x106 N

Eccentricity of the force = 639 mm

Section Modulus

Bottom of girder = 85.5 x106 mm

3

Top of girder = 319 x106 mm

3

Bottom of slab = 1.63 x109 mm

3

Top of slab = 1.20 x109 mm

3

Bending Stress





Resultant Stress





31

Appendix-VI

1.0 DESIGN OF CONNECTIONS BETWEEN WEB AND FLANGE OF LONGITUDINAL GIRDER

Design of weld between web, and top and bottom flanges of longitudinal girders is done as per Clause no.

512.2 of IRC: 24-2001.

1.1 Welds at junction between web and top flange

Horizontal shear at junction of web and top flange, H = V x A x y / I

For dead load and deck slab acting on steel section only

Maximum shear in steel section due to DL + Deck Slab = 127 + 589 = 716 kN

Cross sectional area of top flange (A) = 600 x 40 = 0.024 m2


CG of flange plate from top of girder = 0.02 m

CG of flange plate from CG of girder (Y) = 1.142 – 0.02 = 1.122 m

Horizontal shear force (H) = 716 x 0.024 x 1.122 / 0.065438 = 295 kN/m


Maximum shear in steel section due to SIDL = 430 kN

Cross sectional area of top flange (A) = 2500 x 220 /6.3 + 600 x 40 = 0.11 m2


CG of slab and flange plate from top of girder = 0.47 m

CG of slab and flange plate from CG of girder (Y) = 0.633 + 0.47 = 1.1 m

Horizontal shear force (H) = 430 x 0.11 x 0.85 / 0.14 = 371.6 kN/m

For FPLL + LL with impact acting on composite section

Maximum shear in steel section due to LL = 471.7 kN

Cross sectional area of top flange (A) = 2500 x 220 /6.3 + 600 x 40 = 0.11 m2



CG of slab and flange plate from CG of girder (Y) = 0.633 + 0.47 = 1.1 m


Total horizontal shear at junction of web and top flange, H = 407.7 kN/m

Number of weld surfaces available = 2

Horizontal shear per weld surface = 408 kN/m

Minimum weld size required = 10.00 mm

Weld size provided = 10.00 mm

Permissible shear capacity of fillet weld in shop = 103.68 N/mm2

Shear capacity of 10 mm thick continuous weld = 0.7 x 10 x 103.68 = 725.76 kN/m

Since weld capacity exceeds the actual load, size of weld selected is OK.

1.2 Welds at junction between web and bottom flange


For DL and deck slab loads acting on steel section only

Maximum shear in steel section due to DL (V) = 127 + 589 = 716 kN

Cross sectional area of bottom flange (A) = 800 x 40 = 0.032 m2


CG of flange plate from bottom of girder = 0.020 m



32


Maximum shear in steel section due to DL (V) = 430 kN

Cross sectional area of bottom flange (A) = 800 x 40 = 0.032 m2



CG of flange plate from CG of girder (Y) = 1.447 - 0.47 = 0.977 m


For FPLL and LL with impact acting on composite section

Maximum shear in steel section due to DL (V) = 471.7 kN




CG of flange plate from CG of girder (Y) = 1.677 - 0.187 = 1.49 m

Horizontal shear force (H) = 943.3 x 0.105 x 0.859 / 0.14 = 321 kN/m

Total horizontal shear at junction of web and top flange, H = 442 kN/m


Horizontal shear per weld surface = 221 kN/m






2.0 Design of curtailment plate

20 mm thick cover flange plate will be added in mid 27.8m (i.e. 10m from both ends)

Bending stress at curtailment point = 159.1 N//mm2

Area of curtailment plate = 600x20 = 12000 mm2

Tensile force at curtailment point on cover plate = 1909.2 kN

Nominal diameter of site snap headed bolt = 20.00 mm

Nominal diameter of bolt hole = 21.50 mm

Minimum edge distance for 20 mm dia bolt = 1.75 x 21.5 = 37.63 mm

Provide edge distance for 20 mm dia bolt = 50.00 mm

Minimum pitch for 20 mm dia bolt = 2.5 x 20.0 = 50.00 mm

Maximum pitch for 20 mm dia bolt = minimum of 200 or 12 x 30 = 200 mm

Number of shear plane = 1

Value of rivet in bearing = 21.5x20x300/1000 = 129.0 kN

Value of rivet in single shear = 3.14/4x21.52x100/1000 = 36.2 kN

Rivet Value = 36.2 kN

Number of bolt required = 1909.2/36.2 = 52.7

Number of bolts arranged per row = 30

Number of rows required = 2

3.0 Design of end cross girder

Permissible elastic critical stresses are calculated as per Clause no. 508.6.2 of IRC:24-2001.



Ratio of total area of both flanges (ψ) = A2/A1 = 1.0

Coefficient associate with ψ (k1) = 1.0

Moment of inertia of both flanges at the maximum BM zone (I1) = 10.67 x 107 mm

4


4


33

Coefficient associate with β (k2) = 0.0

Effective length of compression flange (Leff) = 2500 mm


4



= 80 mm


Overall depth of beam (D) = 1400 mm

Mean thickness of compression flange (T) = 20 mm

Ratio D/T = 74.5


2 = 2713.6

Coefficient X = Y [1 + (LeffT/ryD)2 / 20]

1/2 = 2725.5

Lesser distance of extreme fibre from neutral axis (c1) = 745

Greater distance of extreme fibre from neutral axis (c2) = 745






+ (fy)1.4

]1/1.4

= 161.0 N/mm2

Permissible bending stress 0.62 fy = 155.0 N/mm2

3.1 Analysis of end cross girder during jacked up condition

Position of cable supports below the cross girders along the main girder are given in Fig 1.

