PSC Girder 23.75

S. Rastogi

Proje Project ct

DESI DESIG G N CONSUL NSULTA TANC NCY Y SERV SERVIC ICE ES FOR 4-LAN 4-LANIN ING G OF KASH KASHIP IPUR UR-S -SIT ITAR ARG GANJ ANJ SEC SEC. OF NH-74 NH-74

Desig Designe nedd by:

Clien t

GAL FAR ENGINEERING & CONT RACTING ( INDIA) PVT . L TD. / NHAI

Ch ec ked b y :

--------

Job Name Name

Design Design of PSC PSC Preca Precast st Post-t Post-ten ension sioned ed Gird Girder er & CIP CIP Deck Deck Sla Slabb Supe Superst rstruct ructure ure for (23.75 (23.75m m eff. Span) Span)

Date Date & Rev. Rev.

25/05/2013 (R0)

DESIGN OF INNER LONG. GIRDER (LG2)

DESIGN DESIG N OF I NNER LONG LONG.. GIRDER (LG2 ) Section Properties Left Left Anchor. Anchor. 0.00 0.000 0 L Sec Sec 0.06 0.069 9 L Sec Sec 0.13 0.133 3 L Sec Sec 0.14 0.145 5 L Sec Sec 0.25 0.250 0 L Sec Sec 0.37 0.375 5 L Sec Sec 0.50 0.500 0 L Sec Sec

Section under consideration Dist. of Section 'X' from Left Side J acking End (Ancho (Anchorage) rage)

0.000 m

0.20

1.85

3.35

3.64

6.14

9.11

12.08

Dist. of Section 'X' from cL of Left Support

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

Item. No.

Description

Units

1.

Properties of non-composite section: Precast Girder Only

1a

Area of Precast Girder

1b

c.g. of girder from Top of girder

1c

c.g. of girder from soffit of girder Yb

A Yt

m

2

1.171

1.171

1.171

0.723

0.723

0.723

0.723

0.723

m

0.769

0.769

0.769

0.781

0.781

0.781

0.781

0.781

m

0.831

0.831

0.831

0.819

0.819

0.819

0.819

0.819

1d

Overall Depth of Girder

D

m

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1e

Moment of Inertia of Section

Iz

m

4

0.2640

0.2640

0.2640

0.2218

0.2218

0.2218

0.2218

0.2218

1f

Section Modulus of Top

Zt

m3

0.3435

0.3435

0.3435

0.2838

0.2838

0.2838

0.2838

0.2838

1g

Section Modulus of Bottom

Zb

m

3

0.3177

0.3177

0.3177

0.2709

0.2709

0.2709

0.2709

0.2709

3

m

0.0903

0.0903

0.0903

0.0542

0.0542

0.0542

0.0542

0.0542

kN/m

29.28

29.28

29.28

18.08

18.08

18.08

18.08

18.08

mm

457

457

457

255

255

255

255

255

0.711

0.711

0.711

0.795

0.795

0.795

0.795

0.795

1h

First moment of area above and about N.A of Composite Section

1i

Weight of Girder per metre

1j. 1j.

Notional size (mm) of the Cross Section

1k. 1k.

Coeff. depending on notional size for Shrinkage

2.

Properties of Composite Section: Precast Girder + Deck Slab

2a

Area of C omposite omposite Section

2b

wg

m

2

1.831

1.831

1.831

1.383

1.383

1.383

1.383

1.383

c.g. of Section from Top of Deck Slab Yt

m

0.672

0.672

0.672

0.576

0.576

0.576

0.576

0.576

A

2c

c.g. of Section from soffit

Yb

m

1.148

1.148

1.148

1.244

1.244

1.244

1.244

1.244

2d

Overall Depth of the Section

D

m

1.82

1.82

1.82

1.82

1.82

1.82

1.82

1.82

2e


Iz

m

4

0.5927

0.5927

0.5927

0.4985

0.4985

0.4985

0.4985

0.4985

2f

Section Modulus at Top of Slab

Zts

m

3

0 8819

0 8819

0 8819

0 8655

0 8655

0 8655

0 8655

0 8655



Clien t


Ch ec ked b y :

--------

Job Name Name



25/05/2013 (R0)

DESIGN OF INNER LONG. GIRDER (LG2) d)

At

= e)

At

= f)

At

= g)

At

= h)

At

= i)

At

-

S. Rastogi

Proje Project ct

0.145 L -S -Sec ti ti on on 251.811 x 11.202 x 11.202 x 663. 663.61 617 7 kN-m kN-m

3.444 m f ro ro m c L o f L ef ef t Su pp pp or or t 3.444 ( 18.078 2.000 x ( 3.794 0.750 x ( 3.794

x -

3.794 1.000 2.000

)



x -

6.288 1.000 2.000

)

0.375 L -S -Sec ti ti on on 251.811 x 11.202 x 11.202 x 1226 1226.5 .502 02 kN-m kN-m


x -

9.256 1.000 2.000

)

0.500 L -S -Se ct ct i o n 251.811 x 11.202 x 11.202 x 1306 1306.1 .168 68 kN-m kN-m

1 1. 1. 87 87 5 m f r o m c L o f R ig ig h t S up up p or or t 11.875 ( 18.078 2.000 x ( 12.225 0.750 x ( 12.225

x -

12.225 1.000 2.000

)


8.906 m f ro ro m c L o f Ri gh gh t Su pp pp or or t 8.906 ( 18.078 2.000 x ( 9.256 0.750 x ( 9.256

x -

9.256 1.000 2.000

)

-Sec ti ti on on 0.750 L -S 251.811 x 11.202 x 11.202 x


x -

6.288 1.000 2.000

)

x

1.897

)

-

0.500

)

x

3.144

)

-

0.500

)

x

4.628

)

-

0.500

)

x

6.113

)

-

0.500

)

x

4.628

)

-

0.500

)

x

3.144

-

0.500



Clien t


Ch ec ked b y :

--------

Job Name Name



25/05/2013 (R0)

DESIGN OF INNER LONG. GIRDER (LG2) d)

At

= e)

At

= f)

At

= g)

At

= h)

At

= i)

At

-

S. Rastogi

Proje Project ct



x -

3.794 1.000 2.000

)



x -

6.288 1.000 2.000

)



x -

9.256 1.000 2.000

)

0.500 L -S -Se ct ct i o n 251.811 x 11.202 x 11.202 x 1306 1306.1 .168 68 kN-m kN-m

1 1. 1. 87 87 5 m f r o m c L o f R ig ig h t S up up p or or t 11.875 ( 18.078 2.000 x ( 12.225 0.750 x ( 12.225

x -

12.225 1.000 2.000

)



x -

9.256 1.000 2.000

)

-Sec ti ti on on 0.750 L -S 251.811 x 11.202 x 11.202 x


x -

6.288 1.000 2.000

)

x

1.897

)

-

0.500

)

x

3.144

)

-

0.500

)

x

4.628

)

-

0.500

)

x

6.113

)

-

0.500

)

x

4.628

)

-

0.500

)

x

3.144

-

0.500



Clien t


Ch ec ked b y :

--------

Job Name Name



25/05/2013 (R0)

= b)

At

0.375 L -S -Sec t io io n =

= a)

At

0.500 L -S -Se ct ct i o n =

= h)

At

0.625 L -S -Sec ti ti on on =

= h)

At


= h)

At


= h)

At

S. Rastogi

Proje Project ct

x

DESIGN OF INNER LONG. GIRDER (LG2) 0.750

8.906 m f ro ro m Le Lef t Su pp pp or or t 251.811 18.078 11.202 x 0.750 5 3. 3. 66 66 9 k N 1 1. 1. 87 87 5 m f r o m c L o f Ri g ht ht S up up p or or t 251.811 18.078 11.202 x 0.750 0.000 k N 8.906 m f r om om c L o f Ri gh gh t Su pp pp or or t 251.811 18.078 11.202 x 0.750 53 .6 .6 69 69 k N 5.938 m f r om om c L o f Ri gh gh t Su pp pp or or t 251.811 18.078 11.202 x 0.750 10 7. 7. 33 33 9 k N 3.444 m f r om om c L o f Ri gh gh t Su pp pp or or t 251.811 18.078 11.202 x 0.750

x

9.256

-

11.202

x

2.000

x

12.225

-

11.202

x

2.000

x

9.256

-

11.202

x

2.000

x

6.288

-

11.202

x

2.000

x

3.794

-

11.202

x

2.000

x

3.500

-

11.202

x

2.000

15 2. 2. 42 42 1 k N


=

11.202 1 07 07. 33 33 9 k N

3.150 m f r om om c L o f Ri gh gh t Su pp pp or or t 251.811 18.078 11.202 x 0.750 15 7. 7. 73 73 2 k N

S. Rastogi

Proje Project ct



Clien t


Ch ec ked b y :

--------

Job Name Name



25/05/2013 (R0)


Shear Force at any Section distant X from Left end At 0.000 L-Sec.

Shear Shear Force Force ( at X

=

0.000 m) from from Left Left Supp Supp.. =

2.33 2.332 2 kN

Sx

=

RL

At 0.069 L-Sec.


=

1.65 1.650 0 m) from from Left Left Supp Supp.. =

2.33 2.332 2 kN

Sx

=

RL

At 0.133 L-Sec.


=


2.33 2.332 2 kN

Sx

=

RL

At 0.145 L-Sec.


=


2.33 2.332 2 kN

Sx

=

RL

At 0.250 L-Sec.


=

5.93 5.938 8 m) from from Left Left Supp Supp. =

2.33 2.332 2 kN

Sx

=

RL

At 0.375 L-Sec.


=

8.90 8.906 6 m) from from Left Left Supp Supp. =

2.33 2.332 2 kN

Sx

=

RL

At 0.500 L-Sec.

Shear Shear Force ( at X

=

11.87 11.875 5 m) from from Right Right Supp. Supp. =

2.33 2.332 2 kN

Sx

=

RL

At 0.625 L-Sec.

Shea Shearr Force Force ( at X

=

8.9 8.906 m) from from Righ Right Supp Supp.. =

2.33 2.332 2 kN

Sx

=

RR

At 0.750 L-Sec.


=


2.33 2.332 2 kN

Sx

=

RR

At 0.855 L-Sec.


=


2.33 2.332 2 kN

Sx

=

RR

At 0.867 L-Sec.


=

3.1 3.150 m) from from Right Right Supp Supp.. =

2.33 2.332 2 kN

Sx

=

RR

At 0.931 L-Sec.


=

1.6 1.650 m) from from Right Right Supp Supp.. =

2.33 2.332 2 kN

Sx

=

RR

At 1.000 L-Sec.


=

0.0 0.000 m) from from Right Right Supp Supp. =

2.33 2.332 2 kN

Sx

=

RR

A d d i t i on o n a l M o m e n t i n P r e c a st st G i r d e r d u e t o L i f t i n g a n d T r a n sp sp o r t a t i o n Cable Inclination to Horizontal Assuming tension in the Cable is "T" Vertical Componant of T Hence Tension in Cable

=

Tsin =

90.00 de degree 257.681 kN (Refer Reac. due to self weight of Girder & Diaphragm)

T=

257.681 kN

Tcos =

0.000 kN



Compr Compressio ession n exe exert rted ed by cable cable in into gir. gir.

cg. of Sec.

Summary of B.M. & S.F. for Precast Girder due to Self Wt. & Lifting of Girder

23.750 m

ec as as t Gi r de de r & Di Di ap ap hr hr ag ag m Dist. of Sec. Du e t o Sel f Wt . o f Pr ec Section

A dd dd it it io io na na l B .M .M. d u e t o L if if ti ti n g o f Gi rd rd er er

from Left Face

B .M.

S.F.

St r es s at

St r es s at

Force

cg. of Gird Girder er

Sagg. Sagg. Mom. Mom.

of I-Girder

k N-m

kN

T op op o f G irir

B ot ot to to m of of G irir .

kN

f ro ro m To To p

d ue ue to to L ifif titi ng ng

St r es s at at

St r es s at at

T op op o f Gi Gi r B o tttt o m of of Gi Gi r .

S. Rastogi

Project

DESIG N CONSULTANCY SERVICES FOR 4-LANING OF KASHIPUR-SITARGANJ SEC. OF NH-74

Designed by:

Client

GALFAR ENGINEERING & CONTRACTING (INDIA) PVT. LTD. / NHAI

Checked by:

--------

Job Name

Design of PSC Precast Post-tensioned Girder & CIP Deck Slab Superstructure for (23.75m eff. Span)

Date & Rev.

25/05/2013 (R0)


2.000 f)

g)

h)

i)

j)

k)

l)

m)

At

At

At

At

At

At

At

At

0.375 L -Sect io n

0.500 L -Sec ti on

0.625 L -Sect io n

0.750 L -Sect io n

0.855 L -Sect ion

0.867 L -Sect ion

0.931 L -Sect ion

1.000 L -Sect ion

8.906 m f rom Lef t Su pp or t = 5.501 x 8.906

-

0.450 x

9.256 x

9.256 2.000

=

2 9. 72 k N- m

11.875 m f ro m Ri gh t Su pp . = 5.501 x 11.875

-

0.450 x

12.225 x

12.225 2.000

=

3 1. 70 k N- m

8.906 m f rom Ri gh t Su pp . = 5.501 x 8.906

-

0.450 x

9.256 x

9.256 2.000

=

2 9. 72 k N- m

5.938 m f rom Ri gh t Su pp . = 5.501 x 5.938

-

0.450 x

6.288 x

6.288 2.000

=

2 3. 77 k N- m

3.444 m f rom Ri ght Su pp . = 5.501 x 3.444

-

0.450 x

3.794 x

3.794 2.000

=

1 5. 71 k N- m

3.150 m f ro m Ri ght Su pp . = 5.501 x 3.150

-

0.450 x

3.500 x

3.500 2.000

=

1 4. 57 k N- m

1.650 m f ro m Ri ght Su pp. = 5.501 x 1.650

-

0.450 x

2.000 x

2.000 2.000

=

8 .1 8 k N- m

0.000 m f ro m Ri ght Su pp. = 5.501 x 0.000

-

0.450 x

0.350 x

0.350 2.000

=

- 0.0 3 k N- m

Shear Force at Various Sections of Precast Girder due to Weight of Shuttering a)

At

0.00 L Sec

0.00 m f ro m L ef t Su ppo rt =

5.501

-

0.45

x

0.350

=

5.34 kN

b)

At

0.07 L Sec


5.501

-

0.450

x

2.000

=

4.60 kN

c)

At

0.13 L Sec


5.501

-

0.45

x

3.500

=

3.93 kN

d)

At

0 15 L S

3 44

5 501

fr

L ef t S

t

0 45

3 794

3.79 kN

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Name


Date & Rev.

25/05/2013 (R0)


BM / SF at Various Sections of Precast Long.-Girder due to Green Weight of Slab Conc. Green Weight of Slab Concrete ( @ Temporary Live Load on the Deck (@

= = =

26 kN/m^3) 3.0 kN/m^2) TOTAL

17.160 kN/m 9.000 kN/m 26.160 kN/m

(Including Temporary Live Load) W1 : From End Diaphragm 26.160 kN/m

W 2 : From Intermediate Diaphragm

W1

W2

0.350

11.875 m Span Length

Ra

=

23.750 m

c/L o Symmetry Conc. Load on the Span Dist. of W1 from Supp. RL Conc. Load on the Span Dist. of W2 from Supp. RL Due to symmetry of Loading Ra = Rb

W1 = 1 3. 50 0 kN a1 = 0.000 m W2 = 0.000 kN = a2 23.750 m Reaction on either Support = 26.16 x 2

24.45

+ 13.500

+ 0.000

=

333.306 kN

B M a t V a r i o u s S e c t i o n s o f P r e c a s t Gi r d e r d u e t o G r e e n W e i g h t o f S l a b C o n c r e t e a)

b)

c)

d)

e)

f)

At

At

At

At

At

At

0.000 L-Section =

0.00 m from Supp. 333.306 x 0.000 - 26.160 x

0.350 x

0.35 2.0

-

13.500

x

0.000

=

- 1. 60 k N- m

0.069 L-Section =

1.65 m from Supp. 333.306 x 1.650 - 26.160 x

2.000 x

2.0 2.0

-

13.500

x

1.650

=

475.36 kN-m

0.133 L-Sect ion =

3.150 m fr om Supp. 333.306 x 3.150 - 26.160 x

3.500 x

3.5 2.0

-

13.500

x

3.150

=

847.16 kN-m

0.145 L-Sect ion =

3.444 m from Supp. 333.306 x 3.444 - 26.160 x

3.794 x

3.794 2.0

-

13.500

x

3.444

=

913.08 kN-m

0.250 L-Sect ion =

5.938 m from Supp. 333.306 x 5.938 - 26.160 x

6.288 x

6.288 2.0

-

13.500

x

5.938

=

1381.76 kN-m

0.375 L S

ti

8 906

f

S

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Name


Date & Rev.

25/05/2013 (R0)


Summary of B.M. & S.F. f or Long.-Girder (Without Composite) Section w.r.t. to left

Distance of due to Wt. of Green Conc. of Slab+ Diaphragm+ Temp. LL Section from

Bending

Shear

Stress at

Stress at

Bending

Shear

Stress at

Stress at

Left Face of

Moment

Force

T op o f Gi r

B ot to m o f G ir .

Moment

Force

T op o f Gi r

B o tt o m o f Gi r.

kN-m

kN

(MPa)

(MPa)

kN-m

kN

(MPa)

(MPa)

Support

I-Girder

0.000 L Sec

0.200 m

-1.602

310.650

-0.005

0.005

-1.562

461.630

-0.005

0.005

0.069 L Sec

1.850 m

475.360

267.486

1.384

-1.496

463.367

397.488

1.349

-1.459

0.133 L Sec

3.350 m

847.159

228.246

2.985

-3.128

825.786

339.177

2.909

-3.049

0.145 L Sec

3.644 m

913.078

220.562

3.217

-3.371

890.041

327.757

3.136

-3.286

0.250 L Sec

6.138 m

1381.761

155.325

4.868

-5.101

1346.900

230.815

4.745

-4.973

0.375 L Sec

9.106 m

1727.602

77.663

6.087

-6.378

1684.016

115.408

5.933

-6.217

0.500 L Sec

12.075 m

1842.882

0.000

6.493

-6.804

1796.387

0.000

6.329

-6.632

0.625 L Sec

15.044 m

1727.602

77.663

6.087

-6.378

1684.016

115.408

5.933

-6.217

0.750 L Sec

18.013 m

1381.761

155.325

4.868

-5.101

1346.900

230.815

4.745

-4.973

0.855 L Sec

20.506 m

913.078

220.562

3.217

-3.371

890.041

327.757

3.136

-3.286

0.867 L Sec

20.800 m

847.159

228.246

2.985

-3.128

825.786

339.177

2.909

-3.049

0.931 L Sec

22.300 m

475.360

267.486

1.384

-1.496

463.367

397.488

1.349

-1.459

1.000 L Sec

23.950 m

-1.602

310.650

-0.005

0.005

-1.562

461.630

-0.005

0.005

For Normal of Deck in Service Weight =

25.500 kN/m

Summary of Design B. M. & S. F. at Different Sections for Lo ng. Girder (With Composite) (+ve) sign indicates S agging Bending Moment (-ve) sign indicates Hogging Bending Moment Section w.r.t. to left

Distance of Section from

Node No. from

EFFECTIVE SPAN

=

23.75 m

Effect of SDL 1 (SIDL Exc luding Surfacing) Bending

Shear

Stress in Composite Section

Effect of SDL 2 (Dead Load of Surfacing (Wearing Coat) ) Bending

Shear

Stress in Composite Section


Designed by:

Client


Checked by:

--------

Job Name


Date & Rev.

25/05/2013 (R0)


SUMMARY OF DESIGN MOMENT & SHEAR FORCE DUE TO CWLL for Lon g. Gi rder (COMPOSITE) CWLL responses are without impact (STAAD OUTPUT) Distance of

Node No.

w.r.t. to left Section from permanant Left Permanant Support Support

from Grillage

Section

(metre)

Cl ass -A ( 2- La nes )

Cl as s 7 0R W heel ed

Maximum Corresponding Maximum Bending Shear Bending Moment Force Momen MZ

FY

MZ

Corresponding Shear Force FY

(kN-m)

(kN)

(kN-m)

(kN)

L an e Re du c ti on Fa c. = 1 .0 0


Cl as s- A ( 3- Lan es ) Cl.70R Wheeled + Cl.A (1L) Maximum Corresponding Maximum Bending Shear Bending Moment Force Moment MZ

FY

MZ

Corresponding Shear Force FY

(kN-m)

(kN)

(kN-m)

(kN)



0.000 L Sec

0.00

54

0.000

264.000

0.000

376.000

0.000

0.000

0.000

0.000

0.069 L Sec

1.65

55

426.000

252.000

556.000

341.000

0.000

0.000

0.000

0.000

0.133 L Sec

3.15

56

737.000

233.000

919.000

293.000

0.000

0.000

0.000

0.000

0.145 L Sec

3.44

778.309

225.939

961.363

284.359

0.000

0.000

0.000

0.000

0.250 L Sec

5.94

57

1129.000

166.000

1321.000

211.000

0.000

0.000

0.000

0.000

0.375 L Sec

8.91

58

1283.000

114.000

1437.000

129.000

0.000

0.000

0.000

0.000

0.500 L Sec

11.88

59

1283.000

58.000

1437.000

80.000

0.000

0.000

0.000

0.000

0.625 L Sec

14.84

60

1283.000

114.000

1437.000

129.000

0.000

0.000

0.000

0.000

0.750 L Sec

17.81

61

1129.000

166.000

1321.000

211.000

0.000

0.000

0.000

0.000

0.855 L Sec

20.31

778.309

225.939

961.363

284.359

0.000

0.000

0.000

0.000

0.867 L Sec

20.60

62

737.000

233.000

919.000

293.000

0.000

0.000

0.000

0.000

0.931 L Sec

22.10

63

426.000

252.000

556.000

341.000

0.000

0.000

0.000

0.000

1.000 L Sec

23.75

64

0.000

264.000

0.000

376.000

0.000

0.000

0.000

0.000

Section Distance of w.r.t. to left Section from permanant Left Permanant Support Support (metre)

S. Rastogi

Project

Node No. from Grillage

Cl ass -A ( 2- La nes ) Maximum Corr esponding Shear Bending Force Moment

Cl as s 7 0R W heel ed

FY

MZ

Maximum Shear Force FY

(kN)

(kN-m)

(kN)

Corres. Bending Moment MZ (kN-m)

Cl as s- A ( 3- Lan es ) Cl.70R Wheeled + Cl.A (1L) Corres. Maximum Corresponding Maximum Shear Bending Shear Bending Force Moment Force Moment FY

MZ

FY

MZ

(kN)

(kN-m)

(kN)

(kN-m)

S. Rastogi

Project


Designed by:

Client


Checked by:

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Date & Rev.