Fig. 1 Position of cable supports

Jacking force = DL + SIDL reaction on girder = 1147.2 kN

Number of jacks provided to lift girder = 2

Allow 15% for non equal jacking loads = 1319.3 kN

Maximum bending moment = 923.5 kNm

Calculated bending stress = 923.5 x 0.745 / (0.012 x 1000) = 57.3 N/mm2

Calculated shear stress = 1319.3 x 1000 / (1000 x 12) = 82.5 N/mm2

Equivalent stress = sqrt (57.22 + 3 x 82.5

3) = 153.9 (< 155) N/mm

2

Hence OK.

3.2 Connection between main girder and end cross girder

Nominal diameter of bolt = 20.0 mm



Say = 65.0 mm

Minimum pitch for 20 mm dia bolt = 2.5 x 20 = 50.0 mm

Maximum pitch for 20 mm dia bolt = Min of 12 x thickness of thinner plate or 200 mm

= 12 x 12 or 200 mm = 144 mm

Number of shear plane = 2.0

Shear capacity of 20 mm bolt in double shear = 101.5 kN

Bearing capacity = 64.5 kN

Strength of each bolt, R = 64.5 kN

No. of bolts required on each side of splice, n = 20.5

No. of rows, m = 3

Provide no. of bolts per row = 21

Pitch required = (1310-210)/(21-1) = 55 mm

34

Check

∑x2 = 2x25x65

2 = 211250 mm

2

∑y2 = 2x3x(55

2+110

2+165

2+220

2+275

2+330

2+385

2+440

2+495

2+550

2+605

2+660

2) = 11797500 mm

2

∑r2 = 211250+ 7865000 = 12008750 mm

2

r = sqrt (652+660

2) = 663.2 mm

Force on the extreme bolt (Fm) = 923.5x103 x 663.2/12008750 = 51.0 kN

Force on each bolt due to shear (Fa) = 1319.3 / (25x3) = 17.6 kN

Angle between Fm and Fa, cos θ = 65/660 = 0.0985

Resultant force Fr = sqrt (512+17.6

2+2x51x17.6x0.0985) = 55.5 kN

Since Fr is less than strength of each bolt, R (64.5 kN), OK

3.3 Welds at junction between web and top flange end cross girder


Maximum shear in girder = 1319.3 kN







Horizontal shear per weld surface = 331.5 kN/m






3.4 Welds at junction between web and bottom flange of end cross girder














4.0 Design of intermediate cross girder-1






35

Moment of inertia of both flanges at the maximum BM zone (I1) = 20 x 4003 / (12) = 10.67 x 10

7 mm

4

Moment of inertia of both flanges at the least BM zone (I2) = 20x4003/12+20x400

3/12 = 21.3 x10

7 mm

4





4



= 84.5 mm




Ratio D/T = 59.5


2 = 3024.6


1/2 = 3043.2








+ (fy)1.4

]1/1.4

= 161.5 N/mm2


Prestressing force = 287 kN

Maximum bending moment = 180 kNm

Calculated bending stress = 180 x 0.595 / (0.007 x 1000) = 15.3 N/mm2

Calculated shear stress = 287 x 1000 / (1000 x 12) = 24.0 N/mm2


2) = 44.0 (< 155) N/mm

2

4.1 Connection between main girder and cross girder-1




Say = 80.0 mm



= 12 x 12 or 200 mm = 144 mm



Bearing capacity = 64.5 kN


No. of bolts required on each side of splice, n = 5.4

No. of rows, m = 2

Provide no. of bolts per row = 16


Check:

∑x2 = 2x19x80

2 = 243200 mm

2

∑y2 = 2x1x(55

2+110

2+165

2+220

2+275

2+330

2+385

2+440

2+495

2) = 1724250 mm

2

∑r2 = 243200+ 1724250 = 1967450 mm

2

r = sqrt (802+495

2) = 501.4 mm

Force on the extreme bolt (Fm) = 180x103x501.4/1967450 = 45.8 kN

Force on each bolt due to shear (Fa) = 287 / (19x1) = 15.1 kN


Resultant force Fr = sqrt (45.82+15.1

2+2x45.8x15.1x0.16) = 50.5 kN


36

4.2 Welds at junction between web and top flange in cross girder-1















4.3 Welds at junction between web and bottom flange in cross girder-1




















Moment of inertia of both flanges at the maximum BM zone (I1) = 20 x 4003 / (12) = 10.67 x 10

7 mm

4

Moment of inertia of both flanges at the least BM zone (I2) = 20 x 4003 / 12 + 20x400

3/12 = 21.3 x 10

9 mm

4





4



= 75.3 mm




Ratio D/T = 92

37


2 = 2768.1


1/2 = 2832.5








+ (fy)1.4

]1/1.4

= 160.1 N/mm2







2) = 42.5 (< 155) N/mm

2


Since cross girder-1 is critical and it is safe in bolts design. Therefore provide same type and

number of bolts in cross girder-2 with different pitch and spacing as given below:

Edge distance = 90.0 mm


No. of rows, m = 2

No. of bolts per row = 18


5.2 Welds at junction between web and flange of cross girder-2

The welding in the cross girder-2 will also be the same as of cross girder-1.







Moment of inertia of both flanges at the maximum BM zone (I1) = 10.67 x 107 mm

4


4





4



= 73.0 mm




Ratio D/T = 102


2 = 2265.7


1/2 = 2294.6




38

Clear depth of web to thickness ratio (d/tw) = 2040/12 = 170




+ (fy)1.4

]1/1.4

= 159.9 N/mm2







2) = 42.3 (< 155) N/mm

2


Since cross girder-1 is critical and it is safe in bolts design. Therefore provide same type and

number of bolts in cross girder-3 with different pitch and spacing as given below:

Edge distance = 100.0 mm


No. of rows, m = 2

No. of bolts per row = 18


6.2 Welds at junction between web and flange of cross girder-3

The welding in the cross girder-3 will also be the same as of cross girder-1.

7.0 Design of splice joints

The design of splice plates is done as per Clause no. 512.3.2 of IRC: 24-2001.