25/05/2013 (R0)


L ON G I T U D I N A L characteristic strength of Concrete

(f ck )

T E M P E R A T U R E =

A N A L Y SI S

Modulus of elasticity of conc.

45.000 N/mm^2

Ec

=

Coefficient of Thermal Expansion Moment of Inertia of Section Sectional Area of C omposite Section

Icg A

= =

0.49852 m^4 1.383 m^2

34000.000 N/mm^2 1.17E-05 / deg.Celsius

Overall Depth of the Comp. Section

D

=

1.820 m

Distance of c.g. from Deck Top

Yna

=

0.576 m

Equivalent Idealized Section of Long. Girder Segment-I seg-I

d1

seg-II

d2

Area of Segment

=

0.6600 m^2

Depth of Segment

=

0.220 m

Equivalent Length of Seg

=

3.000 m

Segment-II

seg-III

d3 seg-IV

Area of Segment

=

0.1500 m^2

Depth of Segment

=

0.150 m


=

1.000 m 0.0638 m^2

Segment-III

cg. of Section d4

Area of Segment

=

Depth of Segment

=

0.100 m


=

0.637 m

Segment-IV

H

Area of Segment

=

0.2613 m^2

Depth of Segment

=

0.950 m


=

0.275 m 0.0731 m^2

Segment-V

seg-V

d5

Area of Segment

=

Depth of Segment

=

0.150 m


=

0.488 m

S. Rastogi

Project


Designed by:

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Date & Rev.

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Segment of Temp Gradient

Cum.Depth Cum.Depth Value of Value of at top of at bottom Temp. at Top emp. at Botto

0.150 0.250 1.270 0.150

S egment

of Segment

of Segment

of Segment

Y-start

in metre

in metre

deg C

deg C

in metre

Mpa

in metre

Mpa

in metre

MPa

0.000 0.150 0.400 1.670

0.150 0.400 1.670 1.820

17.800 4.000 0.000 0.000

4.000 0.000 0.000 2.100

0.000 0.150 0.400 1.670

7.081 1.591 0.000 0.000

0.150 0.400 1.670 1.820

1.591 0.000 0.000 0.835

0.150 0.250 1.270 0.150

-5.490 -1.591 0.000 0.835

Depth of Fiber from Top Y

Temp. Stress at Depth Y fy

Average Temp. Stress fy avg

Depth of the Strip

Width of the Strip

D

W

(MPa)

(m)

(m)

Segment - I

II

(m)

(MPa)

0.000

7.0808

0.150

1.5912

0.220 0.220

1.1457 1.1457

0.370 0.370

0.1909 0.1909

0.400

0.0000

Segment - IV upto cg. of section Segment - IV Below cg. of section

0.470 0.470

0.0000 0.0000

0.576 0.576

0.0000 0.0000

f2

Force due Depth of Ft to temp. from Top stress Ft Yt (kN)

df dY

(m)

Moment due Yt - Yna (m)

to temp. stress Mt (kN-m)

-36.598 -6.365 0.000 5.569 Total Temp. Stress at a depth Y (MPa)

4.087 4.3360

0.1500

3.0000

1951.21

0.0592

-0.5168

-1008.387

1.3684

0.0700

3.0000

287.37

0.1831

-0.3929

-112.901

-1.072 -1.363 -1.363 0.6683

Segment - III

dY

Stress df

of the Section f1 Y-end

SEGMENT

Segment -

With reference to Top Fiber

0.1500

1.0000

100.2456

0.2771

-0.2988

-29.957 -1.987 -1.987

0.0955

0.0300

0.6375

1.83

0.0000

0.0700

0.6375

0.00

0.3800

-0.1960

-0.358 -2.112 -1.958 -1.958

0.0000

0.1060

0.2750

0.0000 -1.724 -1.724

0.0000

0.8440

0.2750

0.0000

S. Rastogi

Project


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Date & Rev.

25/05/2013 (R0)


Total Temperature Stress at a depth Y from Top fy

(+ve) for c ompression (-ve) for t ension Segment

Cum.Depth Cum.Depth

Value of

-

Ft / A

-

Value of

(Y - Yna) x

Mt / Icg

Stress

df

dY

df

dY

Mpa

in metre

MPa

0.250

-0.278

0.250

3.938

15.753

-0.278

0.500

0.000

0.250

0.278

1.114

0.000

1.320

0.000

0.820

0.000

0.000

With reference to Top Fiber

of Temp

at top of

at bottom

Gradient

S egment

of Segment

of Segment

of Segment

Y-start

f1

Y-end

f2

in metre

in metre

deg C

deg C

in metre

Mpa

in metre

0.250

0.000

0.250

-10.600

-0.700

0.000

-4.217

0.250

0.250

0.500

-0.700

0.000

0.250

0.820

0.500

1.320

0.000

0.000

0.500

0.250

1.320

1.570

0.000

-0.800

1.320

0.000

1.570

-0.318

0.250

-0.318

-1.273

0.250

1.570

1.820

-0.800

-6.600

1.570

-0.318

1.820

-2.625

0.250

-2.307

-9.229

SEGMENT

Segment -

Segment -

Temp. at Top emp. at Botto

Depth of

Temp.

Average

Depth of

Width of

Fiber from

Stress at

Temp.

the Strip

the Strip

Top

Depth Y

Stress

Y

fy

fy avg

D

W

Ft

Yt

(MPa)

(m)

(m)

(kN)

(m)

(m)

(MPa)

0.000

-4.2167

0.220

-0.7510

0.220

-0.7510

I

II

of the Section

to temp.

from Top

stress

Yt - Yna

Moment due

Total Temp.

to temp.

Stress at a

stress

depth Y

Mt (m)

(kN-m)

(MPa)

-2.2140 -2.4839

0.250

Force due Depth of Ft

0.2200

3.0000

-1639.350

0.0844

-0.4916

805.831 1.0284 1.0284

-0.5148

0.0300

1.0000

-15.443

0.2327

-0.3433

5.301

-0 2116

0 1200

1 0000

-25 396

0 3037

-0 2723

6 915

-0.2785

1.4705

S. Rastogi

Project


Designed by:

Client


Checked by:

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Date & Rev.

25/05/2013 (R0)


Calculation for Differential Shrinkage Effect (Modified by Creep) The differential shrinkage strain between th cast-insitu deck slab and precast girder causes the stresses in the precast girder & deck slab. The equivalent force, that causes the stresses in the girder, is calculated from the basic principles. The force is equal to product of modulus of concrete, area of flange and differential strain. The shrinkage strains for deck slab and precast girder have been worked out and modified with creep of concrete Modulus of Elast. of Conc.

Eslab =

Differential shrinkage strain Creep Coefficient

= (,t0) =

Effective Area of Deck Slab

A di =

Moment of Inertia of Composite Sec.

Icg

=

5.0E+11 mm^4

Area of Composite Section

A c

=

1.4E+06 mm^2

34000.00 N/mm^2 -6.2E-05

( At 35 days ) When in-situ deck is cast on the girder

2.1E+00

=

Creep Reduction Factor

D

=

1820.0 mm

Thickness of Deck Slab

Ds

=

220.0 mm

(-)

)/

=

4.235E-01

Refer Cl. 6.3.5 of IRC:112-2011

0.660 m^2

Total Depth of the Section

(1 - e

Distance of top of slab from cg. of Section

=

Distance of Bottom of slab from cg of Section

=

355.975 mm

Distance of Bottom of girder fromcg of Section

=

1244.025 mm

575.975 mm

Stresses in Outer Girder due to Differential Shrinkage Effect: Step(1)

Calculate Restrained Shrinkage Stress

Restraining Force F = Eslab x A x

x

( acting at the cg. of Deck Slab )

Restraining Force for Girder Fo =

34000.00

x

660000 -x

0.00006

x

0.423

=

-588484.61 N

Restraining Moment for Girder

Step(2)

Mo =

-588485

f o_r =

34000.00

x

( x

576

-

110.00

-6.2E-05

Calculate Balancing Stresses Balancing Stress at any Section = Fo Mo x y f o_b = + Ae

Icg

)

= =

-2.74E+08 N-mm -2.105 MPa

Direct Stress + Bending Stress -1.363

1800

0.00

S. Rastogi

Project

DESIGN CONSULTANCY SERVICES FOR 4-LANING OF KASHIPUR-SITARGANJ SEC. OF NH-74

Designed by:

Client


Checked by:

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Job Nam e


Date & Rev.

25/05/2013 (R0)


Section under consideration

L e ft A n ch o r . 0 .0 00 L Se c

Dist. of Section 'X' from Left Side J acking End (Anchorage)  Dist. of S ection 'X' from cL of Left Support Unit 

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec

0 .2 50 L Se c 0 .3 75 L Se c 0 .5 00 L Se c 0 .6 25 L Se c 0 .7 5 0 L S ec 0 .8 55 L Se c 0 .8 6 7 L S ec 0 .9 31 L Se c 1 .0 00 L Se c

Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

DESIGN OF INNER LONG. GIRDER (LG2) Section Properties 1.

Properties of non-composite section: Precast Girder Only

1a

Area of Precast Girder

1b

c.g. of girder from Top of girder

A Yt

m

2

1.171

1.171

1.171

0.723

0.723

0.723

0.723

0.723

0.723

0.723

0.723

0.723

1.171

1.171

1.171

m

0.769

0.769

0.769

0.781

0.781

0.781

0.781

0.781

0.781

0.781

0.781

0.781

0.769

0.769

0.769 0.831

1c

c.g. of girder from soffit of girder Yb

m

0.831

0.831

0.831

0.819

0.819

0.819

0.819

0.819

0.819

0.819

0.819

0.819

0.831

0.831

1d

Overall Depth of Girder

D

m

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1.60

1e


Iz

m

4

0.2640

0.2640

0.2640

0.2218

0.2218

0.2218

0.2218

0.2218

0.2218

0.2218

0.2218

0.2218

0.2640

0.2640

0.2640

3

0.3435

0.3435

0.3435

0.2838

0.2838

0.2838

0.2838

0.2838

0.2838

0.2838

0.2838

0.2838

0.3435

0.3435

0.3435

0.3177

0.3177

0.3177

0.2709

0.2709

0.2709

0.2709

0.2709

0.2709

0.2709

0.2709

0.2709

0.3177

0.3177

0.3177

m

0.0903

0.0903

0.0903

0.0542

0.0542

0.0542

0.0542

0.0542

0.0542

0.0542

0.0542

0.0542

0.0903

0.0903

0.0903

kN/m

29.28

29.28

29.28

18.08

18.08

18.08

18.08

18.08

18.08

18.08

18.08

18.08

29.28

29.28

29.28

mm

457

457

457

255

255

255

255

255

255

255

255

255

457

457

457

0.711

0.711

0.711

0.795

0.795

0.795

0.795

0.795

0.795

0.795

0.795

0.795

0.711

0.711

0.711

1f

Section Modulus of Top

Zt

m

1g

Section Modulus of Bottom

Zb

m

1h

First moment of area above and about

3 3

N.A of Composite Section

1i

Weight of Girder per metre

1j.


1k.


wg

2.

Properties of Composite Section: Precast Girder + Deck Slab

2a

Area of C omposite Section

m

2

1.831

1.831

1.831

1.383

1.383

1.383

1.383

1.383

1.383

1.383

1.383

1.383

1.831

1.831

1.831

2b


m

0.672

0.672

0.672

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.672

0.672

0.672

Yb

m

1.148

1.148

1.148

1.244

1.244

1.244

1.244

1.244

1.244

1.244

1.244

1.244

1.148

1.148

1.148

D

m

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

1.82 .

4

0.5927

0.5927

0.5927

0.4985

0.4985

0.4985

0.4985

0.4985

0.4985

0.4985

0.4985

0.4985

0.5927

0.5927

0.5927

3

0.8819

0.8819

0.8819

0.8655

0.8655

0.8655

0.8655

0.8655

0.8655

0.8655

0.8655

0.8655

0.8819

0.8819

0.8819

3

1.3111

1.3111

1.3111

1.4004

1.4004

1.4004

1.4004

1.4004

1.4004

1.4004

1.4004

1.4004

1.3111

1.3111

1.3111

3

0.5163

0.5163

0.5163

0.4007

0.4007

0.4007

0.4007

0.4007

0.4007

0.4007

0.4007

0.4007

0.5163

0.5163

0.5163

3

0.4612

0.4612

0.4612

0.3618

0.3618

0.3618

0.3618

0.3618

0.3618

0.3618

0.3618

0.3618

0.4612

0.4612

0.4612

2c

c.g. of S ection from soffit

2d


2e


A

Iz

m

2f

Section Modulus at Top of Slab

Zts

m

2g

Sec. Modulus at Bottom of Slab

Zbs

m

2h

Sec.Modulus of Bottom of Section

Zb

m

2i

First moment of area of Composite Sec.

m

above & about N.A of Composite Section

2j.


1k.


mm

582

582

582

405

405

405

405

405

405

405

405

405

582

582

582

0.700

0.700

0.700

0.724

0.724

0.724

0.724

0.724

0.724

0.724

0.724

0.724

0.700

0.700

0.700

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

S u m m a r y o f B e n d i n g M o m e n t & S h e a r F o r c e d u e t o D i f f e r e n t L o a d i n g s ( Ex c u l d i n g P r e s t r e s s) 1.

Due to Self Weight of GirderDiaphragm (Applied on Non-Composite Section)

1a 1b

Bending Moment Shear Force

(M) (V)

kN-m kN

0.000 0.000

-1.793 243.895

360.775 195.582

2.

Due to Weight of Shuttering (Applied on Non-Composite Section)

2a 2b


(M) (V)

kN-m kN

0.000 0.000

-0.028 5.344

8.177 4.601

625.409 160.064

671.648 154.753

1001.35 109.671

1247.27 56.001

1333.86 2.332

1247.27 56.001

1001.35 109.671

671.648 154.753

625.409 160.064

360.775 195.582

-1.793 243.895

0.000 0.000

14.573 3.926

15.707 3.794

23.769 2.672

29.718 1.336

31.701 0.000

29.718 1.336

23.769 2.672

15.707 3.794

14.573 3.926

8.177 4.601

-0.028 5.344

0.000 0.000

3.

Due to Removal of Shuttering (Applied on Composite Section when structure is continuous on temporary bearings)

3a 3b


(M) (V)

kN-m kN

0.000 0.000

0.028 -5.344

-8.177 -4.601

-14.573 -3.926

-15.707 -3.794

4.

Due to Wt. of Green Conc. of Slab+Temporary Live Load(Applied on Non-Composite Section)

4a 4b


(M) (V)

kN-m kN

0.000 0.000

-1.602 310.650

475.360 267.486

-1.602 310.650

475.360 267.486

-1.602 310.650

0.000 0.000

847.159 228.246

913.078 220.562

1381.761 155.325

1727.602 77.663

1842.882 0.000

1727.602 77.663

1381.761 155.325

913.078 220.562

847.159 228.246

475.360 267.486

-1.602 310.650

0.000 0.000

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

0.000 .

80.000 23.000

86.850 23.316

145.000 26.000

221.000 29.000

305.000 29.000

221.000 29.000

145.000 26.000

86.850 23.316

80.000 23.000

45.000 23.000

0.000 23.000

0.000 0.000

117.000 70.000

209.000 60.000

222.700 58.314

339.000 44.000

421.000 25.000

450.000 5.000

421.000 25.000

339.000 44.000

222.700 58.314

209.000 60.000

117.000 70.000

0.000 73.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

475.360 267.486

0.000 .

Due to Super Imposed Dead LoadSDL1(Applied on Composite Section)

7a 7b


kN-m kN

0.000 0.000

0.000 23.000

45.000 23.000

8.

Due to Super Imposed Dead LoadSDL2(Applied on Composite Section)

8a 8b


(M) (V)

kN-m kN

0.000 0.000

0.000 73.000

9.

Due to Footpath Live Load(Applied on Composite Section)

9a 9b


(M) (V)

kN-m kN

0.000 0.000

0.000 0.000

0.000 0.000

847.159 228.246

7.

(M) (V)

0.028 -5.344

913.08 220.562

Due to Shifting of Supports(Applied on Continuous Composite Section) 0.000 .

-8.177 -4.601

1381.76 155.325

Bending Moment ear orce

0.000 .

-14.573 -3.926

1727.60 77.663

6a

kN-m

-15.707 -3.794

1842.88 0.000

6.

(M) (

-23.769 -2.672

1727.60 77.663

Due to Wt. of Slab during Service(Applied on Non-Composite Section) 0.000 0.000

-29.718 -1.336

1381.76 155.325


kN

-31.701 0.000

913.08 220.562

5a 5b

kN-m

-29.718 -1.336

847.159 228.246

5.

(M) (V)

-23.769 -2.672

10.

Due to Carriageway Live Load (with Impact)(Applied on Composite Section)

10a

Governing Sagging Moment (M)

kN-m

0.000

0.000

640.101

1058.008

1106.78

1520.82

1654.36

1654.36

1654.36

1520.82

1106.780

1058.008

640.101

0.000

0.000

10b

Corresponding Shear Force (V)

kN

0.000

432.874

392.580

337.319

327.371

242.916

148.513

92.101

148.513

242.916

327.371

337.319

392.580

432.874

0.000

10c

Governing Shear Force

(V)

kN-m

0.000

432.874

392.580

337.319

327.37

242.92

148.51

92.10

148.51

242.92

327.371

337.319

392.580

432.874

0.000

10d

Corresponding Moment

(M)

kN

0.000

0.000

640.101

1058.008

1106.780

1520.815

1654.361

1654.361

1654.361

1520.815

1106.780

1058.008

640.101

0.000

0.000

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





Section under consideration Dist. of Section 'X' from Left Side J acking End Dist. of S ection from cL of Left P ermanent S upports

Sl. No.

Description

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

J a k in g En d

0 .0 00 L Se c

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.83 987 0.509 1.237 1.231 0.118 0.627

0.83 987 0.379 1.245 1.241 0.097 0.470

0.83 987 0.357 1.246 1.243 0.093 0.443

0.83 987 0.207 1.260 1.259 0.057 0.261

0.83 987 0.125 1.276 1.276 0.013 0.159

0.83 987 0.120 1.286 1.286 0.000 0.154

0.83 987 0.125 1.296 1.296 -0.014 0.162

0.83 987 0.207 1.295 1.293 -0.059 0.268

0.83 987 0.357 1.282 1.278 -0.095 0.456

0.83 987 0.379 1.280 1.276 -0.099 0.484

0.83 987 0.509 1.273 1.267 -0.121 0.645

0.83 987 0.679 1.266 1.259 -0.133 0.855

0.83 987 0.700 1.266 1.259 -0.133 0.881

0.58 691 0.440 0.898 0.898 0.000 0.395

0.58 691 0.447 0.905 0.905 -0.014 0.405

0.58 691 0.570 0.895 0.893 -0.060 0.509

0.58 691 0.791 0.884 0.879 -0.097 0.695

0.58 691 0.824 0.883 0.877 -0.101 0.723

0.58 691 1.017 0.877 0.868 -0.123 0.883

0.58 691 1.269 0.872 0.861 -0.135 1.092

0.58 691 1.300 0.871 0.861 -0.135 1.119

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec

0 .2 50 L Se c 0 .3 7 5 L S ec 0 .5 00 L Se c 0 .6 25 L Se c 0 .7 5 0 L S ec 0 .8 55 L Se c 0 .8 6 7 L S ec 0 .9 31 L Se c 1 .0 00 L Se c

Right Anchor

Units

Tendon Details and Forces after Friction and Slip: For Stage-I Tendons 1 1a 1b 1c 1d 1e 1f 1g 3 3a 3b 3c 3d 3e 3f 3g

Cable No. 3 No. of Cables Area of Cables c.g. of Cables from soffit of Girder ( Y-ord.) Prestress Force at Sec. after (friction+ slip) H-Comp. of Prestress Force ( Ps . cos ) V-Comp. of Prestress Force ( Ps . sin ) ( Ps . cos ) x ( Y-ord. )

Cable No. 5 No. of Cables Area of Cables c.g. of Cables from soffit of Girder ( Y-ord.) Prestress Force at Sec. after (friction+ slip) H-Comp. of Prestress Force ( Ps . cos ) V-Comp. of Prestress Force ( Ps . sin ) ( Ps . cos ) x ( Y-ord. )

STRESSED FROM LEFT END Nos. mm m MN MN MN MN-m

0.83 987 0.700 1.229 1.222 0.129 0.856

0.83 987 0.679 1.230 1.223 0.129 0.830

STRESSED FROM LEFT END Nos. mm m MN MN MN MN-m

0.58 691 1.300 0.850 0.840 0.131 1.092

0.58 691 1.269 0.850 0.840 0.131 1.066

0.58 691 1.017 0.856 0.848 0.120 0.862

0.58 691 0.824 0.863 0.857 0.099 0.707

0.58 691 0.791 0.864 0.859 0.095 0.680

0.58 691 0.570 0.876 0.874 0.059 0.498

0.58 691 0.447 0.890 0.890 0.014 0.398

Nos. mm

1.417 1678 2.079 2.062 0.260 0.944

1.417 1678 2.080 2.063 0.260 0.919

1.417 1678 2.093 2.079 0.238 0.716

1.417 1678 2.108 2.098 0.196 0.561

1.417 1678 2.111 2.102 0.187 0.534

1.417 1678 2.136 2.133 0.116 0.356

1.417 1678 2.165 2.165 0.027 0.257

1.417 1678 2.183 2.183 0.000 0.252

1.417 1678 2.201 2.201 -0.028 0.257

1.417 1678 2.190 2.187 -0.118 0.355

1.417 1678 2.166 2.157 -0.192 0.534

1.417 1678 2.163 2.154 -0.201 0.560

1.417 1678 2.149 2.135 -0.244 0.716

1.417 1678 2.138 2.120 -0.267 0.918

1.417 1678 2.137 2.120 -0.267 0.944

m

-0.113 1.183 0.498

-0.088 1.110 0.577

0.115 0.519 1.216

0.258 0.475 2.335

0.285 0.380 2.433

0.463 -0.248 3.092

0.562 -0.596 3.456

0.567 -0.615 3.477

0.562 -0.595 3.456

0.463 -0.250 3.094

0.285 0.378 2.435

0.258 0.473 2.337

0.116 0.517 1.218

-0.087 1.108 0.579

-0.112 1.181 0.500

m

0.204 0.315 0.391 0.940

0.229 0.287 0.372 0.989

0.432 0.057 0.217 1.382

0.683 -0.066 0.235 2.428

0.710 -0.097 0.216 2.494

0.888 -0.303 0.089 2.939

0.987 -0.417 0.018 3.186

0.992 -0.424 0.014 3.200

0.987 -0.417 0.018 3.186

0.889 -0.304 0.088 2.941

0.710 -0.098 0.216 2.496

0.684 -0.067 0.235 2.429

0.432 0.056 0.216 1.383

0.230 0.286 0.371 0.991

0.204 0.314 0.390 0.942

Total Effect of Stage-I Cables Total Nos. of Cables Total Area of Prestress Total Prestress Force after (friction+slip) ( Ps . cos ) ( Ps . sin ) cg of Stage-I cables from soffit ( Y-ord) For Non-Composite Section Ecc. of Cables for Non-Composite Sec.