7.1 Design of splice joint-1 of web plate

Depth of web plate = 2.00 m

Thickness of web plate = 0.012 m

Moment of inertia of web plate about centre line = 0.012 x 2.03/12

= 0.008 m4

Calculation of bending moment taken by web only

(i) During erection stage (Self weight + Deck slab)

Depth of neutral axis from bottom plate = 0.942 m

Moment of inertia of whole section = 0.036 m4

Design bending moment = 604.4+2469.5

= 3073.9 kNm

Bending moment resisted by web plate = 3073.9x 0.008 / 0.036

= 683.1 kNm

(ii) During permanent loading (SIDL) on composite section



Design bending moment = 1969.8 kNm

Bending moment resisted by web plate = 1969.8x0.008/0.091 = 175 kNm

(iii) During transient loading (FPLL+LL with impact) on composite section



Design bending moment = 761.7 + 2806 = 2567.7 kNm

Bending moment resisted by web plate = 2567.7x 0.008 / 0.091

39

= 313.6 kNm

Shear force resisted by web = 848 kNm

Eccentricity of bolt group from splice point = 0.135 m

Hence total moment resisted by web alone due to live load (Mw) = 858.1 kNm

Distance of splice plate extreme fibre from bottom of girder = 0.04 m

Distance of splice plate extreme fibre from top of girder = 0.04 m

Depth of splice plate = 2.0-0.04-0.04-0.01 = 1.910 m

Bending stress at extreme fibre of splice plate:

σ (top) = 68.5+ (-11.1-68.5)/(2.0+0.04+0.04)x0.04 = 67.0N/mm2

σ (bottom) = 68.5+ (-11.1-68.5)/(/(2.0+0.04+0.04)x(1.91+0.04) = -6.1N/mm2

Minimum thickness of splice web plate required

= 858 x 0.008 / 67/ 19202 x 10

8 = 2.8 mm

Thickness of splice plate provided = 12.00 mm




Say = 60.0 mm


Hence provide pitch = 70.0 mm


= 12 x 12 or 200 mm = 144 mm



In bearing web = 64.5 kN


Distance between extreme bolts = 1.80 m

Assume pitch of bolts, p = 75 mm

No. of rows, m = 3

No. of bolts in each row, n = sqrt (6 x Mw/(m x p x R)) = 20.6

Provide no. of bolts = 25


Check

∑x2 = 2x25x60

2 = 180000 mm

2

∑y2 = 2x3x(75

2+150

2+225

2+300

2+375

2+450

2+525

2+600

2+675

2+750

2+825

2+900

2)

= 21937500 mm2

∑r2 = 180000 + 21937500 = 22117500 mm

2

r = sqrt (602 +900

2) = 902 mm

Force on the extreme bolt (Fm) = 858x103x902/22117500 = 35 kN

Force on each bolt due to shear (Fa) = 848 / (25x3) = 11.3 kN


Resultant force Fr =sqrt (352+11.3

2+2x35x11.3x0.067) = 37.5 kN


7.2 Design of splice joint-2 of web plate

Depth of web plate = 2.00 m

Thickness of web plate = 0.012 m

Moment of inertia of web plate about centre line = 0.012 x 2.03 / 12

= 0.008 m4

Calculation of bending moment taken by web only

(i) During erection stage (Self weight + Deck slab)


40


Design bending moment = 1560 + 5828 = 7388 kNm

Bending moment resisted by web plate = 7388x 0.008 / 0.065 = 909 kNm

(ii) During permanent loading (SIDL) on composite section



Design bending moment = 4748 kNm

Bending moment resisted by web plate = 4748 x 0.008 / 0.137 = 277 kNm

(iii) During transient loading (FPLL+LL with impact) on composite section



Design bending moment = 1832 + 5847 = 6533 kNm

Bending moment resisted by web plate = 6533 x 0.008 / 0.137 = 448 kNm

Shear force resisted by web = 390 kNm

Eccentricity of bolt group from splice point = 0.135 m

Hence total moment resisted by web alone (Mw) = 909 +277 = 1186 kNm

Distance of splice plate extreme fibre from bottom of girder = 0.04 m

Distance of splice plate extreme fibre from top of girder = 0.04 m

Depth of splice plate = 2.0-0.04-0.04-0.01 = 1.91 m

Bending stress at extreme fibre of splice plate:

σ (top) = 90.2+ (-26.4-90.2)/(2.0+0.04+0.04)x0.04 = 88.5N/mm2

σ (bottom) = 90.2+ (-26.4-90.2)/(2.0+0.04+0.04)x(1.91+0.04) = -8.6 N/mm2

Minimum thickness of splice web plate required = 1186x 0.008 / 88.5/ 19202 x 10

8 = 2.9 mm

Thickness of splice plate provided = 12.00 mm




Say = 60.0 mm


Hence provide pitch = 70.0 mm

Maximum pitch for 20 mm dia bolt = Min of 12 x thickness of thinner plate or 200 mm = 12 x 12 or 200 mm

= 144 mm



In bearing web = 64.5 kN


Distance between extreme bolts = 1.80 m

Assume pitch of bolts, p = 75 mm

No. of rows, m = 3

No. of bolts, n = sqrt (6 x Mw/(m x p x R)) = 24.25

Provide no. of bolts = 25


Check

∑x2 = 2x25x60

2 = 180000 mm

2

∑y2 = 2x3x(75

2+150

2+225

2+300

2+375

2+450

2+525

2+600

2+675

2+750

2+825

2+900

2) = 21937500 mm

2

∑r2 = 180000 + 21937500 = 22117500 mm

2

r = sqrt (602+900

2) = 902 mm

Force on the extreme bolt (Fm) = 1186x103x902/22127500 = 48.3 kN

Force on each bolt due to shear (Fa) = 390/ (25x3) = 5.2 kN


Resultant force Fr =sqrt (48.32+5.2

2+2x48.3x5.2x0.067) = 48.9 kN


41

7.3 Design of splice joint-1 of top flange plate

Cross sectional area of top plate = 0.60 x 0.020 = 0.012 m2

Splice cover plate required = 1.05 x 0.012 = 0.0126 m2

Maximum compressive stress at top = 93.1 N/mm2

Compressive force in top flange plate = 93100 x 0.012 = 1117.2 kN

Design force on each side of the splice shall be greater of

(i) 1.1 x computed force at the splice point = 1.1 x 117.2 = 1229 kN

(ii) 0.8 x maximum force in the flange plate = 0.8 x 148.8 x 0.012 x 1000 = 1428.5 kN

Hence design force on each side of the plate = 1428.5 kN

Splice cover plate required from force consideration = 0.8 x 0.012 = 0.0096 m2

Number of splice plate required for top flange = 2

Width of top splice plate of top flange = 0.600 m

Width of bottom splice plate of top flange = 0.280 m

Thickness of splice plate of top flange required = 0.0096 / (0.60 + 0.28) = 0.011 m

Provide thickness of splice plate of top flange = 0.020 m








Shear capacity of 20 mm dia bolt in double shear = 101.50 kN

Number of bolt required on each side of splice = 1428.5/101.5 = 14.1



Pitch required in transverse direction = (280-40-40)/2 = 100mm

7.4 Design of splice joint-1 of bottom flange plate



Maximum compressive stress at bottom = 79.9 N/mm2

Compressive force in bottom flange plate = 79900 x 0.016 = 1278 kN


(i) 1.1 x computed force at the splice point = 1.1 x 1278 = 1406 kN

(ii) 0.8 x maximum force in the flange plate = 0.8 x 148.8 x 0.016 x 1000 = 1905 kN

Hence design force on each side of the plate = 1905 kN


Number of splice plate required for bottom flange = 2

Width of bottom splice plate of bottom flange = 0.800 m

Width of top splice plate of bottom flange = 0.380 m

Thickness of splice plate of bottom flange required = 0.0128 / (0.80 + 0.38) = 0.011 m

Provide thickness of splice plate of bottom flange = 0.020 m








Number of bolt required on each side of splice = 1905/101.5 = 18.8



Length of splice plate required = 2(40+0+60x6) = 880mm

42

7.5 Design of splice joint-2 of top flange plate



Maximum compressive stress at top = 129 N/mm2

Compressive force in top flange plate = 129000 x 0.024 = 3096 kN


(i) 1.1 x computed force at the splice point = 1.1 x 3096 = 3406 kN




Number of splice plate required for top flange = 2

Width of top splice plate of top flange = 0.600 m

Width of bottom splice plate of top flange = 0.280 m

Thickness of splice plate of top flange required = 0.0192 / (0.60 + 0.28) = 0.022 m

Provide thickness of splice plate of top flange = 0.030 m












7.6 Design of splice joint-2 of bottom flange plate



Maximum compressive stress at bottom = 106 N/mm2

Compressive force in bottom flange plate = 106000 x 0.032 = 3312 kN


(i) 1.1 x computed force at the splice point = 1.1 x3312 = 3644 kN




Number of splice plate required for bottom flange = 2

Width of bottom splice plate of bottom flange = 0.800 m

Width of top splice plate of bottom flange = 0.380 m

Thickness of splice plate of bottom flange required = 0.0256 / (0.80 + 0.38) = 0.022 m

Provide thickness of splice plate of bottom flange = 0.030 m












43

8.0 Design of intermediate transverse stiffeners

Design of intermediate transverse stiffeners is done as per Clause no. 508.11.2 of IRC: 24-2001.

Clear depth of web between root filled (d3) = 2.0 m

Web thickness provided (tw) = 0.012 m

Aspect ratio (d3/tw) = 166.67

Since aspect ratio is greater than 85 but less than 200, only Transverse Stiffeners is required.

Clear distance between flanges / longitudinal stiffener (d’) = 2.0 m

Maximum permitted spacing of transverse stiffener=Min of 1.5x2.0 or 180x0.012= 2.16m

Minimum permitted spacing of transverse stiffener = 0.33 x 2.0 = 0.66 m

Effective span of girder = 47.8 m

Spacing of transverse stiffener provided near mid span (s) = 1.74 m

Number of stiffener = 26

Clear distance between flange (d2) = 2.0 m

Smaller clear dimension (c) = Min of d2 and s = 1.74 m

Greater clear dimension (d) = Max of d2 and s = 2.0 m

Minimum permitted thickness of web (tmin), for d3/tw = 166.7 < 200

= Maximum of c/180 or d/270 or d2/250

= Maximum of 1.74/180 or 2.0/270 or 2.0/250 = 0.01 m OK

Maximum spacing of transverse stiffener for thickness (S) = 270tmin = 2.60 m

Minimum moment of inertia required (Imin=1.5 x d’3 x tmin

3/S

2) = 1.57 x 10

-6 m

4

Thickness of intermediate stiffeners provided (t) = 0.012 m

Effective outstand of stiffener (12 x t) = 0.144 m

Minimum flange width available (2.60 – 2.0) = 0.60 m

Available width for stiffener on each side of web = (0.60-0.012) / 2 = 0.294 m

Consider effective width of outstand (h) = Min of 0.294 and 0.144 = 0.144 m

Ixx of intermediate stiffener about CL of web

= 2 x 0.012 x 0.1443 / 12 + 2 x 0.012 x 0.144 x (0.144/2 + 0.012/2)

2 = 2.70 x 10

-5 m

4

Since actual moment of inertia exceeds the minimum value, section of transverse stiffeners selected are OK.

8.1 Welds at junction between transverse stiffeners and web

Design of welds at junction between transverse stiffeners and web is done as per Clause no.

512.2.2.2 of IRC: 24-2001.