MN MN MN m

Prestressing Factor (Top)= (1/A - e/Zt) Prestressing Factor (Bottom)= (1/A+ e/Zb)

For Composite Section Ecc. of Cables for Composite Section Pres. Factor (Slab Top)= (1/A - e/Zts ) Pres. Factor (Girder Top)= (1/A - e/Zbs ) Prestressing Factor (Bottom)= (1/A+ e/Zb)

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Tendon Details and Forces after Friction and Slip: For Stage-II Tendons 4

Cable No. 1

4a

No. of Cables

4b

Area of Cables c.g. of Cables from soffit of Girder ( Y-ord.)

4c 4d 4e

Prestress Force at Sec. after (friction+ slip) H-Comp. of Prestress Force ( Ps . cos )

4f

V-Comp. of Prestress Force ( Ps . sin )

4g

( Ps . cos ) x ( Y-ord. )

2

Cable No. 2

2a

No. of Cables

2b


2c 2d 2e


2f

V-Comp. of Prestress Force ( Ps . sin )

2g

( Ps . cos ) x ( Y-ord. )

5

Cable No. 4

5a

No. of Cables

5b 5c


5d


5e 5f 5g

V-Comp. of Prestress Force ( Ps . sin ) ( Ps . cos ) x ( Y-ord. )

STRESSED FROM LEFT END Nos. mm

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

m MN

0.300 1.363

0.287 1.364

0.186 1.373

0.132 1.384

0.127 1.387

0.120 1.398

0.120 1.407

0.120 1.415

0.120 1.424

0.120 1.433

0.127 1.434

0.132 1.432

0.186 1.420

0.287 1.412

0.300 1.411

MN

1.360

1.361

1.371

1.384

1.386

1.398

1.407

1.415

1.424

1.433

1.434

1.431

1.419

1.409

1.408

MN

0.089

0.089

0.068

0.030

0.022

0.000

0.000

0.000

0.000

0.000

-0.023

-0.031

-0.070

-0.092

-0.092

MN-m

0.408

0.390

0.255

0.183

0.176

0.168

0.169

0.170

0.171

0.172

0.182

0.189

0.263

0.404

0.423


0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

0.92

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

1086

m MN

0.300 1.363

0.287 1.364

0.186 1.373

0.132 1.384

0.127 1.387

0.120 1.398

0.120 1.407

0.120 1.415

0.120 1.424

0.120 1.433

0.127 1.434

0.132 1.432

0.186 1.420

0.287 1.412

0.300 1.411

MN

1.360

1.361

1.371

1.384

1.386

1.398

1.407

1.415

1.424

1.433

1.434

1.431

1.419

1.409

1.408

MN

0.089

0.089

0.068

0.030

0.022

0.000

0.000

0.000

0.000

0.000

-0.023

-0.031

-0.070

-0.092

-0.092

MN-m

0.408

0.390

0.255

0.183

0.176

0.168

0.169

0.170

0.171

0.172

0.182

0.189

0.263

0.404

0.423


1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

1.00

m

1184 1.000

1184 0.974

1184 0.763

1184 0.602

1184 0.574

1184 0.389

1184 0.286

1184 0.280

1184 0.286

1184 0.389

1184 0.574

1184 0.602

1184 0.763

1184 0.974

1184 1.000

MN

1.466

1.467

1.475

1.486

1.489

1.507

1.528

1.541

1.553

1.544

1.527

1.525

1.515

1.507

1.506

MN

1.454

1.454

1.465

1.479

1.482

1.504

1.528

1.541

1.553

1.542

1.521

1.518

1.504

1.494

1.493

MN MN-m

0.190 1.454

0.190 1.416

0.174 1.118

0.143 0.890

0.137 0.851

0.085 0.584

0.020 0.437

0.000 0.431

-0.020 0.444

-0.087 0.599

-0.141 0.873

-0.147 0.913

-0.178 1.148

-0.196 1.455

-0.196 1.493

Nos. mm MN MN MN m

2.833 3356 4.192 4.174 0.368 0.544

2.833 3356 4.194 4.176 0.368 0.526

2.833 3356 4.221 4.207 0.310 0.387

2.833 3356 4.255 4.247 0.203 0.296

2.833 3356 4.262 4.255 0.181 0.283

2.833 3356 4.303 4.300 0.085 0.214

2.833 3356 4.341 4.341 0.020 0.178

2.833 3356 4.372 4.372 0.000 0.176

2.833 3356 4.402 4.402 -0.020 0.179

2.833 3356 4.410 4.407 -0.087 0.214

2.833 3356 4.394 4.388 -0.186 0.282

2.833 3356 4.388 4.380 -0.208 0.295

2.833 3356 4.356 4.342 -0.319 0.386

2.833 3356 4.331 4.312 -0.380 0.525

2.833 3356 4.329 4.310 -0.380 0.543

m

0.287 0.017 1.759

0.305 -0.034 1.814

0.444 -0.440 2.253

0.523 -0.459 3.313

0.536 -0.506 3.362

0.605 -0.748 3.616

0.640 -0.873 3.747

0.642 -0.880 3.754

0.640 -0.873 3.747

0.605 -0.748 3.616

0.537 -0.509 3.365

0.524 -0.462 3.317

0.446 -0.443 2.256

0.306 -0.038 1.818

0.289 0.013 1.763

m

0.604 -0.139 0.085 1.716

0.622 -0.159 0.072 1.750

0.761 -0.317 -0.034 2.020

0.948 -0.373 0.046 3.089

0.961 -0.388 0.036 3.122

1.030 -0.467 -0.013 3.294

1.066 -0.508 -0.038 3.382

1.068 -0.511 -0.039 3.387

1.066 -0.508 -0.038 3.382

1.030 -0.467 -0.013 3.294

0.962 -0.389 0.036 3.124

0.949 -0.373 0.045 3.091

0.762 -0.318 -0.035 2.022

0.623 -0.160 0.071 1.753

0.605 -0.140 0.084 1.719

Total Effect of Stage-II Cables Total Nos. of Cables Total Area of Prestress Total Prestress Force after (friction+slip) ( Ps . cos ) ( Ps . sin ) cg of Stage-I cables from soffit ( Y-ord) For Non-Composite Section Ecc. of Cables for Non-Composite Sec. Prestressing Factor (Top)= (1/A - e/Zt) Prestressing Factor (Bottom)= (1/A+ e/Zb)

For Composite Section Ecc. of Cables for Composite Section Pres. Factor (Slab Top)= (1/A - e/Zts ) Pres. Factor (Girder Top)= (1/A - e/Zbs ) Prestressing Factor (Bottom)= (1/A+ e/Zb)

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





SHRINKAGE MODEL (microstrain) Total Shrinkage Strain cs Drying Shrinkage Strain Basic Drying Shrinkage Strain

0 .0 69 L Se c 0 .1 3 3 L S ec

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

cd ca

=

Drying Shrinkage Strain

=

Autogenous ShrinkageStrain

(Refer Cl: 6.4.2.6 of IRC:112-2011)

+ cd (Refer Annexue A2.6 of IR C:112-2011) cd.0

ca Where,

ds1 ds2 259.8

cd

=

dst,ts x kh x cd .0

ca

=


Description

Unit  ds(t,ts)

Coeff. for drying SH strain

At age t Drying Shrinkage Strain cd ( 7 days ) Coeff. for autogenous SH strain as(t,ts) Girder only Autogenous Shrinkage Strain ca Total Shrinkage Strain cs Coeff. for drying SH strain

Girder+Slab Autogenous Shrinkage Strain Total Shrinkage Strain cs Coeff. for drying SH strain

  

ca ds(t,ts)

Total Shrinkage Strain cs Coeff. for drying SH strain

Total Shrinkage Strain cs Coeff. for drying SH strain

cs

At age t Infinite days Coeff. for autogenous SH strain

coefficient which depends on the type of cement coefficient which depends on the type of cement (Refer Eq. A2-27)

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Col.- 1

Col.- 2

Col.- 3

Col.- 4

Col.- 5

Col.- 6

Col.- 7

Col.- 8

0.0071

0.0071

0.0071

0.0121

0.0121

0.0121

0.0121

Right Anchor

Col.- 9

Col.- 10

Col.- 11

Col.- 12

Col.- 14

Col.- 15

Col.- 16

0.0121

0.0121

0.0121

0.0121

0.0121

0.0071

0.0071

0.0071

2.3 0.41

2.3 0.41

2.3 0.41

2.3 0.41

1.3 0.41

1.3 0.41

1.3 0.41

26.71 28.99 0.0713

26.71 28.99 0.0713

26.71 28.99 0.0713

26.71 28.99 0.0713

26.71 27.99 0.0426

26.71 27.99 0.0426

26.71 27.99 0.0426

1.3

1.3

1.3

2.3

2.3

2.3

2.3

2.3

0.41 26.71

0.41 26.71

0.41 26.71

0.41 26.71

0.41 26.71

0.41 26.71

0.41 26.71

0.41 26.71

27.99

27.99

27.99

28.99

28.99

28.99

28.99

28.99

0.0426 7.8

0.0426 7.8

0.0426 7.8

0.0713 13.4

0.0713 13.4

0.0713 13.4

0.0713 13.4

0.0713 13.4

0.65

0.65

0.65

0.65

0.65

0.65

0.65

0.65

13.4 0.65

13.4 0.65

13.4 0.65

13.4 0.65

7.8 0.65

7.8 0.65

7.8 0.65

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

42.44

50.19

50.19

50.19

55.86

55.86

55.86

55.86

55.86

0.0539

0.0539

0.0539

0.0895

0.0895

0.0895

0.0895

0.0895

55.86 0.0895

55.86 0.0895

55.86 0.0895

55.86 0.0895

50.19 0.0539

50.19 0.0539

50.19 0.0539

16.8 0.69

16.8 0.69

16.8 0.69

16.8 0.69

9.8 0.69

9.8 0.69

9.8 0.69

45.09

45.09

45.09

45.09

45.09

45.09

45.09

61.93 0.1238

61.93 0.1238

61.93 0.1238

54.90 0.0757

54.90 0.0757

54.90 0.0757

9.8

9.8

16.8

16.8

16.8

16.8

16.8

0.69

0.69

0.69

0.69

0.69

0.69

0.69

45.09 54.90

45.09 54.90

45.09 54.90

45.09 61.93

45.09 61.93

45.09 61.93

45.09 61.93

45.09 61.93

0.0757

0.0757

0.0757

0.1238

0.1238

0.1238

0.1238

0.1238

61.93 0.1238



13.8 0.75

13.8 0.75

13.8 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

23.3 0.75

13.8 0.75

13.8 0.75

13.8 0.75

 

48.97 62.74 0.0965

48.97 62.74 0.0965

48.97 62.74 0.0965

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 72.26 0.1556

48.97 62.74 0.0965

48.97 62.74 0.0965

48.97 62.74 0.0965



17.6 0.80

17.6 0.80

17.6 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

29.3 0.80

17.6 0.80

17.6 0.80

17.6 0.80

 

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

51.71

69.27 1.0

69.27 1.0

69.27 1.0

80.98 1.0

80.98 1.0

80.98 1.0

80.98 1.0



181.9 1.0

181.9 1.0

181.9 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

188.1 1.0

181.9 1.0

181.9 1.0

181.9 1.0

65.00

65.00

65.00

65.00

 

as(t,ts)

ca

Age of concrete (in days) at start of Drying after Curing

9.8

ds(t,ts)

Coeff. for drying SH strain Drying Shrinkage Strain cd

=

3 4.00 0.12 0.896

0.69

ds(t,ts)

At age t Drying Shrinkage Strain cd ( 63 days ) Coeff. for autogenous SH strain as(t,ts) Girder+Slab Autogenous Shrinkage Strain ca

cs



ds(t,ts)


Total Shrinkage Strain

 

as(t,ts)


Girder+Slab Autogenous Shrinkage Strain



ds(t,ts)

At age t Drying Shrinkage Strain cd ( 28 days ) Coeff. for autogenous SH strain

Total Shrinkage Strain

RH

(Refer eq. 6.14)

=

ast,ts x ca()

Section under consideration

Item. No.

Right Anchor

1.850 m

ts

c .0 =


0.200 m

=

Auto genous Shr inkage Str ain

0 .1 4 5 L S ec

0.000 m

 

80.98 1.0

80.98 1.0

80.98 1.0

80.98 1.0

65.00

65.00

65.00

65.00

65.00

65.00

65.00

65.00

65.00

65.00

65.00

246.88

246.88

246.88

253.08

253.08

253.08

253.08

253.08

253.08

253.08

253.08

80.98 1.0

253.08

69.27 1.0

246.88

69.27 1.0

246.88

69.27 1.0

246.88

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)




Dist. of Section 'X' from Left Side J acking End (Anchorage)  Dist. of S ection 'X' from cL of Left Support Unit  Differential Shrinkage Strain Differential Shrinkage Strain

( upto 7 days ) ( from 7 to 28 days )

Differential Shrinkage Strain

( from 28 to 35 days )




( from 49 to 63 days ) ( from 63 to infinity )


CREEP MODEL (microstrain) Type of Cement Used

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

27.99

27.99

27.99

28.99

28.99

28.99

28.99

28.99

28.99

28.99

28.99

28.99

27.99

27.99

27.99

22.20

22.20

22.20

26.87

26.87

26.87

26.87

26.87

26.87

26.87

26.87

26.87

22.20

22.20

22.20

4.70 7.85

4.70 7.85

4.70 7.85

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

6.07 10.33

4.70 7.85

4.70 7.85

4.70 7.85

6.53

6.53

6.53

8.72

8.72

8.72

8.72

8.72

8.72

8.72

8.72

8.72

6.53

6.53

6.53

177.61

177.61

177.61

172.09

172.09

172.09

172.09

172.09

172.09

172.09

172.09

172.09

177.61

177.61

177.61

0.00

coefficient which depends on the type of cement

0.852

coefficient ( R e f e r e q . A 2 - 2 4 o f I R C : 1 1 2 - 2 0 1 1 )

(Refer Annexue A2.5 of IRC:112-2011)

2

=

0.955


Age of the conc. in days at the moment considered

3

=

0.892


(fcm)

=

2.532

Factor to allow for the effect of concrete strength on the notional creep coefficient (Refer eq. A2-18 of IRC:1122011

Age of the concrete at loading in days Non adjusted duration of loading in days


Description (Refer eq. A2-22 & 23)

Age of Concrete at Loading

Unit  RH

H

Col.- 3

Col.- 4

Col.- 5

Col.- 6

Col.- 7

Col.- 8

Col.- 9

Col.- 10

Col.- 11

Col.- 12

Col.- 14

Col.- 15

1.30

1.30

1.30

1.34

1.34

1.34

1.34

1.34

1.34

1.34

1.34

1.34

1.30

1.30

1253.93

1253.93

1253.93

947.96

947.96

947.96

947.96

947.96

947.96

947.96

947.96

947.96

1253.93

1253.93

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

8.79

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

0.6081

2.001

2.001

2.001

2.061

2.061

2.061

2.061

2.061

2.061

2.061

2.061

2.061

2.001

2.001

2.001

.6

.6

.6

.6

.6

.6

.6

.6

.6

.

.

.

0.038

0.008

0.067

0.080

0.080

0.080

0.038

0.040

0.005

for ( ( t,t0 ) from 7 to 35 days)


R Refer eqq . A2--21 1

.

.


.

0.040

0.080

0.067

0.008

8.79

0.638 Refer eq . A2-21

0.635

0.635

0.635

0.710

0.710

0.710

0.710

0.710

0.710

0.710

0.710

0.710

0.005

0.043

0.042

0.009

0.073

0.087

0.087

0.087

0.087

0.073

0.009

0.635

0.042

0.635

0.043

0.635

0.005

0.694 Refer eq . A2-21

0.715

0.715

0.715

0.798

0.798

0.798

0.798

0.798

0.798

0.798

0.798

0.798

0.715

0.006

0.049

0.047

0.010

0.082

0.098

0.098

0.098

0.098

0.082

0.010

0.047

0.715

0.049

0.715

0.006

0.781

Weighted Value of Creep Coefficient, ( t,t0) Refer eq . A2-21

0.777

Weighted Value of Creep Coefficient, ( t,t0)

0.848

Creep Coefficient, ( t, t0)

2.001

from 7 to Infinity) Refer eq . A2-21


1.30 1253.93

8.79


for ( ( t,t0 )

Col.- 16

days



Right Anchor

days




Col.- 2

0.005 Creep Coefficient, ( t, t0)

0 .1 4 5 L S ec

Col.- 1

t0 (,t0)

Creep Coefficient

0 .0 69 L Se c 0 .1 3 3 L S ec

In eq. A2-22 & Eq. A2-23 fck will be changed to 45 MPa

t0,T (t0)

Factor (Refer eq. A2-19)


9.106 m

=

( 7 days ) Temperature adjusted Conc. Age Infinity

6.138 m

=

Girder Only coefficient ( R e f e r e q . A 2 - 1 6 & 1 7 )

to

3.644 m

(Refer Cl: 6.4.2.7 of IRC:112-2011)


From age t coefficient

3.350 m



t,t0

Right Anchor

1.850 m

1

Creep Coefficient

Item. No.


0.200 m

Normal Portland Cement

t = t0 = t - t0 =

0 .1 4 5 L S ec

0.000 m

cc

Total Creep Strain

Where,

     

0 .0 69 L Se c 0 .1 3 3 L S ec

2.048

0.777

0.777

0.867

0.867

0.867

0.867

0.867

0.867

0.867

0.867

0.867

0.777

0.006

0.053

0.051

0.011

0.090

0.107

0.107

0.107

0.107

0.090

0.011

0.051

2.001

2.001

2.061

2.061

2.061

2.061

2.061

2.061

2.061

2.061

2.061

0.017

0.137

0.126

0.025

0.213

0.253

0.253

0.253

0.253

0.213

0.025

2.001

0.126

0.777

0.053 2.001

0.137

0.777

0.006 2.001

0.017

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





C A L C U L A T I O N

O F

L OSS

0 .0 69 L Se c 0 .1 3 3 L S ec

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

OF

P R E ST R E S S

Left Anchorage 0 .0 00 L Se c

0.000 m

Description

Right Anchor

1.850 m

Ap Ep Ecm(t)

prestressing force and the self weight of the member. (MPa)

Dist. of Section 'X' from Left Side J acking End


0.200 m

Fp_ ES = 0.5 x (Ep / Ecm(t)) f cg_avg x Ap f cg_avg. Avg. conc. stressesat thecenter of gravity of prestressingtendonsdue to


0 .1 4 5 L S ec

0.000 m

0.200 m

1678 mm^2 (Area of prestressing steel) 195000 MPa (modulus of elasticity of prestressing steel) 31543 MPa (Secant modulus of elasticity of concrete at 7 Days )

0 .0 69 L Se c 0 .1 3 3 L S ec

1.850 m

0 .1 4 5 L S ec

3.350 m

3.644 m

0 .2 50 L Se c 0 .3 7 5 L S ec 0 .5 00 L Se c 0 .6 25 L Se c 0 .7 5 0 L S ec 0 .8 55 L Se c 0 .8 6 7 L S ec 0 .9 31 L Se c 1 .0 0 0 L S ec

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

Right Anchor

24.150 m

Units

( At

DETAILS OF STAGE-I PRESTRESS BEFORE INSTANTANEOUS LOSS Stresses due to Pres. after Friction+ Slip f t_girder At Top of Precast Girder f b_girder At Bottom of Precast Gir.

7 days )

MPa

2.440

2.290

1.079

0.996

0.800

-0.529

-1.290

-1.344

-1.311

-0.546

0.816

1.018

1.104

2.349

2.504

MPa

1.026

1.191

2.527

4.899

5.115

6.593

7.484

7.592

7.608

6.764

5.254

5.033

2.600

1.228

1.060

MPa

0.000

-0.005

1.050

2.203

2.366

3.528

4.394

4.699

4.394

3.528

2.366

2.203

1.050

-0.005

0.000

MPa

0.000

0.006

-1.136

-2.309

-2.480

-3.697

-4.605

-4.925

-4.605

-3.697

-2.480

-2.309

-1.136

0.006

0.000

Stress due to Pres. after Friction+ Slip + Self Weight of Girder f t_girder MPa At Top of Precast Girder f b_girder MPa At Bott. of Precast Gir.

2.440

2.284

2.129

3.199

3.166

2.999

3.104

3.356

3.084

2.982

3.183

3.221

2.155

2.344

2.504

1.026

1.196

1.391

2.590

2.635

2.896

2.879

2.667

3.003

3.067

2.774

2.724

1.464

1.234

1.060

Stress at cg. of Stage-IICables

1.861

1.821

1.722

2.804

2.813

2.919

2.915

2.775

3.016

3.048

2.910

2.898

1.773

1.871

1.911

0.356

0.373

0.308

0.035

0.145

0.124

0.016

0.630 %

0.634 %

Stress due to Self Weight of Girder Only Ist Stage f t_girder

At Top of Precast Girder

f b_girder

At Bott. of Precast Gir.

MPa

Maximum Stress at cg. of Stage-I Cables

f cgp

3.048

MPa

Avg. Stress at cg. of Stage-I Cables

0.015

MPa

f cg_avg

0.121

0.141

0.034

0.296

0.359

MPa

0.350 2.672

LOSS OF PRESTRESS DUE TO ELASTIC SHORTENING STAGE-I CABLES Fp_ES

=

0.50

x

195000

x 2.672

x 1677.9

=

0.672 %

0.672 %

0.667 %

0.660 %

-0.016

-0.015

-0.007

-0.007

-0.005

0.003

0.008

0.009

0.008

0.003

-0.005

-0.007

-0.007

-0.015

-0.016

-0.007

-0.008

-0.017

-0.032

-0.034

-0.043

-0.048

-0.048

-0.048

-0.043

-0.034

-0.032

-0.017

-0.008

-0.007

Stress due to Pres. after Friction+ Slip + Elastic Shortening from Stage-I Cables f t_girder MPa 2.424 2.274 f b_girder MPa At Bott. of Precast Gir. 1.020 1.183

1.072

0.989

0.794

-0.525

-1.282

-1.335

-1.302

-0.542

0.811

1.011

1.097

2.333

2.487

2.510

4.867

5.081

6.551

7.436

7.544

7.560

6.722

5.220

5.000

2.583

1.220

1.053

13858.7 N

=

0.014 MN

31543

% of Elastic Shortening Loss

%

Stress due to Elastic Shortening Loss of Stage-I Cables f t_girder MPa At Top of Precast Girder f b_girder MPa At Bott. of Precast Gir.


0.659 %

0.650 %

0.640 %

0.635 %

0.642 %

0.643 %

0.649 %

0.654 %

0.654 %

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

2.487

DETAILS OF STAGE-I PRESTRESS AFTER INSTANTANEOUS LOSS

( At

7 days )

Net Stress in Girder after Losses due to Friction+ Slip + Elastic Shortening of Stage-I Cables f t_girder MPa At Top of Precast Girder 2.424 2.269 2.122 f b_girder MPa At Bott. of Precast Gir. 1.020 1.188 1.375

3.193

3.161

3.003

3.112

3.364

3.092

2.986

3.178

3.215

2.147

2.328

2.558

2.602

2.854

2.831

2.619

2.955

3.025

2.740

2.691

1.447

1.226

1.053

Stress at cg. of Stage-I Cables

2.736

2.977

3.016

2.886

2.875

1.760

1.859

1.899

MPa

f cgp

Maximum Stress at cg. of Stage-I Cables


1.809

1.709

2.780

2.788

2.887

2.876

0.015

0.120

0.139

0.034

0.293

0.354

0.345 2.643

0.351

0.368

0.305

0.035

0.144

0.124

0.016

2.065

2.084

2.119

2.151

2.170

2.187

2.173

2.143

2.140

2.121

2.107

2.106

3.016

MPa MPa

f cg_avg

MPa

Pres. Force of Stage-I Cables after (F+ S+ ES) Loss

MN

as a fraction of U.T.S.

1.848

( UTS = 2.203 MN )

2.048

2.049

0.656 UTS

0.657 UTS

1.955 %

1.958 %

0.662 UTS 0.668 UTS

2.088 0.669 UTS

0.679 UTS 0.689 UTS 0.695 UTS 0.701 UTS 0.696 UTS 0.687 UTS 0.686 UTS 0.680 UTS 0.675 UTS 0.675 UTS

For Low Relaxation Steel (As per Table 6.2 of IRC: 112-2011) 1000 hr. relaxation Loss Stage-I Pres. Force

(1)

%

LOSS OF PRESTRESS

Fr om 7 d ay s t o

28 d ay s

2.020 %

2.099 %

2.114 %

2.236 %

2.367 %

2.440 %

2.518 %

2.452 %

2.335 %

2.321 %

2.245 %

2.188 %

2.184 %

FOR STAGE-I PRESTRESS

SHRINKAGE LOSS IN PRESTRESS Differential Shrinkage Strain

0.00005

( upto 28 days )

cs

Stress Loss due to Shrinkage

cs x Ep x Ap ( upto 28 days )

Shrinkage Loss between

0.00005

0.00006

0.00006

0.00006

0.00006

0.00006

0.00006

0.00006

0.00006

0.00006

0.00005

0.00005

MN

0.016

0.016

0.00005

0.016

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.016

0.016

0.016

%

0.802 %

0.801 %

0.795 %

0.877 %

0.863 %

0.850 %

0.842 %

0.836 %

0.841 %

0.853 %

0.854 %

0.774 %

0.780 %

0.780 %

0.875 %

0.00005

CREEP LOSS IN PRESTRESS ,

,

Eff. Elastic Modulus of Concrete, E c,eff

( at 28 da s )

.

( at 28 days )

= Ecm =

Stress Loss due to Creep

Cr eep L oss be tw een

( 7 da y to 2 8 d ay )

/

,

34000 MPa

Avg. Stress at cg. of Prestress cp

MN

0.016

0.016

0.016

0.016

%

0.767 %

0.767 %

0.761 %

0.754 %

28 day

= =

0.016 0.753 %

=

,

2.560 MPa

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.742 %

0.731 %

0.724 %

0.719 %

0.723 %

0.733 %

0.735 %

0.741 %

0.746 %

0.746 %

LOSS DUE TO RELAXATION OF STEEL Age of concrete between 7 day & Time in hours after transferof prestress

For Stage-I Cables

Relaxation Loss as % of loss at 1000 hrs.

=

21 days 504 hrs. 90.08 %

Relax. Loss for

500 hrs as % of 1000 hrs relax..loss

90.0%

Relax. Loss for


100.0%

(Refer Table 6.3 of IRC: 112-2011)

% Relaxation Loss

=

1000 hr. relaxation Loss x ( Relaxation Loss as % of loss at 1000 hrs.) / 100

Relaxation Loss

=

( % Relaxation Loss /100 ) x Prestress Force after (F + S + ES ) Loss

R el a xa t io n L o ss b e tw e en

( 7 d a y t o 2 8 d ay )

%

1.761 %

1.764 %

1.819 %

1.891 %

MN

0.036

0.036

0.038

0.039

%

3.330 %

3.332 %

3.376 %

3.521 %

MN

0.068

0.068

0.070

0.073

1.904 % 0.040

2.014 %

2.132 %

2.198 %

2.268 %

2.209 %

2.103 %

2.090 %

2.022 %

1.971 %

1.968 %

0.043

0.046

0.048

0.050

0.048

0.045

0.045

0.043

0.042

0.041

3.619 %

3.712 %

3.765 %

3.822 %

3.774 %

3.689 %

3.679 %

3.538 %

3.496 %

3.494 %

0.077

0.080

0.082

0.084

0.082

0.079

0.079

0.075

0.074

0.074

TOTAL PRESTRESS LOSS TOTAL PRESTRESS LOSS ( 7 day to 28 day ) (SH + CR + RLEX)

3.532 % 0.074

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





S tr e ss du e t o T ot al ( S + C + R ) L os s b et w ee n

At Top of P recast Girder At Bott. of Precast Gir.

NET STRESS IN GIRDER

( At

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

-0.076 -0.039

-0.036 -0.085

-0.035 -0.171

-0.028 -0.179

0.019 -0.237

0.048 -0.276

0.050 -0.284

0.050 -0.289

0.020 -0.254

-0.030 -0.193

-0.037 -0.184

-0.039 -0.091

-0.082 -0.043

-0.087 -0.037

( 7 da y t o 2 8 da y )

ft_girder fb_girder

f t_slab f t_girder f b_girder

0 .0 69 L Se c 0 .1 3 3 L S ec

MPa MPa

28 days )

-0.081 -0.034

JUST BEFORE STAGE-II PRESTRESS

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa MPa

2.343 0.986

2.193 1.149

2.086 1.290

3.158 2.386

3.133 2.422

3.022 2.617

3.160 2.555

3.415 2.335

3.142 2.666

3.006 2.771

3.148 2.548

3.178 2.507

2.109 1.356

2.247 1.183

2.400 1.016


MPa

1.787

1.749

1.646

2.657

2.659

2.707

2.652

2.505

2.742

2.823

2.748

2.742

1.693

1.794

1.832


MPa

0.015

0.116

0.134

0.032

0.277

0.329

0.317

0.323

0.342

0.288

0.033

0.138

0.119

0.015

At Top of Precast Girder At Bott. of Precast Gir.

f cg_avg Stress at cg. of Stage-II Cables

MPa

Avg. Stress at cg. of Stage-II Cable s

MPa

f cg_avg


( At

f b_girder

1.447

1.492

1.482

2.529

2.548

2.671

2.622

2.454

2.719

2.802

2.653

2.631

1.537

1.532

1.485

0.012

0.102

0.125

0.031

0.269

0.325

0.312

0.318

0.339

0.282

0.032

0.129

0.105

0.012

2.394

MPa

28 days )

Stresses due to Stage-II Prestress. after Friction+ Slip f t_slab MPa f t_girder MPa At Top of Precast Girder At Bott. of Precast Gir.

2.477

MPa

MPa

JUST AFTER PRESTRESSING OF STAGE-II CABLES & JUST BEFORE ES LOSS OF STAGE-II 0.000 0.071

0.000 -0.144

0.000 -1.852

0.000 -1.951

0.000 -2.153

0.000 -3.216

0.000 -3.791

0.000 -3.848

0.000 -3.841

0.000 -3.296

0.000 -2.233

0.000 -2.025

0.000 -1.925

0.000 -0.164

0.000 0.057

7.341

7.576

9.479

14.074

14.307

15.549

16.267

16.413

16.491

15.936

14.766

14.528

9.796

7.840

7.597 0.000

Net Stress in Girder just before ES Loss of Stage-II Prestress f t_slab

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

f t_girder f b_girder

MPa

2.414

2.049

0.233

1.207

0.979

-0.195

-0.631

-0.433

-0.699

-0.290

0.915

1.152

0.184

2.083

2.458

MPa

8.326

8.725

10.769

16.460

16.729

18.165

18.822

18.748

19.157

18.706

17.314

17.035

11.152

9.023

8.613


MPa

4.836

4.890

6.053

11.112

11.471

14.082

15.697

15.732

15.965

14.487

11.844

11.473

6.247

5.039

4.983


MPa

0.040

0.374

0.533

0.137

1.319

1.830

1.932

1.948

1.872

1.360

0.142

0.550

0.386

0.041



MPa

Avg. Stress at cg. of Stage-II Cables

MPa

f cg_avg

12.465

MPa

MPa

6.317

6.530

8.222

13.640

13.948

15.711

16.654

16.633

16.941

16.167

14.426

14.107

8.508

6.746

6.526

0.053

0.504

0.679

0.168

1.531

1.989

2.046

2.064

2.035

1.580

0.174

0.702

0.521

0.055

14.100

Increase in Average Stress at cg. of Stage-I Cables

MPa

9.987

Increase in Average Stress at cg. of Stage-II Cables

MPa

11.707

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

ADDN. LOSS OF PRESTRESS DUE TO ELASTIC SHORTENING FROM STAGE-I CABLES Fp_ES

=

1.00

x

195000

x 9.987

x 1677.9

=

34000

Elastic Shortening Loss due to Stage-I Cables

%

96108.9 N

=

4.660 %

4.658 %

4.624 %

0.096 MN

= Ecm / (1 +)

Ec,eff 4.580 %

=

34000 MPa

4.572 %

4.507 %

4.439 %

4.402 %

4.366 %

4.395 %

4.455 %

4.463 %

4.502 %

4.532 %

4.534 %

Stress due to Stage-I Pres. after Additional Elastic Shortening from Stage-II f t_slab MPa 0.000 0.000 0.000 0.000 f t_girder MPa -0.114 -0.107 -0.050 -0.046 f b_girder MPa At Bott. of Precast Gir. -0.048 -0.055 -0.117 -0.224 LOSS OF PRESTRESS DUE TO ELASTIC SHORTENING FROM STAGE-II CABLES At Top of Precast Girder

Fp_ES

=

0.50

x

195000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

-0.037

0.024

0.057

0.059

0.057

0.024

-0.036

-0.045

-0.050

-0.106

-0.114

-0.234

-0.297

-0.332

-0.334

-0.332

-0.297

-0.234

-0.225

-0.117

-0.056

-0.048

x 11.707

x 3355.8

=

2.699 %

2.698 %

2.678 %

2.652 %

2.648 %

2.620 %

2.595 %

2.577 %

2.559 %

2.556 %

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.050

0.052

0.057

0.084

0.098

0.099

0.098

0.084

0.057

0.052

0.050

0.004

-0.001

-0.254

-0.373

-0.379

-0.407

-0.422

-0.423

-0.422

-0.407

-0.379

-0.374

-0.254

-0.205

-0.199

0.000

0.000

0.000

0.000

0.000

.

.

.

.

.

112655.0 N

=

0.113 MN

34000

Elastic Shortening Loss due to Stage-II Cables

%

Stress due to Stage-II Pres. after Elastic Shortening Loss due to Stage-II Cables f t_slab MPa 0.000 0.000 f t_girder MPa At Top of Precast Girder -0.002 0.004 f b_girder MPa At Bott. of Precast Gir. -0.198 -0.204


( At

28 days )

f b_girder



a MPa MPa


8.080 4.667

MPa


MPa

f cg_avg Pres. Force of Stage-II Cables after (F+ S+ ES) Loss

.

.

0.000 .

0.000 .

0.000

0.000

0.000

0.000

0.000

- .

- .

- .

- .

- .

8.465 4.720

10.398 5.848

15.862 10.726

16.117 11.070

17.461 13.558

18.068 15.088

0.039

0.361

0.515

0.133

1.272

1.761

6.115

MN

2.613 %

2.614 %

17.991 15.119

18.403 15.357

18.002 13.963

16.701 11.443

16.437 11.086

10.781 6.042

8.763 4.870

8.367 4.814

1.857

1.873

1.802

1.312

0.137

0.532

0.373

0.040

6.321

7.941

13.154

13.447

15.115

16.001

15.977

16.289

15.571

13.924

13.620

8.226

6.538

6.324

0.051

0.487

0.655

0.162

1.475

1.913

1.966

1.983

1.958

1.523

0.168

0.678

0.504

0.053

4.289

4.295

4.275

4.268

4.229

4.199

4.198

13.576

MPa

( UTS = 2.203 MN )

2.595 %

12.005

MPa

Stress at cg. of Stage-II Cables

as a fraction of U.T.S.

.

MPa

f cg_avg

2.572 %

JUST AFTER PRESTRESSING OF STAGE-II CABLES & JUST AFTER ES LOSS OF STAGE-II

Net Stress in Girder after Losses due to Friction+ Slip + Elastic Shortening of Stage-II Cables f t_slab MPa 0.000 0.000 0.000 _ r er _g

2.568 %

4.061

4.063

0.651 UTS

0.651 UTS

1.883 %

1.887 %

4.095

4.135

0.656 UTS 0.662 UTS

4.142 0.664 UTS

4.188

4.229

4.259

0.671 UTS 0.677 UTS 0.682 UTS 0.687 UTS 0.688 UTS 0.685 UTS 0.684 UTS 0.678 UTS 0.673 UTS 0.672 UTS

For Low Relaxation Steel (As per Table 6.2 of IRC: 112-2011) 1000 hr. relaxation Loss Stage-II Pres. Force

%

1.950 %

2.030 %

2.046 %

2.136 %

2.218 %

2.279 %

2.339 %

2.350 %

2.311 %

2.297 %

2.219 %

2.160 %

2.156 %

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





(2)

LOSS OF PRESTRESS

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Fr om 28 d ay s t o

35 d ay s

FOR STAGE-I & STAGE-II PRESTRESS

SHRINKAGE LOSS IN PRESTRESS FOR STAGE-1 CABLES Differential Shrinkage Strain cs



cs x Ep x Ap

Shrinkage Loss between FOR STAGE-2 CABLES Differential Shrinkage Strain cs


MN %

0.000005

0.000005

0.000005

0.000006

0.002

0.002

0.002

0.002

0.075 %

0.075 %

0.075 %

0.095 %

0.000005

0.000005

0.000005

0.000006

MN

0.003

0.003

0.003

0.004

%

0.076 %

0.076 %

0.075 %

0.096 %

Weighted Value of Creep Coefficient, ( t2,t0) ( at 35 days )

=


=



cs x Ep x Ap



0.000006

0.000006

0.002 0.095 %

0.000006

0.000006

0.000006

0.000006

0.000006

0.000006

0.000005

0.000005

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.094 %

0.092 %

0.092 %

0.091 %

0.091 %

0.093 %

0.093 %

0.073 %

0.073 %

0.073 %

0.000006

0.000006

0.000006

0.000006

0.000006

0.000006

0.000006

0.000005

0.000005

0.004

0.004

0.004

0.004

0.004

0.004

0.004

0.003

0.003

0.003

0.095 %

0.094 %

0.093 %

0.093 %

0.092 %

0.093 %

0.093 %

0.073 %

0.073 %

0.073 %

0.694

Stress Loss due to Creep = { ( t2,t0) - (t1,t0) } x

(Ep / Ec,eff) x

cp x Ap

0.638

Avg. Stress at cg. of Prestress of Stage-1 cp1

=

11.868MP a


=

13.415MP a

0.004 0.096 %

0.000006

0.000005

0.000005

CREEP LOSS IN PRESTRESS

Eff. Elastic Modulus of Concrete, E c,eff FOR STAGE-1 CABLES

( at 35 days )

Stress Loss due to Creep for Stage-I Cables

Creep Loss between FOR STAGE-2 CABLES


Stress Loss due to Creep for Stage-II Cables

Creep Loss between

( from to days )

= Ecm =

34000 MPa

MN

0.006

0.006

0.006

0.006

%

0.313 %

0.312 %

0.310 %

0.307 %

MN

0.014

0.014

0.014

0.014

%

0.356 %

0.356 %

0.354 %

0.350 %

35 ay

=

0.006 0.307 %

0.014 0.349 %

(Ap : Area of Prestress)

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.302 %

0.298 %

0.295 %

0.293 %

0.295 %

0.299 %

0.299 %

0.302 %

0.304 %

0.304 %

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.346 %

0.342 %

0.340 %

0.338 %

0.337 %

0.339 %

0.339 %

0.342 %

0.345 %

0.345 %

LOSS DUE TO RELAXATION OF STEEL Age o concrete etween

7 ay

Time in hours after transferof prestress

For Stage-I


Cables

Relaxation Loss between


28 day &

=

35 day

% Relaxation Loss Relaxation Loss

R el a xa t io n L o ss b et w ee n ( 2 8 d ay t o 3 5 da y ) For Stage-I Cables Age of concrete between

28 day &

28 ays

=

=

672 hrs. 93.44 %

93.44 %

-90.08 %

Relax. Loss for


90.0%

Relax. Loss for


100.0%

=


=


%

0.066 %

0.066 %

0.068 %

0.071 %

MN

0.001

0.001

0.001

0.001

35 day

=

For Time inhours after transfer of prestress Stage-II Relaxation Loss as % of loss at 1000 hrs. Cables (Refer Table 6.3 of IRC: 112-2011)

3.36 % of loss at 1000 hrs.

=

0.001

0.075 %

0.080 %

0.082 %

0.085 %

0.082 %

0.078 %

0.078 %

0.075 %

0.074 %

0.073 %

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

7 days

= =

0.071 %

168 hrs. 76.76 %

Relax. Loss for


72.0%

Relax. Loss for


79.0%

% Relaxation Loss

=

1000 hr. relaxation Loss x ( Relaxation Loss as % of loss at 1000 hrs.) /100

Relaxation Loss

=


R el a xa t io n L o ss be t we e n ( 2 8 da y t o 3 5 da y ) For Stage-II Cables

%

1.445 %

1.448 %

1.497 %

1.559 %

MN

0.059

0.059

0.061

0.064

1.570 % 0.065

1.640 %

1.703 %

1.750 %

1.796 %

1.804 %

1.774 %

1.763 %

1.704 %

1.658 %

1.655 %

0.069

0.072

0.075

0.077

0.077

0.076

0.075

0.072

0.070

0.069

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.473 %

TOTAL PRESTRESS LOSS (Shrinkage + Creep + Relaxation) TOTAL PRESTRESS LOSS ( 28 day to 35 day ) For Stage-I Cables

TOTAL PRESTRESS LOSS ( 28 day to 35 day ) For Stage-II Cables

S tr e ss d ue t o T ot a l ( S + C + R ) L o ss be t w ee n f t_slab f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.

( At f t_slab f t_girder f b_girder

0.453 %

0.453 %

0.453 %

0.473 %

0.009

0.009

0.009

0.010

%

1.878 %

1.880 %

1.925 %

2.005 %

MN

0.076

0.076

0.079

0.083

0.471 %

0.469 %

0.469 %

0.468 %

0.469 %

0.470 %

0.470 %

0.450 %

0.451 %

0.010

0.010

0.010

0.010

0.010

0.010

0.010

0.010

0.009

0.009

2.080 %

2.139 %

2.183 %

2.226 %

2.234 %

2.206 %

2.195 %

2.119 %

2.076 %

2.073 %

0.083

0.087

0.090

0.093

0.095

0.096

0.094

0.094

0.090

0.087

0.087

0.010 2.016 %

0.451 %

( 2 8 da y t o 3 5 da y ) MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

-0.012

-0.008

0.030

0.033

0.038

0.068

0.085

0.088

0.089

0.074

0.044

0.039

0.035

-0.007

-0.012

-0.139

-0.144

-0.189

-0.298

-0.305

-0.346

-0.374

-0.384

-0.393

-0.378

-0.342

-0.334

-0.214

-0.164

-0.158

0.024 -0.026

0.051 -0.054

0.055 -0.058

0.084 -0.088

0.105 -0.110

0.112 -0.117

0.105 -0.110

0.084 -0.088

0.055 -0.058

0.051 -0.054

0.024 -0.026

0.000 0.000

0.000 0.000

0.000

MPa

St re ss in Gi rd er du e t o W t. of Sh ut te ri ng on Gi rd er f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.