Design shear force for transverse stiffener = 125 x t2 / h = 125.0 kN/m

Depth of stiffener = 2.0 – 2 x 0.05 = 1.90 m

Total shear force = 125 x 1.9 = 237.5 kN

Number of weld surface available = 4



Maximum leg length of fillet weld = size – 1 = 4.00 mm

Effective length of weld should be greater than = 4 x (2.0–2 x 0.05) = 7.60 m

Permissible shear capacity of fillet weld in shop = 108 N/mm2

Shear capacity of 5 mm thick continuous weld = 5 x 108 / 1.414 = 381.9 kN/m

Strength of 7.60 m long 5 mm thick continuous weld = 381.9 x 7.6 = 2902.4 kN


9.0 Design of bearing stiffeners

Design of bearing stiffeners is done as per Clause no. 508.11.1 of IRC: 24-2001.

Thickness of bearing stiffener (tb) = 0.025 m

44

Permissible outstand of stiffener (12tb) = 0.300 m

Minimum flange width available = 0.60 m

Available width for stiffener on each side of web = 0.294 m

Effective width of outstand = Min of 0.300 and 0.294 = 0.294 m

Effective length of web to act as stiffener on either side (leff) = 16tw = 0.192 m

Minimum available length of web on either side = 0.750 m

Total effective length of web = (Min of 0.75 and 0.192) + 0.192 = 0.384 m

9.1 Check as strut

Length of stiffener (Lb) = Length of web = 2.0 m

Effective length of stiffener (Leff) = 0.7 Lb = 1.4 m

Total reaction on bearing during service (R) = 1887 kN

Effective area (Aeff) = 0.384 x 0.012 + 2 x 0.30 x 0.02 = 0.0166 m2

Effective moment of inertia about major XX axis (Ix)

= (0.384 - 0.025) x 0.0123/12 + 0.025 x (0.300 x 2 +0.012)

3/12 = 4.24E-04 m

4

Effective moment of inertia about minor YY axis (Iy)

= (0.300 x 2) x 0.0253/12 + 0.012 x (0.384

3/12) = 5.74E-05 m

4

Effective radius of gyration about YY axis (ry) = sqrt (Iy/Aeff) = 0.059 m

Slenderness ratio (λ = Leff/ry) = 23.73

Elastic critical stress in compression (fcc = E x (π/ λ)2) = 211000 x (3.14/23.73)

2 = 3694.4 N/mm

2


Permissible axial compressive stress (σac) = 0.6 x fcc x fy / [fcc1.4

+ fy1.4

] (1/1.4)

= 147.58 N/mm2

Calculated compressive stress (σa = R/Aeff) = 113.7N/mm2

Since axial compressive stress is below the permissible value, section of bearing stiffeners selected is OK.

9.2 Check for bearing stress

Permissible notch in stiffener at junction of web and flange to clear weld (5tw) = 0.060 m

Notch provided at junction = 0.050 m

Area of outstanding leg of stiffener in contact with flange = 2 x (0.3 – 0.05) x 0.025 = 0.0125 m

Permissible bearing stress (0.8 x fy) = 200.00 N/mm2

Bearing stress in stiffener = 1887/ (0.0125 x 1000) = 150.9 N/mm2

Since bearing stress is below the permissible value, section of bearing stiffeners selected is OK.

9.3 Welds at junction between bearing stiffeners and web

Design of welds at junction between bearing stiffeners and web is done as per Clause no. 512.2.2.2 of IRC:

24-2001.

Design shear force for transverse stiffener = 125 x t2 / h = 125.0 kN/m

Depth of stiffener = 2.0 – 2 x 0.05 = 1.90 m

Total shear force = 125 x 1.9 = 237.5 kN

Number of weld surface available = 4

Length of weld available = 4 x (2.0 – 2 x 0.05) = 7.6 m



Permissible shear capacity of fillet weld in shop = 108 N/mm2

Shear capacity of 10 mm thick continuous weld = 10 x 108 / 1.414 = 763.8 kN/m

Strength of 7.60 m long 10 mm thick continuous weld = 763.8 x 7.6 = 5804.8 kN


6250

80

SECTION AT B-B

NOTES:-

7. ANGLE OF INTERNAL FRICTION OF BACK FILL MATERIAL SHALL NOT BE LESS THAN 35°

1. ALL THE DIMENSIONS ARE IN mm AND ALL LEVELS IN METERS UNLESS

9. ALL DIMENSIONS AND LEVELS SHOULD BE VERIFIED & RECONCILED BEFORE EXECUTION.

6. HIGH YIELD STRENGTH DEFORMED TMT BAR OF GRADE Fe-500 CONFORMING TO

11. WEEP HOLES SHALL BE OF 75 DIA PVC PIPES STAGGERED @ 1000 C/C BOTH

HORIZONTALLY & VERTICALLY IN RETAINING WALL & ABUTMENT.

10. BACK FILL SHOULD BE AS PER CLAUSE 7.5 OF IRS BRIDGE SUB-STRUCTURE AND

4. CONCRETE GRADE:-

IS: 1786-1986 SHALL BE USED AS REINFORCEMENT.

II) SUBSTRUCTURE , FOOTING & RETURN WALL = M 30

FOUNDATION CODE.

OTHERWISE SPECIFIED.

16. GRADED AGGREGATE OF NOMINAL SIZE 20 mm SHALL BE USED AS PER IS : 383.

NOT MORE THAN 50% BARS SHOULD BE LAPPED AT ANY CROSS SECTION.

14. LAP LENGTHS SHOULD BE 45 D WHERE D = DIA. OF BARS. LAP JOINT SHOULD BE STAGGERED.

15. IF THE BAR DIA, IS MORE THAN 32 mm DIA, OF BAR, LAP LENGTHS SHOUL BE GIVEN AS PER

CLAUSE NO. 15.9.6.6 OF IRS CONCRETE BRIDGE CODE.