% MN

( 28 da y t o 3 5 da y ) MPa MPa

35 days )

0.000 0.000

0.000 0.000

JUST BEFORE CASTING OF DECK

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

2.286

1.939

0.287

1.298

1.094

0.065

-0.286

-0.075

-0.350

-0.024

1.035

1.249

0.243

1.973

2.330

MPa

7.941

8.321

10.184

15.511

15.754

17.027

17.584

17.489

17.900

17.536

16.301

16.049

10.542

8.599

8.209


MPa

4.603

4.655

5.753

10.528

10.859

13.255

14.713

14.728

14.966

13.636

11.209

10.866

5.935

4.796

4.742


MPa

0.038

0.356

0.506

0.130

1.245

1.719

1.810

1.825

1.758

1.283

0.134

0.522

0.367

0.039



MPa


MPa

f cg_avg

11.731

MPa

6.019

12.883

13.165

14.760

15.592

15.553

15.864

15.188

13.613

13.320

8.059

6.425

6.215

0.479

0.642

0.158

1.442

1.866

1.914

1.931

1.909

1.487

0.164

0.664

0.495

0.052

13.253

Stress in Girder due to Green Wt. of Deck Slab + Temporary Live Load f t_girder MPa 0.000 f b_girder MPa At Bott. of Precast Gir. 0.000 ( At

7.791

0.051

MPa



6.222

35 days )

( At

35 days )

-0.005

1.384

2.985

3.217

4.868

6.087

6.493

6.087

4.868

3.217

2.985

1.384

-0.005

0.000

0.005

-1.496

-3.128

-3.371

-5.101

-6.378

-6.804

-6.378

-5.101

-3.371

-3.128

-1.496

0.005

0.000

JUST AFTER CASTING OF DECK SLAB


f t_girder

MPa

2.286

1.934

1.671

4.282

4.310

4.933

5.801

6.418

5.737

4.844

4.252

4.234

1.627

1.969

2.330


f b_girder

MPa

7.941

8.326

8.687

12.383

12.383

11.926

11.206

10.685

11.521

12.434

12.930

12.921

9.045

8.604

8.209


MPa

4.603

4.654

5.546

9.543

9.688

10.371

10.338

10.014

10.591

10.748

10.035

9.879

5.727

4.795

4.742


MPa

0.038

0.348

0.469

0.117

1.036

1.273

1.251

1.267

1.312

1.073

0.121

0.485

0.359

0.039


MPa


MPa

f cg_avg

9.188

MPa

MPa

6.019

6.224

6.991

10.885

10.957

10.991

10.604

10.215

10.876

11.419

11.402

11.319

7.257

6.427

6.215

0.051

0.451

0.555

0.133

1.133

1.327

1.280

1.296

1.370

1.178

0.138

0.577

0.467

0.052

10.010

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





(3)

LOSS OF PRESTRESS

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

F ro m 35 d ay s t o

4 9 d ay s

BEFORE COMPOSITE ACTION




cs x Ep x Ap



MN %

0.000008

0.000008

0.000008

0.000010

0.003

0.003

0.003

0.003

0.125 %

0.125 %

0.124 %

0.162 %

0.000008

0.000008

0.000008

0.000010

MN

0.005

0.005

0.005

0.007

%

0.126 %

0.126 %

0.125 %

0.164 %


=


=



cs x Ep x Ap



0.000010

0.000010

0.003 0.162 %

0.000010

0.000010

0.000010

0.000010

0.000010

0.000010

0.000008

0.000008

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.160 %

0.157 %

0.156 %

0.155 %

0.156 %

0.158 %

0.158 %

0.121 %

0.122 %

0.122 %

0.000010

0.000010

0.000010

0.000010

0.000010

0.000010

0.000010

0.000008

0.000008

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.005

0.005

0.005

0.161 %

0.160 %

0.159 %

0.158 %

0.157 %

0.158 %

0.158 %

0.121 %

0.122 %

0.122 %

0.781


(Ep / Ec,eff) x

0.694


=

x 9.13

MP a


=

x 9.94

MP a

0.007 0.163 %

0.000010

0.000008

0.000008



( at 49 days )




Stress Loss due to Creep for Stage-II Cables

Creep Loss between


= Ecm =

34000 MPa

MN

0.008

0.008

0.008

0.008

%

0.371 %

0.371 %

0.368 %

0.365 %

MN

0.017

0.017

0.017

0.017

%

0.408 %

0.408 %

0.405 %

0.401 %

49 day

= =

0.008 0.364 %

0.017 0.400 %

cp x Ap


0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.359 %

0.354 %

0.351 %

0.348 %

0.350 %

0.355 %

0.355 %

0.359 %

0.361 %

0.361 %

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.396 %

0.392 %

0.389 %

0.386 %

0.386 %

0.388 %

0.388 %

0.392 %

0.395 %

0.395 %

LOSS DUE TO RELAXATION OF STEEL Age of concrete between 7 day Time in hours after transferof prestress

For Stage-I Cables


=

100.00 %

Relax. Loss for


100.0%

Relax. Loss for


100.0%



35 day &

49 day



28 day &

=

100.00 %

-90.08 %

=


=


0.194 %

0.194 %

0.200 %

0.208 %

MN

0.004

0.004

0.004

0.004

49 day

= =

0.210 % 0.004

0.222 %

0.235 %

0.242 %

0.250 %

0.243 %

0.232 %

0.230 %

0.223 %

0.217 %

0.217 %

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

21 days

=



= %

Time inhours after transfer of prestress

For Stage-II Cables

42 days 1008hrs.

504 hrs. 90.08 %

Relax. Loss for


Relax. Loss for


90.0% 100.0%



35 day &

49 day



=

90.08 %

-76.76 %

=

13.32 % of loss at 1000 hrs.

=


=


%

0.251 %

0.251 %

0.260 %

0.270 %

MN

0.010

0.010

0.011

0.011

0.272 % 0.011

0.285 %

0.295 %

0.304 %

0.312 %

0.313 %

0.308 %

0.306 %

0.296 %

0.288 %

0.287 %

0.012

0.012

0.013

0.013

0.013

0.013

0.013

0.013

0.012

0.012

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.736 %



S tr e ss d ue t o T ot a l ( S + C + R ) L o ss be t w ee n f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.

NET STRESS IN GIRDER At Top of Precast Girder At Bott. of Precast Gir.

%

0.691 %

0.691 %

0.693 %

0.735 %

MN

0.014

0.014

0.014

0.015

%

0.785 %

0.785 %

0.790 %

0.835 %

MN

0.032

0.032

0.032

0.035

0.744 %

0.702 %

0.700 %

0.016

0.016

0.015

0.015

0.700 % 0.015

0.842 %

0.847 %

0.851 %

0.856 %

0.856 %

0.854 %

0.853 %

0.809 %

0.805 %

0.804 %

0.035

0.036

0.036

0.037

0.037

0.036

0.036

0.034

0.034

0.034

0.007

0.009

0.012

0.030

0.041

0.042

0.042

0.032

0.013

0.009

0.007

-0.015

-0.018

-0.066

-0.090

-0.150

-0.154

-0.176

-0.190

-0.193

-0.194

-0.183

-0.162

-0.158

-0.095

-0.070

-0.067

JUST BEFORE COMPOSITE ACTION 2.268

1.919

1.678

4.291

4.322

4.963

5.842

6.459

5.779

4.876

4.265

4.243

1.634

1.953

2.312

7.878

8.260

8.597

12.233

12.229

11.750

11.016

10.493

11.327

12.251

12.768

12.763

8.950

8.534

8.142

4.567

4.618

5.499

9.449

9.589

10.241

10.185

9.859

10.435

10.613

9.932

9.779

5.678

4.757

4.704

0.038

0.346

0.464

0.116

1.024

1.255

1.232 9.072

1.247

1.294

1.061

0.120

0.480

0.356

0.039

6.175

6.924

10.765

10.833

10.843

10.440

10.048

10.708

11.265

11.271

11.192

7.186

6.375

6.165

0.050

0.447

0.549

0.131

1.119

1.308

1.259 9.877

1.276

1.351

1.164

0.137

0.571

0.463

0.052

0.000

MPa MPa


MPa

5.972

MPa

Stress in Composite Girder due to Removal of Shuttering f t_slab MPa _girder f t _ MPa At Top of Precast Girder f b_girder MPa At Bott. of Precast Gir. ( At 49 days ) f t_slab MPa f t_girder MPa f b_girder MPa


MPa


MPa

( At

49 days )

0.000

0.000

-0.009

-0.017

-0.018

-0.027

-0.034

-0.037

-0.034

-0.027

-0.018

-0.017

-0.009

0.000

0.000

0.000

-0.006

-0.010

-0.011

-0.017

-0.021

-0.023

-0.021

-0.017

-0.011

-0.010

-0.006

0.000

0.000

0.000

0.000

0.016

0.036

0.039

0.059

0.074

0.079

0.074

0.059

0.039

0.036

0.016

0.000

0.000

AFTER COMPOSITE ACTION & REMOVAL OF SHUTTERING 0.000

0.000

-0.009

-0.017

-0.018

-0.027

-0.034

-0.037

-0.034

-0.027

-0.018

-0.017

-0.009

0.000

0.000

2.268

1.919

1.671

4.280

4.311

4.946

5.821

6.437

5.757

4.859

4.253

4.232

1.628

1.954

2.312

7.878

8.260

8.613

12.269

12.268

11.809

11.090

10.572

11.401

12.310

12.807

12.800

8.966

8.534

8.142

4.567

4.618

5.505

9.469

9.611

10.283

10.244

9.922

10.494

10.655

9.954

9.799

5.684

4.757

4.704

0.038

0.346

0.465

0.116

1.027

1.262

1.239

1.255

1.300

1.064

0.120

0.481

0.357

0.039

9.109

MPa


MPa


MPa

f cg_avg

0.744 %

0.016

-0.015


f cg_avg

0.749 %

0.016

-0.063

MPa


0.752 %

0.016

-0.017

MPa


0.748 %

0.016

MPa



0.035

0.746 %

0.016

MPa


f cg_avg

0.836 %

0.740 %

( 3 5 da y t o 4 9 da y )

( At 49 days ) f t_girder MPa f b_girder MPa

f cg_avg

0.015

MPa

5.972

6.175

6.935

10.792

10.863

10.892

10.503

10.116

10.772

11.314

11.301

11.220

7.197

6.375

6.165

0.050

0.448

0.551

0.132

1.123

1.315

1.267

1.284

1.357

1.168

0.137

0.572

0.464

0.052

9.919

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





(3)

LOSS OF PRESTRESS

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Fr om 49 d ay s t o

63 d ay s

FOR STAGE-I & STAGE-II PRESTRESS


cs x Ep x Ap ( from 49 to 63 days )


0.000007

0.000007

0.000007

0.000009

MN

0.002

0.002

0.002

0.003

%

0.104 %

0.104 %

0.103 %

0.137 %



0.000007

0.000007

0.000007

0.000009

MN

0.004

0.004

0.004

0.006

%

0.105 %

0.105 %

0.104 %

0.138 %


=


=



cs x Ep x Ap ( from 49 to 63 days )


0.000009

0.000009

0.003 0.137 %

0.000009

0.000009

0.000009

0.000009

0.000009

0.000009

0.000007

0.000007

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.002

0.002

0.002

0.135 %

0.133 %

0.132 %

0.130 %

0.131 %

0.133 %

0.133 %

0.101 %

0.101 %

0.101 %

0.000009

0.000009

0.000009

0.000009

0.000009

0.000009

0.000009

0.000007

0.000007

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.004

0.004

0.004

0.136 %

0.135 %

0.134 %

0.133 %

0.133 %

0.134 %

0.134 %

0.101 %

0.102 %

0.102 %

0.848


(Ep / Ec,eff) x

0.781


=

x 9.07

MP a


=

x 9.88

MP a

0.006 0.138 %

0.000009

0.000007

0.000007



( at 63 days )




Stress Loss due to Creep for Stage-II Cables ( from 49 to 63 days ) Creep Loss between LOSS DUE TO RELAXATION OF STEEL

For Stage-I Cables

= Ecm =

34000 MPa

MN

0.006

0.006

0.006

0.006

%

0.285 %

0.285 %

0.283 %

0.280 %

MN

0.013

0.013

0.013

0.013

%

0.313 %

0.313 %

0.311 %

0.308 %

Age of concrete between 7 day & 63 day Time in hours after transferof prestress Relaxation Loss as % of loss at 1000 hrs.

= = =

56 days 1344hrs. 100.00 %

Relax. Loss for Relax. Loss for

0.006 0.280 %

0.013 0.307 %

cp x Ap


0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.276 %

0.272 %

0.269 %

0.267 %

0.269 %

0.273 %

0.273 %

0.276 %

0.277 %

0.278 %

0.013

0.013

0.013

0.013

0.013

0.013

0.013

0.013

0.013

0.013

0.304 %

0.301 %

0.299 %

0.297 %

0.296 %

0.298 %

0.298 %

0.301 %

0.303 %

0.303 %

1000 hrs as % of 1000 hrs relax..loss 1000 hrs as % of 1000 hrs relax..loss

100.0% 100.0%



49 day &

63 day



28 day &

49 day &

-100.00 %

=

=

( % Relaxation Loss /100 ) x Prestress Force after (F + S + ES ) Loss 0.000 %

0.000 %

0.000 %

MN

0.000

0.000

0.000

0.000

63 day

= = =

63 day

Relaxation Loss

% MN



0.000 %

% Relaxation Loss


100.00 %

= %

For Time inhours after transfer of prestress Stage-II Relaxation Loss as % of loss at 1000 hrs. Cables (Refer Table 6.3 of IRC: 112-2011) Relaxation Loss between

=

=

0.000 % 0.000

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000 %

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.157 % 0.007

0.158 % 0.007

0.155 % 0.007

0.154 % 0.007

0.149 % 0.006

0.145 % 0.006

0.145 % 0.006

35 days 840 hrs. 96.80 % 96.80 %

-90.08 %

Relax. Loss for


Relax. Loss for


=


=


=


0.127 % 0.005

0.127 % 0.005

0.131 % 0.005

0.136 % 0.006

90.0% 100.0%

0.137 % 0.006

0.144 % 0.006

0.149 % 0.006

0.153 % 0.007

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.417 %



S tr e ss d ue t o T ot a l ( S + C + R ) L o ss be t w ee n f t_slab f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.


%

0.390 %

0.389 %

0.387 %

0.417 %

MN

0.008

0.008

0.008

0.009

%

0.545 %

0.545 %

0.546 %

0.582 %

MN

0.022

0.022

0.022

0.024

0.008

0.008

0.584 %

0.585 %

0.586 %

0.587 %

0.587 %

0.587 %

0.586 %

0.551 %

0.550 %

0.550 %

0.024

0.024

0.025

0.025

0.025

0.025

0.025

0.025

0.023

0.023

0.023

0.583 %

0.379 %

0.007

0.010

0.010

0.014

0.016

0.016

0.016

0.014

0.011

0.010

0.007

0.001

0.001

-0.003

-0.003

0.000

0.001

0.001

0.001

0.000

-0.003

-0.003

-0.001

-0.005

-0.005

MPa

-0.045

-0.047

-0.056

-0.096

-0.097

-0.106

-0.111

-0.112

-0.113

-0.109

-0.100

-0.098

-0.058

-0.048

-0.047

JUST BEFORE SIDL PL ACEMENT 0.001

0.001

-0.003

-0.007

-0.008

-0.013

-0.018

-0.020

-0.018

-0.013

-0.008

-0.007

-0.002

0.001

0.001

2.263

1.915

1.670

4.277

4.308

4.946

5.821

6.438

5.758

4.858

4.251

4.229

1.627

1.949

2.307

7.833

8.213

8.556

12.174

12.171

11.703

10.979

10.460

11.288

12.202

12.707

12.701

8.907

8.485

8.095

4.546

4.595

5.474

9.405

9.546

10.200

10.150

9.827

10.399

10.571

9.887

9.734

5.651

4.733

4.681

0.038

0.344

0.462

0.115

1.020

1.251

1.228

1.243

1.289

1.056

0.119

0.478

0.355

0.039

9.037

MPa

MPa

5.940

6.142

6.892

10.714

10.783

10.800

10.404

10.016

10.671

11.220

11.218

11.139

7.152

6.341

6.132

0.050

0.445

0.547

0.131

1.114

1.303

1.255

1.272

1.346

1.158

0.136

0.568

0.461

0.052

9.838

MPa

( At

63 days )

MPa

0.000

0.000

0.051

0.092

0.100

0.168

0.255

0.352

0.255

0.168

0.100

0.092

0.051

0.000

0.000

MPa

0.000

0.000

0.034

0.057

0.062

0.104

0.158

0.218

0.158

0.104

0.062

0.057

0.034

0.000

0.000

MPa

0.000

0.000

-0.087

-0.200

-0.217

-0.362

-0.551

-0.761

-0.551

-0.362

-0.217

-0.200

-0.087

0.000

0.000

63 days ) MPa


f t_slab f t_girder


f b_girder

MPa

MPa

MPa

JUST AFTER SIDL PLACEMENT 0.001 2.263

0.001 1.915

0.048 1.705

0.085 4.334

0.092 4.370

0.154 5.049

0.237 5.979

0.332 6.655

0.237 5.916

0.154 4.962

0.093 4.313

0.086 4.286

0.049 1.661

0.001 1.949

0.001 2.307

7.833 4.546

8.213 4.595

8.469 5.441

11.974 9.296

11.954 9.422

11.341 9.942

10.428 9.713

9.698 9.220

10.737 9.962

11.840 10.312

12.490 9.763

12.502 9.624

8.820 5.618

8.485 4.733

8.095 4.681

0.038

0.343

0.458

0.114

1.000

1.208

1.164 8.769

1.179

1.246

1.036

0.118

0.473

0.354

0.039

6.142

6.834

10.562

10.615

10.500

9.932

9.363

10.199

10.920

11.050

10.987

7.094

6.341

6.132

0.050

0.443

0.540

0.129

1.090

1.256

1.186

1.202

1.298

1.134

0.134

0.562

0.459

0.052

MPa MPa


MPa


MPa

f cg_avg

0.379 %

0.008

-0.001

MPa

f cg_avg

0.376 %

0.009

0.001



0.407 %

0.009

-0.005



0.406 %

0.009

0.001

MPa

( At

0.400 %

0.009

-0.005



0.398 %

0.009

MPa

MPa

Stress in Composite Girder due to SIDL f t_slab f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.

0.401 %

0.009

MPa


f cg_avg

0.404 %

0.009

( 4 9 da y t o 6 3 da y )

( At 63 days ) f t_slab MPa f t_girder MPa f b_girder MPa

f cg_avg

0.411 %

0.009

MPa

5.940

9.535

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





(4)

LOSS OF PRESTRESS

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.000172

0.000172

0.000172

From 63 days to

INFINITY

SHRINKAGE LOSS IN PRESTRESS FOR STAGE-1 CABLES Differential Shrinkage Strain cs ( from 63 to INFINITY days )


cs x Ep x Ap

( from 63 to INFINITY Shrinkage Loss between FOR STAGE-2 CABLES

days )

0.000178

0.000178

0.000178

0.000172

MN

0.058

0.058

0.058

0.056

%

2.837 %

2.836 %

2.815 %

2.701 %

Differential Shrinkage Strain cs ( from 63 to INFINITY days )



cs x Ep x Ap

( from 63 to INFINITY days )

0.000178

0.000178

0.000178

0.000172

MN

0.116

0.116

0.116

0.113

%

2.862 %

2.861 %

2.839 %

2.724 %

0.056 2.696 %

0.000172

0.000172

0.000172

0.000172

0.000172

0.000172

0.000178

0.000178

0.056

0.056

0.056

0.056

0.056

0.056

0.056

0.058

0.058

0.058

2.658 %

2.617 %

2.595 %

2.574 %

2.592 %

2.627 %

2.631 %

2.740 %

2.759 %

2.760 %

0.000172

0.113 2.719 %

0.000172

0.000178

0.000172

0.000172

0.000172

0.000172

0.000172

0.000178

0.000178

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.116

0.116

0.000178 0.116

2.689 %

2.663 %

2.644 %

2.626 %

2.622 %

2.634 %

2.639 %

2.748 %

2.768 %

2.769 %

(Ep / Ec,eff) x

CREEP LOSS IN PRESTRESS Weighted Value of Creep Coefficient, ( t2, t0)

( at INFINITY )

=

2.048


Weighted Value of Creep Coefficient, ( t1, t0)

( at 63 days )

=

0.848


=

x 7.96

MP a


=

x 8.62

MP a

Eff. Elastic Modulus of Concrete, E c,eff ( at INFINITY )

= Ecm =

34000 MPa

cp x Ap


FOR STAGE-1 CABLES Stress Loss due to Creep for Stage-I Cables

Creep Loss between

( from 63 to INFINITY )

MN

0.092

0.092

0.092

0.092

%

4.487 %

4.485 %

4.452 %

4.410 %

0.092 4.402 %

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

4.338 %

4.273 %

4.237 %

4.202 %

4.231 %

4.288 %

4.296 %

4.334 %

4.363 %

4.365 %

FOR STAGE-2 CABLES Stress Loss due to Creep for Stage-II Cables

Creep Loss between

MN

0.199

0.199

0.199

0.199

%

4.902 %

4.900 %

4.862 %

4.815 %

At Infinity

=

x 100

=

63 day & INFINITY

=

( from 63 to INFINITY )

0.199 4.806 %

0.199

0.199

0.199

0.199

0.199

0.199

0.199

0.199

0.199

0.199

4.754 %

4.708 %

4.675 %

4.642 %

4.636 %

4.657 %

4.665 %

4.708 %

4.741 %

4.743 %

4.733 %

4.880 %

5.035 %

4.904 %

4.670 %

4.641 %

4.490 %

4.375 %

4.368 %

0.102

0.106

0.110

0.107

0.100

0.099

0.095

0.092

0.092

LOSS DUE TO RELAXATION OF STEEL

For Stage-I Cables

Relax. Loss as % of loss at 1000 hrs. Relaxation Loss between

=

% Relaxation Loss

%

= 3.909 %

MN

0.080

At Infinity

=

63 day & INFINITY

=

Relaxation Loss

R el a xa t io n L os s b et w ee n ( 6 3 d ay t o I NF IN IT Y For Stage-I Cables

For Stage-II Cables

Relax. Loss as % of loss at 1000 hrs. Relaxation Loss between % Relaxation Loss Relaxation Loss

Relaxation Loss between ( 63 day to INFINITY For Stage-II Cables

3.0 300.00 %

-100.00 %

=

300.00 % 200.00 % of loss at 1000 hrs.

1000 hr. relaxation Loss x ( Relaxation Loss as % of loss at 1000 hrs.) / 100 ( % Relaxation Loss /100 ) x Prestress Force after (F + S + ES ) Loss 3.917 % 4.039 % 4.198 % 4.228 % 4.472 % 0.080

3.0 300.00 %

0.083

0.087

x 100

=

-96.80 %

=

0.088

0.095

300.00 % 203.20 % of loss at 1000 hrs.

=


=


%

3.826 %

3.834 %

3.962 %

4.126 %

MN

0.155

0.156

0.162

0.171

4.157 % 0.172

4.341 %

4.507 %

4.631 %

4.753 %

4.776 %

4.696 %

4.667 %

4.510 %

4.388 %

4.381 %

0.182

0.191

0.197

0.204

0.205

0.201

0.199

0.191

0.184

0.184

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

11.309 %

11.326 %

11.468 %

11.623 %

TOTAL PRESTRESS LOSS (Shrinkage + Creep + Relaxation) TOTAL PRESTRESS LOSS ( 63 day to INFINITY For Stage-I Cables

TOTAL PRESTRESS LOSS ( 63 day to INFINITY For Stage-II Cables

S tr e ss du e t o T ot al ( S + C + R ) L os s b et w ee n f t_slab f t_girder At Top of Precast Girder f b_girder At Bott. of Precast Gir.