I) SUPERSTUCTURE & BED BLOCK = M45

8. DIMENSION GIVEN IN THE DRAWING MUST BE CHECKED AT SITE BEFORE START OF THE WORK

FOR FEASIBILITY.

5. ALL RCC WORK SHALL CONFORM TO RELEVANT IRC CODE & MOST SPECIFICATION.

III) RETAINING WALL = M 30

12. TYPE OF FOUNDATION (OPEN/DEEP) SHALL BE DECIDED AFTER THE GEOTECHNICAL

INVESTIGATION AT NEW LOCATION, THE LOCATION HAS BEEN CHANGED DUE TO ONE

ADDITIONAL TRACK UNDER STAGE-III WORK.

SCALE 1 : 2

1173

0

1173

0

2350

1000

DESIGNEDBY:

TITLE: TYPICAL GENERAL ARRANGEMENT DRAWING

Dr. Pramod Kumar Singh

Professor

Department of Civil Engineering IIT (BHU), Varanasi

Harshad Birajdar

Research ScholarDepartment of Civil EngineeringIIT (BHU), Varanasi

SHEET NO.DATE:1 OF 9 1 /04 / 2013

DEPARTMENT OF CIVIL ENGINEERING, IIT (BHU), VARANASI

Vikash KhatriResearch ScholarDepartment of Civil EngineeringIIT (BHU), Varanasi

Dr. P R Maiti

Assistant Professor


GENERAL ARRANGEMENT DRAWING

19T15 Prestressing Tendon

AB

B

C

CSplice Joint-1 Splice Joint-2

D

DBearing End Cross Girder

Cross Girder-1 Cross Girder-2

Cross Girder-3

DESIGNEDBY:

TITLE: LONGITUDINAL SECTION & TENDON PROFILE

Dr. Pramod Kumar Singh Professor Department of Civil Engineering IIT (BHU), Varanasi

Harshad BirajdarResearch ScholarDepartment of Civil EngineeringIIT (BHU), Varanasi

SHEET NO. DATE:2 OF 9 1 /04 / 2013

NOTES

1. ALL DIMENSIONS ARE IN MILLIMETERS AND LEVELS ARE IN METERS UNLESSOTHERWISE SPECIFIED.

2. DIMENSIONS ARE NOT TO BE SCALED, ONLY WRITTEN DIMENSIONS ARE TOBE FOLLOWED.

3. GRADE OF CONCRETE FOR DECK SLAB SHALL BE M454. ALL STRUCTURAL STEEL ROLLED SECTIONS & PLATES SHALL BE OF Fe410

GRADE-B STEEL (Fy = 250MPa) CONFORMING TO IS:2062-1999.5. ALL WELDING SHALL CONFORM TO IS:816-1969 AND IS:1323-1982.6. MATERIAL AND FABRICATION FOR ALL HIGH STRENGTH FRICTION GRIP

BOLTS, NUTS AND WASHERS SHALL CONFORM TO IS:4000:1992, IS:3757:1985,IS:6623-1985 & IS:6649-1985.

7. SURFACE PREPARATION FOR CONNECTIONS USING HSFG BOLT MUSTCONFORM TO IS:4000-1992 TO ATTAIN A SLIP FACTOR OF 0.30.

8. ALL HSFG BOLTS, NUTS AND WASHERS ARE OF PROPERTY CLASS 8.8 HOT DIPGALVANIZED CONFORMING TO IS:3757-1985.

9. FABRICATION AND STRUCTURAL STEEL WORKS SHALL CONFORM TOIRC:24-2001 (SECTION-V), IS:7205:1974 & IS:7215-1974.

10. DIAMETER OF HOLES FOR HIGH STRENGTH FRICTION GRIP BOLTS SHALL BE1.5mm LARGER THAN NOMINAL DIAMETER OF BOLT UP TO 25mm BOLTDIAMETER.

11. ALL HOLES FOR HSFG BOLTS SHALL BE DRILLED.12. FLEXIBLE SHEAR CONNECTORS IN THE FORM OF STUDS SHALL HAVE A

CHARACTERISTIC YIELD STRENGTH OF 385MPa , MINIMUM ELONGATION OF18% AND CHARACTERISTIC TENSILE STRENGTH OF 495MPa CONFORMING TOCl. 606.4.1.1 OF IRC:22-2008.

13.SPECIAL PRECAUTIONS SHALL BE TAKEN TO ENSURE SOUNDNESS OF WELDSIN THE BUILT UP GIRDERS HAVING THICK PLATES.

14.THE WELDS ARE TO BE CONTINUOUS UNLESS SHOWN OTHERWISE.15. ALL INTERMEDIATE STIFFENERS SHALL BE WELDED ONLY TO THE WEB AND

NOT TO THE FLANGE.16.END BEARING STIFFENERS SHALL BE CONNECTED WITH WEB BY 10mm

FILLET WELD ALL AROUND.17.ONE END PRESTRESSING SHALL BE DONE.18.878.7N/mm^2 PRESTRESS SHALL BE APPLIED TO 17 STRANDS OF 14 No. 19T15

CABLES AFTER GIRDER LAUNCHING AND CASTING AND HARDENING OFDECK SLAB, LEAVING 2 STRANDS IN EACH CABLE AS EMERGENCYSTRANDS.

HALF LONGITUDINAL SECTIONCL of symmetry

Point of Curtailment

400

20

1360

12

400

20

12

400

20

12

400

20

12

End Cross Girder Cross Girder-1 Cross Girder-2 Cross Girder-3

12

Stiffener Plate

1740

10mmcontinuousweld

1000

960

1485

1485 16

60

1360

A5150 12500 6350

7900 8000 8000

960

Tube-2 Tube-3

Tube-1

Tube-1 Tube-2 Tube-3

101.6 mmouter dia.

168.3mmouter dia.

127mmouter dia.

X


22540 40

20

4.54.53.6

Details at X

Y Z

22540 40

20

Details at Y12

716

8.3

127

22540 40

20

1660

168.