%

11.237 %

11.306 %

MN

0.230

0.230

0.233

%

11.590 %

11.594 %

MN

0.471

( 6 3 d ay t o I NFI NI TY

0.478

11.664 % 0.482

0.237 11.681 % 0.484

0.243 11.784 %

0.250 11.879 %

0.493

0.502

11.711 % 0.254 11.950 % 0.509

11.812 % 0.258 12.021 % 0.516

11.727 % 0.255 12.034 % 0.517

11.585 % 0.248 11.988 % 0.512

11.568 % 0.248 11.971 % 0.511

11.564 % 0.245 11.966 % 0.506

11.497 % 0.242 11.897 % 0.500

11.493 % 0.242 11.893 % 0.499

)

-0.007

0.009

0.138

0.195

0.211

0.304

0.360

0.367

0.370

0.319

0.224

0.207

0.147

0.011

-0.006

MPa

-0.130

-0.119

-0.034

-0.078

-0.069

-0.015

0.014

0.016

0.015

-0.016

-0.072

-0.081

-0.035

-0.125

-0.137

MPa

-1.024

-1.052

-1.288

-2.062

-2.101

-2.339

-2.496

-2.537

-2.567

-2.451

-2.221

-2.181

-1.363

-1.116

-1.086

-0.005


MPa


MPa

-0.007

0.010

0.187

0.280

0.303

0.458

0.597

0.700

0.607

0.473

0.316

0.293

0.196

0.012

2.133

1.796

1.671

4.257

4.301

5.034

5.994

6.672

5.931

4.946

4.241

4.205

1.626

1.824

2.171

6.809

7.161

7.182

9.912

9.854

9.002

7.932

7.162

8.170

9.388

10.270

10.321

7.457

7.370

7.009

4.049

4.079

4.715

7.929

8.000

8.119

7.621

7.085

7.810

8.402

8.259

8.179

4.849

4.186

4.155

0.034

0.300

0.393

0.097

0.832

0.967

0.904

0.916

0.996

0.860

0.100

0.405

0.309

0.035

7.147

MPa


MPa


MPa

f cg_avg

0.471

11.663 %

0.236

MPa

INFINITY days ) f t_slab MPa f t_girder MPa f b_girder MPa

f cg_avg

11.233 %

MPa

5.220

5.397

5.850

8.866

8.873

8.471

7.716

7.108

7.920

8.794

9.208

9.193

6.052

5.550

5.368

0.044

0.384

0.457

0.108

0.896

0.995

0.911

0.924

1.027

0.929

0.112

0.473

0.396

0.045

7.702

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





F I N A L

SU M M A R Y

OF

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

P R E ST R E SS L OSSE S

FOR STAGE-I PRESTRESS L e ft A nc h o r . 0 .0 0 0 L S ec


Item No.

Description

0 .0 6 9 L S ec 0 .1 33 L Se c 0 .1 45 L Se c 0 .2 50 L Se c 0 .3 7 5 L S ec 0 .5 00 L Se c 0 .6 25 L Se c 0 .7 50 L Se c 0 .8 5 5 L S ec 0 .8 67 L Se c 0 .9 31 L Se c 1 .0 0 0 L S ec

Units

LOSS OF PRESTRESS DUE TO FRICTION AND SLIP Prestress Force applied at Jacks

Before Prestress Force at Sec. after (fric.+ slip) 'Ps' Transfer of Prestress Loss due to (Friction+ Slip) Prestress

MN

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

2.341

MN

2.079

2.080

2.093

2.108

2.111

2.136

2.165

2.183

2.201

2.190

2.166

2.163

2.149

2.138

2.137

% MN

11.17 % 0.261

11.13 % 0.260

10.60 % 0.248

9.95 % 0.233

9.82 % 0.230

8.75 % 0.205

7.49 % 0.175

6.72 % 0.157

5.95 % 0.139

6.44 % 0.151

7.46 % 0.175

7.57 % 0.177

8.18 % 0.191

8.66 % 0.203

8.70 % 0.204

LOSS OF PRESTRESS DUE TO ELASTIC S HORTENING, SHRINKAGE, CREEEP & RELAXATION OF STEEL Elastic Shortening Loss

Between 7th Day Shrinkage Loss and 28th Day Creep Loss Relaxation Loss

TOTAL PRESTRESS LOSS ( ES + S + C + R )

Elastic Shortening Loss




Between 35th Day and 49th Day

Shrinkage Loss Creep Loss Relaxation Loss


%

0.67 %

0.67 %

0.67 %

0.66 %

0.66 %

0.65 %

0.64 %

0.63 %

0.63 %

0.63 %

0.64 %

0.64 %

0.65 %

0.65 %

0.65 %

MN % MN

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.80 %

0.80 %

0.80 %

0.88 %

0.88 %

0.86 %

0.85 %

0.84 %

0.84 %

0.84 %

0.85 %

0.85 %

0.77 %

0.78 %

0.78 %

0.016

0.016

0.016

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.018

0.016

0.016

0.016

% MN

0.77 %

0.77 %

0.76 %

0.75 %

0.75 %

0.74 %

0.73 %

0.72 %

0.72 %

0.72 %

0.73 %

0.73 %

0.74 %

0.75 %

0.75 %

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

0.016

% MN %

1.76 %

1.76 %

1.82 %

1.89 %

1.90 %

2.01 %

2.13 %

2.20 %

2.27 %

2.21 %

2.10 %

2.09 %

2.02 %

1.97 %

1.97 %

0.036

0.036

0.038

0.039

0.040

0.043

0.046

0.048

0.050

0.048

0.045

0.045

0.043

0.042

0.041

MN

4.002 % 0.082

4.004 % 0.082

4.043 % 0.084

4.182 % 0.087

4.191 % 0.088

4.268 % 0.091

4.352 % 0.094

4.399 % 0.096

4.452 % 0.097

4.407 % 0.096

4.187 % 0.089

4.150 % 0.088

4.148 % 0.087

%

4.66 %

4.66 %

4.62 %

4.58 %

4.57 %

4.51 %

4.44 %

4.40 %

4.37 %

4.40 %

4.46 %

4.46 %

4.50 %

4.53 %

4.53 %

MN % MN

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.096

0.08 %

0.08 %

0.07 %

0.10 %

0.10 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.07 %

0.07 %

0.07 %

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

% MN %

0.31 %

0.31 %

0.31 %

0.31 %

0.31 %

0.30 %

0.30 %

0.30 %

0.29 %

0.29 %

0.30 %

0.30 %

0.30 %

0.30 %

0.30 %

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.07 %

0.07 %

0.07 %

0.07 %

0.07 %

0.08 %

0.08 %

0.08 %

0.08 %

0.08 %

0.08 %

0.08 %

0.08 %

0.07 %

0.07 %

MN

0.001

0.001

0.001

0.001

0.001

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

0.002

%

5.114 % 0.105

5.111 % 0.105

5.076 % 0.105

5.053 % 0.106

5.045 % 0.106

4.978 % 0.106

4.908 % 0.106

4.870 % 0.106

4.952 % 0.106

4.983 % 0.106

4.985 % 0.106

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.13 %

0.13 %

0.12 %

0.16 %

0.16 %

0.16 %

0.16 %

0.16 %

0.15 %

0.16 %

0.16 %

0.16 %

0.12 %

0.12 %

0.12 %

0.003 0.37 %

0.003 0.37 %

0.003 0.37 %

0.003 0.36 %

0.003 0.36 %

0.003 0.36 %

0.003 0.35 %

0.003 0.35 %

0.003 0.35 %

0.003 0.35 %

0.003 0.35 %

0.003 0.36 %

0.003 0.36 %

0.003 0.36 %

0.003 0.36 %

MN % MN % MN % MN % MN % MN

4.834 % 0.106

4.864 % 0.106

4.332 % 0.093

4.925 % 0.106

4.322 % 0.093

4.933 % 0.106

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.008

0.19 % 0.004

0.19 % 0.004

0.20 % 0.004

0.21 % 0.004

0.21 % 0.004

0.22 % 0.005

0.23 % 0.005

0.24 % 0.005

0.25 % 0.005

0.24 % 0.005

0.23 % 0.005

0.23 % 0.005

0.22 % 0.005

0.22 % 0.005

0.22 % 0.005

0.691 % 0.014

0.691 % 0.014

0.693 % 0.014

0.735 % 0.015

0.736 % 0.015

0.740 % 0.016

0.746 % 0.016

0.748 % 0.016

0.752 % 0.016

0.749 % 0.016

0.744 % 0.016

0.744 % 0.016

0.702 % 0.015

0.700 % 0.015

0.700 % 0.015

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)






Between 49th Day Shrinkage Loss and 63th Day Creep Loss On Composite Relaxation Loss Section



Between 63th Day and Infinity (Service Stage)



TOTAL PRESTRESS LOSS ( 7 day to Infinity For Stage-I Cables

% MN % MN % MN % MN % MN % MN % MN % MN % MN

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.10 %

0.10 %

0.10 %

0.14 %

0.14 %

0.13 %

0.13 %

0.13 %

0.13 %

0.13 %

0.13 %

0.13 %

0.10 %

0.10 %

0.10 %

0.002 0.29 %

0.002 0.29 %

0.002 0.28 %

0.003 0.28 %

0.003 0.28 %

0.003 0.28 %

0.003 0.27 %

0.003 0.27 %

0.003 0.27 %

0.003 0.27 %

0.003 0.27 %

0.003 0.27 %

0.002 0.28 %

0.002 0.28 %

0.002 0.28 % 0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.00 %

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.390 % 0.008

0.389 % 0.008

0.387 % 0.008

0.417 % 0.009

0.417 % 0.009

0.411 % 0.009

0.404 % 0.009

0.401 % 0.009

0.376 % 0.008

0.379 % 0.008

0.379 % 0.008

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2.84 %

2.84 %

2.81 %

2.70 %

2.70 %

2.66 %

2.62 %

2.60 %

2.57 %

2.59 %

2.63 %

2.63 %

2.74 %

2.76 %

2.76 %

0.058 4.49 %

0.058 4.49 %

0.058 4.45 %

0.056 4.41 %

0.056 4.40 %

0.056 4.34 %

0.056 4.27 %

0.056 4.24 %

0.056 4.20 %

0.056 4.23 %

0.056 4.29 %

0.056 4.30 %

0.058 4.33 %

0.058 4.36 %

0.058 4.36 % 0.092

0.398 % 0.009

0.400 % 0.009

0.406 % 0.009

0.407 % 0.009

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

3.91 %

3.92 %

4.04 %

4.20 %

4.23 %

4.47 %

4.73 %

4.88 %

5.04 %

4.90 %

4.67 %

4.64 %

4.49 %

4.38 %

4.37 %

0.080

0.080

0.083

0.087

0.088

0.095

0.102

0.106

0.110

0.107

0.100

0.099

0.095

0.092

0.092

11.564 %

11.497 %

11.493 %

%

11.233 %

11.237 %

11.306 %

11.309 %

11.326 %

11.468 %

11.623 %

11.711 %

11.812 %

11.727 %

11.585 %

11.568 %

MN

0.230

0.230

0.233

0.236

0.237

0.243

0.250

0.254

0.258

0.255

0.248

0.248

0.245

0.242

0.242

% MN

21.43 % 0.440

21.43 % 0.440

21.50 % 0.445

21.70 % 0.453

21.71 % 0.454

21.87 % 0.464

22.03 % 0.475

22.13 % 0.481

22.25 % 0.487

22.15 % 0.482

21.99 % 0.472

21.97 % 0.471

21.78 % 0.463

21.71 % 0.458

21.70 % 0.458

FOR STAGE-II PRESTRESS Section under consideration

Item No.

Description

L e ft An c h o r . 0 .0 0 0 L S ec

0 .0 6 9 L S ec 0 .1 33 L Se c 0 .1 45 L Se c 0 .2 50 L Se c 0 .3 7 5 L S ec 0 .5 00 L Se c 0 .6 25 L Se c 0 .7 50 L Se c 0 .8 5 5 L S ec 0 .8 67 L Se c 0 .9 31 L Se c 1 .0 0 0 L S ec

i g h t A n ch o r

Units

LOSS OF PRESTRESS DUE TO FRICTION AND SLIP Prestress Force applied at Jacks

Before Prestress Force at Sec. after (fric.+ slip) 'Ps' Transfer of Prestress Loss due to (Friction+ Slip) Prestress

MN

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

4.681

MN

4.192

4.194

4.221

4.255

4.262

4.303

4.341

4.372

4.402

4.410

4.394

4.388

4.356

4.331

4.329

% MN

10.45 % 0.489

10.41 % 0.487

9.84 % 0.461

9.11 % 0.426

8.97 % 0.420

8.09 % 0.379

7.26 % 0.340

6.62 % 0.310

5.97 % 0.280

5.80 % 0.272

6.13 % 0.287

6.26 % 0.293

6.95 % 0.326

7.49 % 0.351

7.53 % 0.352

LOSS OF PRESTRESS DUE TO ELASTIC S HORTENING, SHRINKAGE, CREEEP & RELAXATION OF STEEL Elastic Shortening Loss



% MN % MN % MN % MN % MN

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 % 0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00 0.0 %

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.000 % 0.000

0.000 % 0.000

0.000 % 0.000

0.000 % 0.000

0.000 % 0.000

0.000 % 0.000

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

0.00

0.000 % 0.000

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)









Between 35th Day and 49th Day




Between 49th Day Shrinkage Loss and 63th Day Creep Loss On Composite Relaxation Loss Section



Between 63th Day and Infinity (Service Stage)



TOTAL PRESTRESS LOSS

( 7 day to Infinity

For Stage-II Cables

% MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN % MN %

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

2.70 %

2.70 %

2.68 %

2.65 %

2.65 %

2.62 %

2.60 %

2.58 %

2.56 %

2.56 %

2.57 %

2.57 %

2.59 %

2.61 %

2.61 %

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.08 %

0.08 %

0.08 %

0.10 %

0.10 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.09 %

0.07 %

0.07 %

0.07 %

0.003 0.36 %

0.003 0.36 %

0.003 0.35 %

0.004 0.35 %

0.004 0.35 %

0.004 0.35 %

0.004 0.34 %

0.004 0.34 %

0.004 0.34 %

0.004 0.34 %

0.004 0.34 %

0.004 0.34 %

0.003 0.34 %

0.003 0.34 %

0.003 0.34 % 0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

0.014

1.45 %

1.45 %

1.50 %

1.56 %

1.57 %

1.64 %

1.70 %

1.75 %

1.80 %

1.80 %

1.77 %

1.76 %

1.70 %

1.66 %

1.66 %

0.059

0.059

0.061

0.064

0.065

0.069

0.072

0.075

0.077

0.077

0.076

0.075

0.072

0.070

0.069

4.577 % 0.189

4.578 % 0.189

4.603 % 0.191

4.657 % 0.196

4.663 % 0.196

4.700 % 0.200

4.734 % 0.203

4.760 % 0.206

4.713 % 0.202

4.688 % 0.200

4.687 % 0.200

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.0 %

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.13 % 0.005

0.13 % 0.005

0.13 % 0.005

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.16 % 0.007

0.12 % 0.005

0.12 % 0.005

0.12 % 0.005

0.41 %

0.41 %

0.40 %

0.40 %

0.40 %

0.40 %

0.39 %

0.39 %

0.39 %

0.39 %

0.39 %

0.39 %

0.39 %

0.39 %

0.39 %

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.017

0.25 % 0.010

0.25 % 0.010

0.26 % 0.011

0.27 % 0.011

0.27 % 0.011

0.28 % 0.012

0.30 % 0.012

0.30 % 0.013

0.31 % 0.013

0.31 % 0.013

0.31 % 0.013

0.31 % 0.013

0.30 % 0.013

0.29 % 0.012

0.29 % 0.012

0.785 % 0.032

0.785 % 0.032

0.790 % 0.032

0.835 % 0.035

0.836 % 0.035

0.842 % 0.035

0.847 % 0.036

0.851 % 0.036

0.856 % 0.037

0.856 % 0.037

0.854 % 0.036

0.853 % 0.036

0.809 % 0.034

0.805 % 0.034

0.804 % 0.034

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.11 %

0.11 %

0.10 %

0.14 %

0.14 %

0.14 %

0.14 %

0.13 %

0.13 %

0.13 %

0.13 %

0.13 %

0.10 %

0.10 %

0.10 %

0.00

0.004

0.004

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.006

0.00

0.004

0.004

0.31 % 0.013

0.31 % 0.013

0.31 % 0.013

0.31 % 0.013

0.31 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.30 % 0.013

0.13 %

0.13 %

0.13 %

0.14 %

0.14 %

0.14 %

0.15 %

0.15 %

0.16 %

0.16 %

0.16 %

0.15 %

0.15 %

0.15 %

0.14 %

0.005

0.005

0.005

0.006

0.006

0.006

0.006

0.007

0.007

0.007

0.007

0.007

0.006

0.006

0.006

0.545 %

0.545 %

0.546 %

0.582 %

0.583 %

0.584 %

0.585 %

0.586 %

0.587 %

0.587 %

0.587 %

0.586 %

0.551 %

0.550 %

0.550 %

0.022

0.022

0.022

0.024

0.024

0.024

0.025

0.025

0.025

0.025

0.025

0.025

0.023

0.023

0.023

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

0.0 % 0.00

2.86 %

2.86 %

2.84 %

2.72 %

2.72 %

2.69 %

2.66 %

2.64 %

2.63 %

2.62 %

2.63 %

2.64 %

2.75 %

2.77 %

2.77 %

0.116

0.116

0.116

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.113

0.116

0.116

0.116

4.90 % 0.199

4.90 % 0.199

4.86 % 0.199

4.82 % 0.199

4.81 % 0.199

4.75 % 0.199

4.71 % 0.199

4.67 % 0.199

4.64 % 0.199

4.64 % 0.199

4.66 % 0.199

4.67 % 0.199

4.71 % 0.199

4.74 % 0.199

4.74 % 0.199

3.83 %

3.83 %

3.96 %

4.13 %

4.16 %

4.34 %

4.51 %

4.63 %

4.75 %

4.78 %

4.70 %

4.67 %

4.51 %

4.39 %

4.38 %

0.155 11.590 %

0.156 11.594 %

0.162 11.663 %

0.171 11.664 %

0.172 11.681 %

0.182 11.784 %

0.191 11.879 %

0.197 11.950 %

0.204 12.021 %

0.205 12.034 %

0.201 11.988 %

0.199 11.971 %

0.191 11.966 %

0.184 0.184 11.897 % 11.893 %

0.471

0.478

0.482

0.484

0.493

0.502

0.509

0.516

0.517

0.512

MN

0.471

%

1 7. 49 7 % 0.714

MN

0 .0 69 L Se c 0 .1 3 3 L S ec

4.785 % 0.208

4.790 % 0.209

4.773 % 0.207

4.767 % 0.206

0.511

0.506

0.500

0.499

1 7. 50 3 % 1 7. 60 2 % 1 7. 73 9 % 1 7. 76 3 % 1 7. 91 0 % 1 8. 04 5 % 1 8. 14 7 % 1 8. 24 9 % 1 8. 26 8 % 1 8. 20 1 % 1 8. 17 7 % 1 8. 03 9 % 1 7. 94 0 % 1 7. 93 % 0.714 0.724 0.736 0.739 0.753 0.766 0.776 0.786 0.787 0.781 0.779 0.766 0.756 0.756

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

(Marked in Red Colour) Permanent Action (G)

Variable Action (Q)

Accidental Action (A) / Seismic Action (A E )

Symbol

Symbol

Symbol

G1

Action Designation & Description DL : Dead Load of Structural Componenets

Action Designation & Description

Q1

QL : Vehicular Live laod

A1 A2

G2

SDL1 : SIDL excluding Surfacing

Q2

Qim : Impact factor due to CWLL

G3

SDL2 : Dead Load of Surfacing (Wearing Coat)

Q3

Fa : Tractive Effect of Vehicle

Q4

Fb : Braking Effect of the Vehicle

A3

Wfill : Weight of the backfill

Q5

Qs : Pedestrian Live Load

A4

G6

SE : Settlement Effect

Q6

G7

CR : Creep Effect

Q7

G8

SH : Shrinkage Effect

Q8

G4 G5

GS : Snow Load

G9 G10

Fcf : Centrifugal Force of Vehicle

Q9

FS : Secondary Effect

Q10

G12

DSH : Differential Shrinkage

Q11

Fwc : Water Current Force

Q12

Fwp : WavePressure

LOAD C OMBINATIONS DE SC RI PTIO N O F C OM BIN AT ION

SLS : Service Limit State

S TAG E

ii. Inertial loads due to mass of CWLL

W : Wind Load on the Structure

Fep : Active EarthPressureEffect due toBackfill

Vehicular Impact on Crash Barriers. AE : Seismic Action

iii. Hydrodynamic forces generated on submerged part under water.

Gb : Buoyancy Effect

G11

Barge impact or impact due to floating bodies in water current

i. Inertial loads due to self-mass generated in bridge structure.

Fcp : Earth pressure surharge Effect due to Live Load Fde : Temperature effects due to restraints to free structural deformation

P : Prestressing Force

Action Designation & Description Vc : Vehicle collision on elements of bridge structure

iv. Dynamic Earth Increment

ULS : Ultimate Limit State

D ETAI LS OF FORC ES IN COMB IN AT ION

C OMB IN ATIO NS WITH LO AD FACT ORS

AT TRANSFER (RARE)

SLS 1

Non-Composite

Prestress(stage1) + DLgir

1 .0 0 x G9 +

RARE ( CHARACTERISTIC )

SLS 2

Non-Composite

Prestress(Stage1 & 2) + DLgir

SLS 3

Non-Composite

Prestress(Stage1 & 2) + DLgir + DLslab (green wt.)

PURPOSE OF CHECKING

1 .0 0 x G1

( At 7 days ) Maximum Stresses

1 .0 0 x G9 +

1 .0 0 x G1

(At 28 days) Maximum Stresses

1 .0 0 x G9 +

1 .0 0 x G1


SLS 4

Composite Prestress(Stage1 & 2) + DLgir + DLslab + DSH

1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G1 2

SLS 5

Composite Prestress + DLgir + DLslab + SDL1 + SDL2 + DSH + Q

1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +

0 .6 0 x Q8


SLS 6

Composite Final Prestress + DL gir + DLslab + SDL1 + SDL2 + DSH + Q

1 .1 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +

0 .6 0 x Q8

(Long term) Max. Stresses with sup

SLS 7


0 .9 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +

0 .6 0 x Q8

(Long term) Max. Stresses with inf

FREQUENT

SLS 8


1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

0 .7 5 x Q1 +

0 .7 5 x Q2 +

0 .5 0 x Q8

(Long term) Decompression,Crack Width

QUASI-PERMANENT

SLS 9


1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

0.50 x Q8

(Long term) Deflection

U LT IM AT E( BA SI C)

U LS 1

Composite Final Prestress + factored (DLgir+DLslab+SDL1+SDL2+Q)

1 .0 0 x G9 +

1 .3 5 x G1 +

1 .3 5 x G2 +

1 .7 5 x G3 +

1 .5 0 x Q2

(Long term) Str. Strength Check in ULS


1 .5 0 x Q1 +

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

S u m m a r y o f S t r e s se s i n C o n c r e t e ( E x c u l d i n g P r e s t r e s s E f f e c t ) 1.

Stress due to Self Weight of Girder Only (G1,1)

1a 1b

AtTop ofDeck Slab At Bottomof Deck Slab

1c 1d

f t_slab f b_slab At Top of Precast Girder f t_girder f b_girder At Bott. of Precast Gir.

MPa

0.000 0.000

0.000 0.000

MPa

0.000

-0.005

1.050

2.203

2.366

3.528

4.394

4.699

4.394

3.528

2.366

2.203

1.050

-0.005

0.000

MPa

0.000

0.006

-1.136

-2.309

-2.480

-3.697

-4.605

-4.925

-4.605

-3.697

-2.480

-2.309

-1.136

0.006

0.000

MPa

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

2.

Stress due to Lifting of Girder

2a 2b


2c 2d


MPa

3.

Stress due to Wt. of Shuttering on Girder

3a 3b


3c 3d


(G1,2)

MPa

0.000 0.000

MPa

0.000

0.000

0.024

0.051

0.055

0.084

0.105

0.112

0.105

0.084

0.055

0.051

0.024

0.000

0.000

MPa

0.000

0.000

-0.026

-0.054

-0.058

-0.088

-0.110

-0.117

-0.110

-0.088

-0.058

-0.054

-0.026

0.000

0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

0.000 0.000

4.

Stress due to Green Weight of Slab Concrete (G1,3)

4a 4b


4c 4d


MPa

0.000 0.000

0.000 0.000

MPa

0.000

-0.005

1.384

2.985

3.217

4.868

6.087

6.493

6.087

4.868

3.217

2.985

1.384

-0.005

0.000

MPa

0.000

0.005

-1.496

-3.128

-3.371

-5.101

-6.378

-6.804

-6.378

-5.101

-3.371

-3.128

-1.496

0.005

0.000

0.000 0.000

-0.009 -0.006

-0.017 -0.010

-0.018 -0.011

-0.027 -0.017

-0.034 -0.021

-0.037 -0.023

-0.034 -0.021

-0.027 -0.017

-0.018 -0.011

-0.017 -0.010

-0.009 -0.006

0.000 0.000

0.000 0.000

MPa

5.

Stress due to Removal of Shuttering (G1,2)

5a 5b


5c 5d


MPa

0.000 0.000

MPa

0.000

0.000

-0.006

-0.010

-0.011

-0.017

-0.021

-0.023

-0.021

-0.017

-0.011

-0.010

-0.006

0.000

0.000

MPa

0.000

0.000

0.016

0.036

0.039

0.059

0.074

0.079

0.074

0.059

0.039

0.036

0.016

0.000

0.000

0.000 0.000

MPa

6.

Stress due to Shifting of Support

6a 6b 6c

AtTop ofDeck Slab At Bottomof Deck Slab At Top of Precast Girder

6d


f t_slab f b_slab f t_girder f b_girder

(G1,4)

MPa

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





7. 7a 7b 7c 7d

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

0.168

0.255

0.352

0.255

0.168

0.100

0.092

0.051

0.000

0.000

0.104 0.104

0.158 0.158

0.218 0.218

0.158 0.158

0.104 0.104

0.062 0.062

0.057 0.057

0.034 0.034

0.000 0.000

0.000 0.000

-0.362

-0.551

-0.761

-0.551

-0.362

-0.217

-0.200

-0.087

0.000

0.000

Stresses due to Super Imposed Dead LoadSDL1(Applied on Composite Section) (G2) f t_slab MPa AtTop ofDeck Slab 0.000 0.000 0.051 0.092 0.100 MPa At Bottomof Deck Slab f b_slab 0.000 0.000 0.034 0.057 0.062 MPa At Top of Precast Girder f t_girder 0.000 0.000 0.034 0.057 0.062 f b_girder MPa At Bott. of Precast Gir. 0.000 0.000 -0.087 -0.200 -0.217

8.

Stresses due to Super Imposed Dead LoadSDL2(Applied on Composite Section) (G3)

8a

AtTop ofDeck Slab

MPa

0.000

0.000

0.133

0.241

0.257

0.392

0.486

0.520

0.486

0.392

0.257

0.241

0.133

0.000

0.000

8b 8c

At Bottomof Deck Slab f b_slab At Top of Precast Girder f t_girder

MPa MPa

0.000 0.000

0.000 0.000

0.089 0.089

0.149 0.149

0.159 0.159

0.242 0.242

0.301 0.301

0.321 0.321

0.301 0.301

0.242 0.242

0.159 0.159

0.149 0.149

0.089 0.089

0.000 0.000

0.000 0.000

8d


f b_girder

MPa

0.000

0.000

-0.227

-0.522

-0.556

-0.846

-1.051

-1.123

-1.051

-0.846

-0.556

-0.522

-0.227

0.000

0.000

f t_slab

9.

Stress due to Governing CWLL on the Deck (With Impact)

9a

f t_slab At Bottomof Deck Slab f b_slab At Top of Precast Girder f t_girder f b_girder At Bott. of Precast Gir.

9b 9c 9d

AtTop ofDeck Slab

0.000

0.000

0.726

1.222

1.279

1.757

1.911

1.911

1.911

1.757

1.279

1.222

0.726

0.000

0.000

MPa MPa

0.000 0.000

0.000 0.000

0.488 0.488

0.755 0.755

0.790 0.790

1.086 1.086

1.181 1.181

1.181 1.181

1.181 1.181

1.086 1.086

0.790 0.790

0.755 0.755

0.488 0.488

0.000 0.000

0.000 0.000

MPa

0.000

0.000

-1.240

-2.640

-2.762

-3.795

-4.128

-4.128

-4.128

-3.795

-2.762

-2.640

-1.240

0.000

0.000

10.

Stress due to FPLL on the Deck

10a

f t_slab f b_slab At Bottomof Deck Slab At Topof Precast Girder f t_girder

10b 10c

At Top of Deck Slab

.

.

_ r er _g

(Q1+Q2)

MPa

(Q5)

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

.

.

.

.

.

.

.

MPa a

.

.

.

11.

Stresses due to Positive Temp. Difference (Case-1)

11a

11d

f t_slab f b_slab At Bottomof Deck Slab At Topof Precast Girder f t_girder f b_girder At Bott. of Precast Gir.

12.

Stresses due to Reverse Temp. Difference (Case-2)

11b 11c

12a 12b 12c 12d

At Top of Deck Slab

f t_slab f b_slab At Topof Precast Girder f t_girder f b_girder At Bott. of Precast Gir.

.

.

.

(Q8,1)

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

4.087

MPa

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

MPa

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

MPa

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

(Q8,2)

At Top of Deck Slab

MPa

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

-2.214

At Bottomof Deck Slab

MPa

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

MPa

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

1.028

MPa

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

Stresses due to Differential Shrinkage

13a


13c 13d

.

MPa

13. 13b

.

At Top of Deck Slab

(G12)

MPa

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

MPa

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

MPa

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

0.621 -0.259

MPa

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .0 0 x G1

( At

7 days )

Stress due to Prestress at Transfer (JUST BEFORE INSTANTANEOUS LOSSES)

14a

At Top of Deck Slab

14b


14c 14d

15.

Loss of Prestress

15a

At Top of Deck Slab

15b


MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

2.440

2.290

1.079

0.996

0.800

-0.529

-1.290

-1.344

-1.311

-0.546

0.816

1.018

1.104

2.349

2.504

MPa

1.026

1.191

2.527

4.899

5.115

6.593

7.484

7.592

7.608

6.764

5.254

5.033

2.600

1.228

1.060

due to Elastic Shortening of concrete from Stage-I Cables

f t_slab

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

-0.016

-0.015

-0.007

-0.007

-0.005

0.003

0.008

0.009

0.008

0.003

-0.005

-0.007

-0.007

-0.015

-0.016

MPa

-0.007

-0.008

-0.017

-0.032

-0.034

-0.043

-0.048

-0.048

-0.048

-0.043

-0.034

-0.032

-0.017

-0.008

-0.007

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

2.424

2.274

1.072

0.989

0.794

-0.525

-1.282

-1.335

-1.302

-0.542

0.811

1.011

1.097

2.333

2.487

MPa

1.020

1.183

2.510

4.867

5.081

6.551

7.436

7.544

7.560

6.722

5.220

5.000

2.583

1.220

1.053

1.00 x G9 +

1.00 x G1,1

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

15d

f b_slab At Topof Precast Girder f t_girder f b_girder At Bott. of Precast Gir.

16.

Eff. Prestress at Transfer (G9)

15c

16a

At Top of Deck Slab

16b


16c 16d

f t_slab


17.

Resultant Stresses in Girder.

17a 17b

At Top of Deck Slab At Bottomof Deck Slab

f t_slab f b_slab

17d


f b_girder

MPa MPa a

_g r er _

MPa

.

.

1.020

1.188

. 1.375

. 2.558

. 2.602

. 2.854

. 2.831

. 2.619

.

.

.

.

.

.

.

2.955

3.025

2.740

2.691

1.447

1.226

1.053

For Precast Girder (Non-Composite) Max. compressive stress Min. compressive stress

= =

Right Anchor

1.850 m

14.



0.200 m

STRESS LIMIT CHECK AT TRANSFER FOR SLS-1

f t_slab

0 .1 4 5 L S ec

0.000 m

3.364 MPa 1.020 MPa

< >

(Allowable Compressive stress) (Allowable Tensile stress)

HENCE O.K. HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .0 0 x G1

( At

28 days )

due to Shrinkage+ Creep+ Relaxation from Stage-I Cables

Loss of Prestress

19.

f t_slab MPa 0.000 0.000 f b_slab MPa At Bottomof Deck Slab 0.000 0.000 MPa At Topof Precast Girder f t_girder -0.081 -0.076 f b_girder MPa At Bott. of Precast Gir. -0.034 -0.039 Stresses due to Stage-II Prestress. after Friction+Slip

19a 19b


19c 19d

At Top of Deck Slab


Loss of Prestress

20d


21.

Eff. Prestress

21a 21b 21c 21d

22.

At Top of Deck Slab

(G9)

2 8 d ay s

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

-0.036

-0.035

-0.028

0.019

0.048

0.050

0.050

0.020

-0.030

-0.037

-0.039

-0.082

-0.087

-0.085

-0.171

-0.179

-0.237

-0.276

-0.284

-0.289

-0.254

-0.193

-0.184

-0.091

-0.043

-0.037

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

0.000 0.000

0.000 0.000

0.000 0.000

MPa

0.071

-0.144

-1.852

-1.951

-2.153

-3.216

-3.791

-3.848

-3.841

-3.296

-2.233

-2.025

-1.925

-0.164

0.057

MPa

7.341

7.576

9.479

14.074

14.307

15.549

16.267

16.413

16.491

15.936

14.766

14.528

9.796

7.840

7.597

MPa


MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 -0.116

0.000 -0.103

0.000 0.000

0.000 0.006

0.000 0.020

0.000 0.108

0.000 0.156

0.000 0.158

0.000 0.156

0.000 0.108

0.000 0.021

0.000 0.007

0.000 0.000

0.000 -0.102

0.000 -0.115

-0.246

-0.260

-0.371

-0.598

-0.613

-0.704

-0.754

-0.757

-0.754

-0.705

-0.613

-0.598

-0.371

-0.261

-0.247

MPa MPa

( At

28 days )

At Top of Deck Slab

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000


MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

2.298 8.080

1.952 8.459

-0.817 11.534

-0.991 18.171

-1.367 18.596

-3.614 21.158

-4.870 22.673

-4.974 22.915

-4.938 23.007

-3.710 21.699

-1.431 19.180

-1.044 18.746

-0.866 11.917

1.986 8.757

2.343 8.367

1.00 x G9 +

1.00 x G1,1

MPa

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

0.000 0.000

MPa

2.298

1.946

0.233

1.213

1.000

-0.086

-0.475

-0.275

-0.544

-0.182

0.936

1.159

0.184

1.980

2.343

MPa

8.080

8.465

10.398

15.862

16.117

17.461

18.068

17.991

18.403

18.002

16.701

16.437

10.781

8.763

8.367

MPa

Resultant Stresses in Girder.

f t_slab f b_slab 22c At Topof Precast Girder f t_girder f b_girder 22d At Bott. of Precast Gir. For Precast Girder (Non-Composite) 22a 22b

Fr o m 7 d ay s t o

0.000

due to Elastic Shortening after Stage-II Prestress

20 20a 20b 20c

Right Anchor

1.850 m

18a 18c


0.200 m

18.

18d

0 .1 4 5 L S ec

0.000 m

STRESS LIMIT CHECK FOR SLS-2

18b

0 .0 69 L Se c 0 .1 3 3 L S ec


Max. compressive stress Min. compressive stress

= =

MPa

18.403 MPa -0.544 MPa

< >

(Allowable Compressive stress) (Allowable Tensile stress)

HENCE O.K. HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .1 4 5 L S ec

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .0 0 x G1

35 days )

due to Shrinkage+ Creep+ Relaxation from Stage-I & Stage-II Cables

Loss of Prestress

23a

23d


24.

Eff. Prestress

(G9)

24a

At Top of Deck Slab

24b 24c

At Bottomof Deck Slab At Topof Precast Girder

24d



25.

Resultant Stresses in Girder

At Top of Deck Slab

JUST AFTER CASTING OF DECK & WITH SHUTTERING ON GIRDER

F ro m 2 8 d ay s t o

3 5 d ay s

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 -0.012

0.000 -0.008

0.000 0.030

0.000 0.033

0.000 0.038

0.000 0.068

0.000 0.085

0.000 0.088

0.000 0.089

0.000 0.074

0.000 0.044

0.000 0.039

0.000 0.035

0.000 -0.007

0.000 -0.012

-0.139

-0.144

-0.189

-0.298

-0.305

-0.346

-0.374

-0.384

-0.393

-0.378

-0.342

-0.334

-0.214

-0.164

-0.158

MPa MPa

( At

35 days )

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 2.286

0.000 1.944

0.000 -0.787

0.000 -0.957

0.000 -1.328

0.000 -3.547

0.000 -4.785

0.000 -4.886

0.000 -4.849

0.000 -3.635

0.000 -1.387

0.000 -1.006

0.000 -0.831

0.000 1.979

0.000 2.330

8.315

11.345

17.874

18.292

20.812

22.299

22.531

22.614

21.320

18.839

18.412

11.703

8.593

8.209

MPa MPa

f t_slab f b_slab 25c At Topof Precast Girder f t_girder f b_girder 25d At Bott. of Precast Gir. For Precast Girder (Non-Composite)

Right Anchor

0.200 m

( At

23.


0.000 m


23b 23c

0 .0 69 L Se c 0 .1 3 3 L S ec

7.941 1 . 00 x G9 +

1 . 00 x ( G1,1 + G1,2 + G1,3 )

25a

At Top of Deck Slab

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

25b


MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

2.286

1.934

1.671

4.282

4.310

4.933

5.801

6.418

5.737

4.844

4.252

4.234

1.627

1.969

2.330

MPa

7.941

8.326

8.687

12.383

12.383

11.926

11.206

10.685

11.521

12.434

12.930

12.921

9.045

8.604

8.209

Max. compressive stress

=

12.930 MPa

<

(Allowable Compressive stress)

HENCE O.K.

Min. compressive stress

=

1.627 MPa

>

(Allowable Tensile stress)

HENCE O.K.


( At

Loss of Prestress

26a

26d


27.

Eff. Prestress

(G9)

27a

At Top of Deck Slab

27b 27c

At Bottomof Deck Slab At Topof Precast Girder

27d



28.


26b 26c

f t_slab f b_slab 25c At Topof Precast Girder f t_girder f b_girder 25d At Bott. of Precast Gir. For Precast Girder Max. compressive stress

1 .0 0 x G9 +

due to Shrinkage+ Creep+ Relaxation from Stage-I & Stage-II

26.

At Top of Deck Slab

49 days )

1 .0 0 x G1 +

1 .0 0 x G1 2 JUST AFTER COMPOSITE ACTION & REMOVAL OF SHU TTERING


4 9 d ay s

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 -0.017

0.000 -0.015

0.000 0.007

0.000 0.009

0.000 0.012

0.000 0.030

0.000 0.041

0.000 0.042

0.000 0.042

0.000 0.032

0.000 0.013

0.000 0.009

0.000 0.007

0.000 -0.015

0.000 -0.018

-0.063

-0.066

-0.090

-0.150

-0.154

-0.176

-0.190

-0.193

-0.194

-0.183

-0.162

-0.158

-0.095

-0.070

-0.067

MPa MPa

( At

49 days )

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

MPa

0.000 2.268

0.000 1.929

0.000 -0.781

0.000 -0.949

0.000 -1.316

0.000 -3.516

0.000 -4.744

0.000 -4.844

0.000 -4.807

0.000 -3.604

0.000 -1.374

0.000 -0.997

0.000 -0.824

0.000 1.963

0.000 2.312

8.249

11.255

17.724

18.138

20.636

22.109

22.338

22.420

21.137

18.677

18.254

11.608

8.523

8.142

MPa MPa

7.878 1 . 00 x G9 +

1 . 00 x ( G1,1 + G1,2 ) + 1.00 x G12

(IncludingDifferentialS hrinkage)

25a

At Top of Deck Slab

MPa

0.000

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

-1.363

0.000

25b


MPa

0.000

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

-1.484

0.000

MPa

2.268 2.541 7.878 8.001 12.567 MPa

4.861 12.028

4.888 5.501 6.358 12.028 11.579 10.867 (Allowable Compressive stress)

6.969 10.351

6.295 5.413 11.178 12.080 HENCE O.K.

4.830 12.567

4.813 12.558

2.232 8.717

2.575 8.275

2.312 8.142

For RCC Deck Slab 


=

2.232 MPa

2.275 8.364 < >

Min. stress

=

-1.484 MPa

>

MPa

=


HENCE O.K.

(Allowable Tensile stress in deck conc.)

HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +


( At

63 days )

due to Shrinkage+ Creep+ Relaxation from Stage-I & Stage-II


1 .0 0 x G3 + 1.00 x G12 +

0 .6 0 x Q8

AT THE OPENING FOR TRAFFIC

6 3 d ay s

29.

Loss of Prestress

29a

At Top of Deck Slab

f t_slab

MPa

0.001

0.001

0.007

0.010

0.010

0.014

0.016

0.016

0.016

0.014

0.011

0.010

0.007

0.001

0.001

29b


f b_slab

MPa

-0.005

-0.005

-0.001

-0.003

-0.003

0.000

0.001

0.001

0.001

0.000

-0.003

-0.003

-0.001

-0.005

-0.005

MPa

-0.005

-0.005

-0.001

-0.003

-0.003

0.000

0.001

0.001

0.001

0.000

-0.003

-0.003

-0.001

-0.005

-0.005

MPa

-0.045

-0.047

-0.056

-0.096

-0.097

-0.106

-0.111

-0.112

-0.113

-0.109

-0.100

-0.098

-0.058

-0.048

-0.047

0.001 -0.005

0.007 -0.001

0.010 -0.003

0.010 -0.003

0.014 0.000

0.016 0.001

0.016 0.001

0.016 0.001

0.014 0.000

0.011 -0.003

0.010 -0.003

0.007 -0.001

0.001 -0.005

0.001 -0.005

29c

At Topof Precast Girder

29d



30.

Eff. Prestress

(G9)

30a 30b


30c 30d


( At

63 days )

MPa

0.001 -0.005

MPa

2.263

1.925

-0.782

-0.952

-1.319

-3.517

-4.743

-4.843

-4.806

-3.604

-1.377

-1.000

-0.825

1.959

2.307

MPa

7.833

8.203

11.199

17.628

18.041

20.530

21.998

22.226

22.307

21.028

18.577

18.155

11.550

8.475

8.095

MPa

31.


31a

At Top of Deck Slab

f t_slab

MPa

0.001

1.090

1.279

1.432

1.457

1.662

1.847

1.978

1.847

1.663

1.457

1.433

1.280

1.090

0.001

31b

At Bottom of Deck Slab

f b_slab

MPa

-0.005

-2.307

-2.180

-2.099

-2.084

-1.957

-1.843

-1.762

-1.843

-1.957

-2.084

-2.099

-2.179

-2.307

-0.005

31c


f t_girder

MPa

2.263

1.718

1.580

4.246

4.288

5.028

6.000

6.691

5.936

4.941

4.231

4.198

1.536

1.752

2.307

31d


f b_girder

MPa

7.833

9.067

9.106

12.324

12.271

11.378

10.266

9.467

10.576

11.876

12.807

12.851

9.457

9.339

8.095

For Precast Girder For RCC Deck Slab 

CASE-1

WITHOUT CWLL PLACEMENT & TEMPERATURE RISE CASE


=

12.851 MPa

<


HENCE O.K.


=

1.536 MPa

>


HENCE O.K.

Min. stress

=

-2.307 MPa

>


HENCE O.K.

32.

Resultant Stresses in Girder + Slab

32a

At Top of Deck Slab

f t_slab

MPa

0.001

-2.690

-2.501

-2.348

-2.324

-2.118

-1.934

-1.803

-1.933

-2.118

-2.323

-2.348

-2.501

-2.690

0.001

32b


MPa

-0.005

-0.872

-0.745

-0.664

-0.649

-0.522

-0.408

-0.327

-0.408

-0.522

-0.649

-0.664

-0.744

-0.872

-0.005

32c


f b_slab f t_girder

MPa

2.263

3.153

3.015

5.681

5.723

6.463

7.435

8.126

7.371

6.376

5.666

5.633

2.971

3.187

2.307

32d


f b_girder

MPa

7.833

6.473

6.512

9.730

9.677

8.783

7.672

6.873

7.981

9.282

10.213

10.257

6.863

6.745

8.095


CASE-2

WITHOUT CWLL PLACEMENT & TEMPERATURE FALL CASE


=

10.257 MPa

<


HENCE O.K.


=

2.263 MPa

>


HENCE O.K.

Min. stress

=

-2.690 MPa

>


HENCE O.K.

33.


33a

At Top of Deck Slab

f t_slab

MPa

0.001

1.090

2.005

2.655

2.736

3.419

3.758

3.889

3.758

3.420

2.736

2.655

2.005

1.090

0.001

33b


f b_slab

MPa

-0.005

-2.307

-1.691

-1.343

-1.294

-0.871

-0.662

-0.581

-0.662

-0.871

-1.294

-1.343

-1.691

-2.307

-0.005

33c


2.263

1.718

2.068

5.001

5.079

6.114

7.181

7.872

7.118

6.027

5.021

4.953

2.025

1.752

2.307



MPa

33d

MPa

7.833

9.067

7.867

9.684

9.509

7.583

6.138

5.339

6.447

8.081

10.045

10.211

8.218

9.339

8.095


CASE-3

WITH CWLL PLACEMENT & TEMPERATURE RISE CASE


=

10.211 MPa

<


HENCE O.K.


=

1.718 MPa

>


HENCE O.K.

Min. stress

=

-2.307 MPa

>


HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

34.