3

168.

3

Details at Z

7575 75

101.

6


Dr. P R Maiti Assistant Professor Department of Civil Engineering IIT (BHU), Varanasi

Deck SlabHaunch 22

010

0

TITLE: DETAILS AT SECTION A-A & B-B

SECTION A-A

1000

SECTION B-B

80mm Wearing Coat

7500

25 M20 BOLT @ 55c/c

12mm thick

Stiffener

10 mm weld

1000

1400

2300

1360

960

30Ø @ 150mm

200 200

200

30Ø @ 125mm

STUD DETAILS FOR

MAIN GIRDER

STUD DETAILS FOR

CROSS GIRDER

(SCALE 1:4) (SCALE 1:4)

NOTES

1. ALL DIMENSIONS ARE IN MILLIMETERS ANDLEVELS ARE IN METERS UNLESS OTHERWISESPECIFIED.

2. DIMENSIONS ARE NOT TO BE SCALED, ONLYWRITTEN DIMENSIONS ARE TO BE FOLLOWED.

3. GRADE OF CONCRETE FOR DECK SLAB SHALL BE

M45

4. FOR LIFTING OF SUPERSTRUCTURE 10 no. FLAT

JACKS SHALL BE USED.

5. THE LOCATION OF JACKS FOR LIFTING UP THE

SUPERSTRUCTURE TO REPLACE BEARING ETC. IS

SHOWN THUS .THESE SHOULD BE DISTINCTLY

ETCHED ON THE END CROSS GIRDER AND PIER

CAPS.

6. THE CABLES SHALL BE ENCASED IN STEEL TUBES

ACTING AS STRUTS ALSO, AND BE PROTECTED

FROM EXTERNAL ENVIRONMENT.

Jacking location

20mm dia

60 no. bolts

ISA150x150x12 stiffener

at jacking location

DETAILS OF END CROSS GIRDER AND CROSS GIRDER 1

Bearing plate

2250

2250

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO.DATE:3 OF 9 1 /04/ 2013



Dr. P R Maiti

Assistant Professor


575

220

200

200 75

40

40

225

A

DETAILS AT 'A'

(SCALE 1:8)

40mm thick plate

75Ø roller

101.6Ø, 3.6 thick

steel tube

16mm weld

19T15 prestressing

tendon

10 mm continuous weld

to connect bearing stiffener

to web of main longitudinal girder

DETAILS AT SECTION A-A & B-B

SECTION C-C

10 mm weld

1485

SECTION D-D

12mm thick

Stiffener

10 mm weld

1660

2500 2500 2500 2500

220

12mm thick

Stiffener

TITLE: CROSS-GIRDER DETAILS (SECTIONS C-C & D-D)

2500 2500 2500 2500

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO. DATE:4 OF 9 1 /04 / 2013



Dr. P R Maiti

Assistant Professor


220

NOTES

1. ALL DIMENSIONS ARE IN MILLIMETERS ANDLEVELS ARE IN METERS UNLESS OTHERWISESPECIFIED.

2. DIMENSIONS ARE NOT TO BE SCALED, ONLYWRITTEN DIMENSIONS ARE TO BE FOLLOWED.

3. GRADE OF CONCRETE FOR DECK SLAB SHALL BE

M45

4. FOR LIFTING OF SUPERSTRUCTURE 10 no. FLAT

JACKS SHALL BE USED.

5. THE LOCATION OF JACKS FOR LIFTING UP THE

SUPERSTRUCTURE TO REPLACE BEARING ETC. IS

SHOWN THUS .THESE SHOULD BE DISTINCTLY

ETCHED ON THE END CROSS GIRDER AND PIER

CAPS.

6. THE CABLES SHALL BE ENCASED IN STEEL TUBES

ACTING AS STRUTS ALSO, AND BE PROTECTED

FROM EXTERNAL ENVIRONMENT.

DETAILS OFCROSS-GIRDER (SECTIONS C-C & D-D)

16T @125mm c/c

12T @125mm c/c

16T @125mm c/c

12T @250mm c/c

16T @150mm c/c12T @ 150mm c/c

REINFORCEMENT DETAILS OF DECK SLAB

REINFORCEMENT DETAILS OF END ANCHORAGE

TITLE: DECK SLAB REINFORCEMENT DETAILS

12T @ 150mm c/c

16T @ 125mm c/c

8T@150 C/C MESH

NOTES1. ALL DIMENSIONS ARE IN MILLIMETERS.2. DIMENSIONS ARE NOT TO BE SCALED, ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.3. GRADE OF CONCRETE FOR DECK SLAB SHALL BE M45

4. GRADE OF STEEL FOR GIRDERS IS Fe 410

5. GRADE OF STEEL FOR REINFORCING BARS IS Fe500.

19T15 cable

650

900

220

1000

Epoxy mortor

Sheathing

REINFORCEMENT DETAILS AT TOP

REINFORCEMENT DETAILS AT BOTTOM

16T @250mm c/c

12T @125mm c/c

11999

16T@250 C/C

16T@250 C/C

12T @ 250 C/C

12T @ 250 C/C

1500

7500

1500

12T @ 125 C/C

47800

16T@125 C/C

1500

7500

1500

12T @ 125 C/C

47800

Cantilever

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO. DATE:5 OF 9 1 /04 / 2013



Dr. P R Maiti

Assistant Professor


DECK SLAB REINFORCEMENT DETAILS

NOTES1. ALL DIMENSIONS ARE IN MILLIMETERS.2. ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.3. ALL BOLTS ARE TO BE HSFG OF GRADE 10.9 & M20

CONFORMING TO IS :4000 UNLESS OTHERWISE STATED4. ALL BOLTS ARE OF 20mm DIAMETER.

40 60 6060 60 60 40 40 60 60 60 60

60 40

4060 60 60 60

60 60 4060 60 60 60 60

60 40

20

20

20

1910

2040

40 100100

120 100 100 40

40 150 150120

150 15040

12

12

12

60 70 70 90 607070

75

55

75

55

55

TRANSVERSE SECTIONLONGITUDINAL SECTION

20Ø BOLTS

20Ø BOLTS

40

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

55

DETAILS OF WEB SPLICES FOR SPLICE JOINT 1

TITLE: DETAILS OF WEB SPLICES FOR SPLICE JOINTS 1 & 2

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO.DATE:6 OF 9 1 /04 / 2013



Dr. P R Maiti

Assistant Professor


4060 60 60 60

60 60 4060 60 60 60 60

60 40

30

40

30

2000

1940

40 100100

120 100 100 40

40 150 150120

150 15040

30

40

30

12

12

12

60 70 70 90 607070

75

55

75

55

55

TRANSVERSE SECTIONLONGITUDINAL SECTION

20Ø BOLTS

20Ø BOLTS

40

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

75

55

DETAILS OF WEB SPLICES FOR SPLICE JOINT 2

20

20

20

4060 60 60 60

60 60 4060 60 60 60 60

60 4040

DETAILS OF WEB SPLICES FOR SPLICE JOINTS 1 & 2

40 100 60

60

60

60

60

60

60

60

60

40

40

60

60

60

60

60

60

60

40

40 100 100 40

DETAILS OF TOP FLANGE SPLICE JOINT 1

AT TOP

600

280

76

0

70

88

0

AT BOTTOM

DETAILS OF BOTTOM FLANGE SPLICE JOINT 1

AT BOTTOM

AT TOP

100 40

NOTES1. ALL DIMENSSIONS ARE IN MILLIMETRES AND

LEVELS ARE IN METERS UNLESS OTHERWISESPECIFIED.

2. ONLY WRITTEN DIMENSSIONS ARE TO BEFOLLOWED.

3. ALL BOLTS ARE TO BE HSFG OF GRADE 10.9 &M20 CONFORMING TO IS :4000 UNLESSOTHERWISE STATED

4. ALL BOLTS ARE 20mm IN DIAMETER

60

60

60

60

60

40

4010060 100

40

40

4010010040

45

40 150 150

60 60150 150 40

88

0

40 150 150

40 40150 150 40

40

40

76

0

800

70

70

70

70

45

45

70

45

70

70

70

70

45

70

45

70

70

70

70

45

45

70

45

70

70

70

70

45

TITLE: DETAILS OF FLANGE SPLICES FOR SPLICE JOINT 1

20mm thick plate

20mm thick plate

20mm thick plate

20mm thick plate

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO.DATE:7 OF 9 1 /04 / 2013



Dr. P R Maiti

Assistant Professor


280

40 100 60

60

60

60

60

60

60

60

60

40

40

60

60

60

60

60

60

60

40

40 100 100 40

DETAILS OF TOP FLANGE SPLICE JOINT 2

AT TOP

600

280

88

0

60

60

60

60

60

60

40

40

60

60

60

60

60

60

88

0

AT BOTTOM

DETAILS OF BOTTOM FLANGE SPLICE JOINT 2

AT BOTTOM

AT TOP

100

40

NOTES1. ALL DIMENSIONS ARE IN MILLIMETERS AND

LEVELS ARE IN METERS UNLESS OTHERWISESPECIFIED.

2. ONLY WRITTEN DIMENSIONS ARE TO BEFOLLOWED.

3. ALL BOLTS ARE TO BE HSFG OF GRADE 10.9 & M20CONFORMING TO IS :4000 UNLESS OTHERWISESTATED

4. ALL BOLTS ARE 20mm IN DIAMETER5. THICKNESS OF SPLICE PLATES SHALL BE 30mm.

60

60

60

60

60

40

4010060 100

40

40

4010010040

40

40

40 150150

60 60150 150 40

60

60

60

60

60

60

40

40

60

60

60

60

60

60

88

0

40

40

40 150150

40 40150 150 40

40

40

TITLE: DETAILS OF FLANGE SPLICES FOR SPLICE JOINT 2

60

60

60

60

DESIGNEDBY:


Professor


Harshad Birajdar


SHEET NO.DATE:8 OF 9 1 /04/ 2013



Dr. P R Maiti

Assistant Professor


30mm thick plate

30mm thick plate

30mm thick plate

30mm thick plate

280

40

TITLE: ARRANNGEMENT OF MAIN AND CROSS GIRDERS

NOTES

1. ALL DIMENSIONS ARE IN MILLIMETERS AND LEVELS ARE IN METERS UNLESS OTHERWISE SPECIFIED.2. DIMENSIONS ARE NOT TO BE SCALED, ONLY WRITTEN DIMENSIONS ARE TO BE FOLLOWED.3. GRADE OF CONCRETE FOR DECK SLAB SHALL BE M45

Jacking Position

10000

2500

2500

2500

2500

1100Cross Girder-1

Studs@150mm

700

700

End Cross Girder

5150 12500

Splice Joint-1 Splice Joint-2

7900.0 8000.0 8000

Cross Girder-2

Cross Girder-3

20 mm Plate upto 10.0 mfrom both ends

40 mm Plate in mid27.8m length

10000 13900

600

Half Plan at Bottom Flange level

Cables

1100

Half Plan at Top Flange level

DESIGNEDBY:

Dr. Pramod Kumar Singh Professor Department of Civil Engineering IIT (BHU), Varanasi

Harshad BirajdarResearch ScholarDepartment of Civil EngineeringIIT (BHU), Varanasi

SHEET NO. DATE:9 OF 9 1 /04 / 2013



Dr. P R Maiti Assistant Professor Department of Civil Engineering IIT (BHU), Varanasi

C

ARRANGEMENT OF LONGITUDINAL AND CROSS GIRDERS

L

Studs@125mm

10000

800.0

design of innovative prestressed steel - concrete...

Documents