34a

At Top of Deck Slab

f t_slab

MPa

0.001

-2.690

-1.775

-1.126

-1.045

-0.361

-0.022

0.109

-0.022

-0.361

-1.045

-1.125

-1.775

-2.690

0.001

34b


f b_slab

MPa

-0.005

-0.872

-0.256

0.092

0.141

0.564

0.773

0.854

0.773

0.564

0.141

0.092

-0.256

-0.872

-0.005

34c


f t_girder

MPa

2.263

3.153

3.503

6.436

6.514

7.549

8.616

9.307

8.553

7.462

6.456

6.388

3.460

3.187

2.307

34d


f b_girder

MPa

7.833

6.473

5.272

7.089

6.915

4.988

3.544

2.745

3.853

5.487

7.451

7.617

5.623

6.745

8.095


<


HENCE O.K.

=

2.263 MPa

>


HENCE O.K.

=

-2.690 MPa

>


HENCE O.K.

=

Min. compressive stress Min. stress

Long Term (At infinity days )

1 .1 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +

0 .6 0 x Q8

LONG TERM EFFECT

with Superior value of Prestress , sup From 63 days to Infinity due to Shrinkage+ Creep+ Relaxation from Stage-I & Stage-II

35.

Loss of Prestress

35a 35b 35c 35d

At Top of Deck Slab At Bottomof Deck Slab At Topof Precast Girder At Bott. of Precast Gir.


36.

Eff. Prestress

(G9)

36a 36b 36c

At Top of Deck Slab At Bottomof Deck Slab At Topof Precast Girder o . o recas r.

f t_slab f b_slab f t_girder

MPa

b_girder _

MPa

37.


f t_slab At Top of Deck Slab f b_slab At Bottomof Deck Slab At Topof Precast Girder f t_girder f b_girder At Bott. of Precast Gir. For Precast Girder Max. compressive stress Min. compressive stress F o r R C C D e c k S l a b  Min. stress 37a 37b 37c 37d

MPa MPa MPa MPa

-0.007 -0.130 -0.130 -1.024

0.009 -0.119 -0.119 -1.052

0.138 -0.034 -0.034 -1.288

0.195 -0.078 -0.078 -2.062

0.211 -0.069 -0.069 -2.101

0.304 -0.015 -0.015 -2.339

0.360 0.014 0.014 -2.496

0.367 0.016 0.016 -2.537

0.370 0.015 0.015 -2.567

0.319 -0.016 -0.016 -2.451

0.224 -0.072 -0.072 -2.221

0.207 -0.081 -0.081 -2.181

0.147 -0.035 -0.035 -1.363

0.011 -0.125 -0.125 -1.116

-0.006 -0.137 -0.137 -1.086

0.010 -0.124 1.805 .

0.145 -0.035 -0.816 .

0.205 -0.081 -1.029 .

0.221 -0.072 -1.388 .

0.318 -0.016 -3.532 .

0.376 0.015 -4.728 .

0.384 0.017 -4.827 .

0.386 0.016 -4.791 .

0.333 -0.017 -3.620 .

0.234 -0.075 -1.449 .

0.217 -0.084 -1.081 .

0.154 -0.036 -0.860 .

0.012 -0.130 1.834 .

-0.005 -0.142 2.171 .

2.384 -1.744 6.225 8.899

2.255 2.015 -1.827 -1.975 5.472 4.563 9.983 11.282 HENCE O.K. HENCE O.K. HENCE O.K.

1.704 -2.163 4.014 12.222

1.662 -2.189 4.009 12.268

1.442 -2.218 1.415 9.113

1.102 -2.445 1.810 8.959

-0.006 -0.156 2.388 7.709

-1.397 -0.309 7.660 6.305

-1.525 -0.392 6.907 7.389 HENCE HENCE HENCE

-2.076 -0.728 5.449 9.628

-2.119 -0.754 5.444 9.674

-2.338 -0.783 2.850 6.519

-2.678 -1.010 3.245 6.365

-0.006 -0.156 2.388 7.709

(At infinity days ) MPa MPa

-0.007 -0.135 2.133 .

CASE-1

MPa MPa MPa MPa

= = =



WITH CWLL PLACEMENT & TEMPERATURE FALL CASE

9.307 MPa



38.

CASE-4

MPa MPa MPa MPa

= = =

-0.007 1.100 -0.149 -2.438 2.347 1.779 7.489 8.730 12.268 MPa 1.415 MPa -2.445 MPa

CASE-2 -0.007 -2.680 -0.149 -1.003 2.347 3.214 7.489 6.135 9.674 MPa 2.347 MPa -2.680 MPa

WITHOUT CWLL PLACEMENT & TEMPERATURE RISE CASE 1.432 -2.217 1.464 8.810 < > >

1.648 -2.185 4.065 11.818

1.690 1.998 2.244 -2.160 -1.974 -1.827 4.081 4.659 5.541 11.765 10.857 9.721 (Allowable Compressive stress) (Allowable Tensile stress) (Allowable Tensile stress in deck conc.)

WITHOUT CWLL PLACEMENT & TEMPERATURE FALL CASE -2.349 -0.782 2.899 6.216 < > >

-2.132 -0.750 5.500 9.224

-2.091 -1.782 -1.536 -0.725 -0.539 -0.392 5.516 6.094 6.976 9.170 8.263 7.127 (Allowable Compressive stress) (Allowable Tensile stress) (Allowable Tensile stress in deck conc.)

-1.766 -0.540 5.998 8.688 O.K. O.K. O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





39.

0.200 m

-0.200 m

0.000 m



.

0.000 m

e su a n

re sse s n

CASE-3

MPa MPa MPa

= = =

r er


a

MPa MPa MPa MPa

= = =

STRESS LIMIT CHECK FOR SLS-7 41.

Loss of Prestress

41a

At Top of Deck Slab

41

At Bottom o D ec S a

41c

-0.007 1.100 -0.149 -2.438 2.347 1.779 7.489 8.730 9.628 MPa 1.779 MPa -2.445 MPa

MPa

-0.007 -2.680 -0.149 -1.003 2.347 3.214 7.489 6.135 8.841 MPa 2.177 MPa -2.680 MPa

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

WITH CWLL PLACEMENT & TEMPERATURE RISE CASE 2.158 -1.729 1.952 7.570 < > >

I

2.871 -1.429 4.821 9.178

2.968 3.755 4.155 -1.369 -0.888 -0.646 4.871 5.745 6.723 9.003 7.062 5.593 (Allowable Compressive stress) (Allowable Tensile stress) (Allowable Tensile stress in deck conc.)

LL L

-1.623 -0.294 3.387 4.976 < > >

-0.910 0.006 6.256 6.584


4.295 -0.563 7.406 4.771

4.167 -0.645 6.653 5.855 HENCE HENCE HENCE

3.772 -0.889 5.648 7.487 O.K. O.K. O.K.

2.983 -1.373 4.804 9.460

2.884 -1.433 4.764 9.628

2.168 -1.730 1.903 7.873

1.102 -2.445 1.810 8.959

-0.006 -0.156 2.388 7.709

0.514 0.872 8.841 2.177

0.386 0.790 8.088 3.261 HENCE HENCE HENCE

-0.009 0.546 7.083 4.893 O.K. O.K. O.K.

-0.798 0.062 6.239 6.866

-0.896 0.002 6.199 7.034

-1.612 -0.295 3.338 5.279

-2.678 -1.010 3.245 6.365

-0.006 -0.156 2.388 7.709

LL -0.812 -0.025 0.375 0.066 0.547 0.789 6.306 7.180 8.158 6.408 4.468 2.998 (Allowable Compressive stress) (Allowable Tensile stress) (Allowable Tensile stress in deck conc.)

0 .9 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

1 .0 0 x Q1 +

1 .0 0 x Q2 +

0 .6 0 x Q8

LONG TERM EFFECT

with Inferior value of Prestress , inf From 63 days to Infinity due to Shrinkage+ Creep+ Relaxation from Stage-I & Stage-II

f t_slab

MPa

-0.007

0.009

0.138

0.195

0.211

0.304

0.360

0.367

0.370

0.319

0.224

0.207

0.147

0.011

-0.006

b_slab _

MPa

-0.130

-0.119

-0.034

-0.078

-0.069

-0.015

0.014

0.016

0.015

-0.016

-0.072

-0.081

-0.035

-0.125

-0.137


f t_girder

MPa

-0.130

-0.119

-0.034

-0.078

-0.069

-0.015

0.014

0.016

0.015

-0.016

-0.072

-0.081

-0.035

-0.125

-0.137

41d


f b_girder

MPa

-1.024

-1.052

-1.288

-2.062

-2.101

-2.339

-2.496

-2.537

-2.567

-2.451

-2.221

-2.181

-1.363

-1.116

-1.086

42.

Eff. Prestress

(G9)

42a

At Top of Deck Slab

-0.007

0.010

0.145

0.205

0.221

0.318

0.376

0.384

0.386

0.333

0.234

0.217

0.154

0.012

-0.005


f t_slab f b_slab

MPa

42b

MPa

-0.135

-0.124

-0.035

-0.081

-0.072

-0.016

0.015

0.017

0.016

-0.017

-0.075

-0.084

-0.036

-0.130

-0.142

42c


f t_girder

MPa

2.133

1.805

-0.816

-1.029

-1.388

-3.532

-4.728

-4.827

-4.791

-3.620

-1.449

-1.081

-0.860

1.834

2.171

42d


f b_girder

MPa

6.809

7.150

9.911

15.566

15.940

18.191

19.502

19.689

19.741

18.577

16.356

15.975

10.187

7.359

7.009

(At infinity days )

43.


43a

At Top of Deck Slab

f t_slab

MPa

-0.006

1.098

1.403

1.607

1.645

1.935

2.169

2.307

2.178

1.948

1.657

1.618

1.411

1.100

-0.005

43b


f b_slab

MPa

-0.122

-2.414

-2.210

-2.168

-2.145

-1.971

-1.830

-1.747

-1.830

-1.971

-2.148

-2.172

-2.211

-2.419

-0.127

43c


MPa

1.920

1.418

1.627

4.271

4.358

5.366

6.487

7.190

6.430

5.287

4.304

4.225

1.587

1.444

1.954

43d



MPa

6.128

7.300

6.828

8.705

8.577

7.219

5.821

4.961

6.035

7.567

8.951

9.073

7.076

7.488

6.308


CASE-1

WITHOUT CWLL PLACEMENT & TEMPERATURE RISE CASE

9.073 MPa

<


HENCE O.K.

=

1.418 MPa

>


HENCE O.K.

=

-2.419 MPa

>


HENCE O.K.


=


S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

44.


44a

At Top of Deck Slab

f t_slab

MPa

-0.006

-2.682

-2.378

-2.173

-2.135

-1.846

-1.612

-1.474

-1.602

-1.832

-2.123

-2.162

-2.369

-2.680

-0.005

44b


MPa

-0.122

-0.979

-0.775

-0.733

-0.710

-0.536

-0.395

-0.313

-0.395

-0.536

-0.713

-0.737

-0.776

-0.984

-0.127

44c


f b_slab f t_girder

MPa

1.920

2.853

3.062

5.706

5.793

6.801

7.922

8.625

7.865

6.722

5.739

5.660

3.022

2.879

1.954

44d


f b_girder

MPa

6.128

4.705

4.233

6.111

5.982

4.625

3.226

2.367

3.441

4.973

6.357

6.479

4.482

4.893

6.308


<


HENCE O.K.

=

1.920 MPa

>


HENCE O.K.

=

-2.682 MPa

>


HENCE O.K.

=



45a

At Top of Deck Slab

45b

WITHOUT CWLL PLACEMENT & TEMPERATURE FALL CASE

8.625 MPa


45.

CASE-2

CASE-3

WITH CWLL PLACEMENT & TEMPERATURE RISE CASE

MPa

-0.006

1.098

2.129

2.830

2.924

3.692

4.080

4.218

4.090

3.705

2.936

2.841

2.137

1.100

-0.005


f t_slab f b_slab

MPa

-0.122

-2.414

-1.722

-1.413

-1.355

-0.885

-0.649

-0.566

-0.648

-0.885

-1.358

-1.416

-1.723

-2.419

-0.127

45c


f t_girder

MPa

1.920

1.418

2.115

5.027

5.149

6.452

7.668

8.371

7.612

6.373

5.094

4.980

2.075

1.444

1.954

45d


f b_girder

MPa

6.128

7.300

5.588

6.065

5.815

3.424

1.692

0.833

1.907

3.772

6.189

6.433

5.836

7.488

6.308


8.371 MPa

<


HENCE O.K.

=

0.833 MPa

>


HENCE O.K.

=

-2.419 MPa

>


HENCE O.K.


=


46.


46a

At Top of Deck Slab

f t_slab

MPa

-0.006

-2.682

-1.652

-0.951

-0.856

-0.089

0.300

0.438

0.309

-0.075

-0.845

-0.940

-1.643

-2.680

-0.005

46b


f b _ _slab

MPa

-0.122 .

-0.979 .

-0.287 .

0.022 .

0.080 .

0.550 .

0.786 .

0.869 .

0.787 .

0.550 .

0.077 .

0.019 .

-0.288 .

-0.984 .

-0.127 .

46c


1.920

2.853

3.550

6.462

6.584

7.887

9.103

9.806

9.047

7.808

6.529

6.415

3.510

2.879

1.954



MPa

46d

MPa

6.128

4.705

2.994

3.471

3.220

0.830

-0.902

-1.761

-0.688

1.178

3.595

3.839

3.242

4.893

6.308


CASE-4

WITH CWLL PLACEMENT & TEMPERATURE FALL CASE


=

9.806 MPa

<


HENCE O.K.


=

-1.761 MPa

>


HENCE O.K.

Min. stress

=

-2.682 MPa

>


HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)






Right Anchor

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .0 0 x G1 +

1 .0 0 x G2 +

1 .0 0 x G3 + 1.00 x G12 +

0 .7 5 x Q1 +

0 .7 5 x Q2 +

DECOMPRESSION LIMIT CHECK FOR SLS-8

ect on ropert es o

0 .1 4 5 L S ec

0.000 m


(FOR FREQUENT LOAD COMBINATION) Considering Outer Diameter of sheathing Section under consideration

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .5 0 x Q8

Decompression requires requires that no tensile stresses occur within 100mm of the surface of the duct for bonded prestressing tendons. =

80 mm (assumed) L e ft A n ch o r . 0 .0 00 L Se c

(Refer Cl: 12.3.2 of IRC:112-2011) 0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

ompos te ect on


m

Moment of Inertia of Section Overall Depth of the Section

m m m m m

0.672

0.672

0.672

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.576

0.672

0.672

0.672

0.593 1.820 0.300 0.9880 0.1600 0.5999

0.593 1.820 0.287 1.0010 0.1469 0.5921

0.593 1.820 0.186 1.1023 0.0457 0.5377

0.499 1.820 0.132 1.2440 0.0000 0.4007

0.499 1.820 0.127 1.2440 0.0000 0.4007

0.499 1.820 0.120 1.2440 0.0000 0.4007

0.499 1.820 0.120 1.2440 0.0000 0.4007

0.499 1.820 0.120 1.2440 0.0000 0.4007

0.499 1.820 0.120 1.2440 0.0000 0.4007

0.499 1.820 0.120 1.2440 0.0000 0.4007

0.499 1.820 0.127 1.2440 0.0000 0.4007

0.499 1.820 0.132 1.2440 0.0000 0.4007

0.593 1.820 0.186 1.1023 0.0457 0.5377

0.593 1.820 0.287 1.0010 0.1469 0.5921

0.593 1.820 0.300 0.9880 0.1600 0.5999

(At infinity days ) f b,d MPa

6.341

6.659

9.605

15.566

15.940

18.191

19.502

19.689

19.741

18.577

16.356

15.975

9.871

6.852

6.525

f b,d

MPa

0.000

0.009

-2.488

-5.437

-5.851

-8.798

-10.983

-11.729

-10.983

-8.798

-5.851

-5.437

-2.488

0.009

0.000

f b,d

MPa

0.000

0.000

-0.084

-0.200

-0.217

-0.362

-0.551

-0.761

-0.551

-0.362

-0.217

-0.200

-0.084

0.000

0.000

Stress at 100m below lowest tendon

f b,d

MPa

0.000

0.000

-0.218

-0.522

-0.556

-0.846

-1.051

-1.123

-1.051

-0.846

-0.556

-0.522

-0.218

0.000

0.000

Stress due to Differential Shrinkage

(G12) MPa

0.000

-0.178

-0.234

-0.259

-0.259

-0.259

-0.259

-0.259

-0.259

-0.259

-0.259

-0.259

-0.234

-0.178

0.000

MPa

0.000

1.559

1.763

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.854

1.763

1.559

0.000

MPa

0.000

-2.148

-2.370

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.469

-2.370

-2.148

0.000

MPa

0.000

-1.190

-2.640

-2.762

-3.795

-4.128

-4.128

-4.128

-3.795

-2.762

-2.640

-1.190

0.000

0.000

6.745

7.824 9.239 HENCE O.K.

10.401

10.485

7.730

7.462

6.525

4.583

5.662

8.239

8.323

5.664

5.608

6.525

8.330

8.505

6.837

7.462

6.525

6.168

6.343

4.771

5.608

6.525

4

Iz D

Height of Lowest tendon from Soffit of Girder Depth of Section below cg reqd. for decompression Depth of Section above soffit reqd. for decompression Sec.Modulus of Sec. for Decompression Check

Eff. Prestress

(G9)


Stresses due to DL

( G2 )


St re ss es du e t o SDL 2

3

m

(G1)


St re ss es du e t o SDL 1

Zb,d

( G3 )


f b,d

Stress due to Temperature Rise

(Q8,1) ,


f b,d

Stress due to Temperature Fall

(Q8,2)


f b,d

Stress due to CWLL on deck

(Q1 + Q2)


f b,d

Resultant Stresses at 100mm below Lowest Tendon f b,d Stress at 100m below lowest tendon For Precast Girder Min. compressive stress

MPa

=

6.341 7.270 6.341 MPa

Resultant Stresses at 100mm below Lowest Tendon Stress at 100m below lowest tendon f b,d For Precast Girder Min. compressive stress

MPa

=

MPa

=

MPa

=

CASE-3

6.341 7.270 3.649 MPa


CASE-2

6.341 5.416 4.583 MPa


0.000

CASE-1

CASE-4

6.341 5.416 1.487 MPa

WITHOUT CWLL PLACEMENT & TEMPERATURE RISE CASE 7.464 >

10.076

9.985 8.853 (Allowable Tensile stress)

7.585

WITHOUT CWLL PLACEMENT & TEMPERATURE FALL CASE 5.397 >

7.914


5.424

7.077

HENCE O.K.

WITH CWLL PLACEMENT & TEMPERATURE RISE CASE 6.571 >

8.096


4.489

3.649

4.727

6.393

HENCE O.K.

WITH CWLL PLACEMENT & TEMPERATURE FALL CASE 4.505 >

5.934


2.327

1.487

2.565

4.231

HENCE O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Considered as

C H E CK

F O R

U L T I M A T E

M O M E N T

b

Resistance

ULS MOMENT CHECK FOR ULS-1 (FOR BASIC LOAD COMBINATION)

(At infinity days )

1 .0 0 x G9 +

1 .3 5 x G1 +

1 .3 5 x G2 +

1 .7 5 x G3 +

1 .5 0 x Q1 +

 f cd

cu3

Ac

di

1 s c

Acs1

1 .5 0 x Q2

F

cs1 x

Fc

x

Long Term Assuming neutral axis lies within the top flange h

Stress-Strain Relationship of Concrete at ULS :

Considering

d2

Rectangular Stress Distribution

As2

c3

0.0018

0.0018

Com pressive strain at peak stress for Rectangle Stress Distribution

cu3

0.0035

0.0035

Ultimate com pressive strain for Rectangle Stress Distribution



1.0

1.0

Coefficient to convert to rectangular stress block



0.8

0.8

0.67

0.67

Coefficient to convert to rectangular stress block Coefficient to convert the strength in test to strength in structral mem ber

for age t >

1

1

Coefficient to convert the strength in test to strength in structral mem ber

for age t <

20.1

20.1

N/mm

C o m p r e s s i v e d e s i g n s t r e n g t h o f c o n c r e t e : f cd = ( c x fcu) / m f o r B a s i c a n d S e i s m i c C o m b i n a t i o n

for age t >

28 days

25.125

25.125

N/mm2

C o m p r e s s i v e d e s i g n s t r e n g t h o f c o n c r e t e : f cd = ( c x fcu) / m f o r A c c i d e n t a l C o m b i n a t i o n

for age t >

28 days

c

fcd

2

Section under consideration


Ultimate Design Flexural M oment

MEd


D

Width of Web

b

Width of Deck Slab

B f

Thickness of Top Flange

Tf

d1

Strain

Stress

28 days 28 days

0 .1 4 5 L S ec


Right Anchor

4306.520

6287.425

0.000

0.000

-4.584

2354.434

m

1820

1820

1820.0

1820

1820

1820

1820

1820

1820

1820

1820

1820

1820

1820

1820

mm

700.0

700

700.0

275.0

275.0

275.0

275.0

275.0

275.0

275.0

275.0

275.0

700.0

700.0

700.0

mm

3000.0

3000

3000

3000

3000

3000

3000

3000

3000

3000

3000

3000

3000

3000

3000.0

mm

220.0

220

220

220

220

220

220

220

220

220

220

220

220

220

220.0

kN-m

4048.730

Fs1

s1

Section (schematic)

0 .0 69 L Se c 0 .1 3 3 L S ec

Fs2

s2

As1

7532.721

7969.395

7532.721

6287.425

4306.520

4048.730

2354.434

-4.584

c . of rou of cables fromSoffi D - Ycab

Eff. Depth to centroid of tendons Dp =

mm 2

Area of one tendon

mm

0.1 % proof-stress of prestressing steel

f p,0.1k

s x Ap x

f p,0.1k / m

Tendon Force at Yield Fp =

Depth of Concrete Compression Block

 x

x =F p / ( bf x

(Assuming N.A. in flange)

676

1164

1324

1437

1454

1559

1615

1619

1615

1184.400

1184.400

1184.400

1184.400

1184.400

1184.400

1184.400

1184.400

1184.400

1559 1184.400

1455 1184.400

1438 1184.400

1326 1184.400

1165 1184.400

675 1184.400

MPa

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

1618

kN

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

7083

mm

117

117

117

117

117

117

117

117

117

117

117

117

117

117

117

O.K.

O.K.

O.K.

O.K.

O.K.

O.K.

O.K.

1300

1269

1017

824

x f cd )

791

824

1017

O.K.

1269

O.K.

520

551

803

996

1029

1250

1373

1380

1373

1250

1029

996

803

551

520

MPa

0.010 1017.1

0.016 1022.1

0.020 1027.7

0.021 1029.0

0.026 1037.3

0.029 1046.1

0.029 1052.6

0.029 1058.9

0.026 1058.9

0.021 1054.4

0.020 1053.3

0.016 1048.3

0.010 1043.8

0.009 1043.5

p,eff

570

O.K.

0.009 1016.7

Effective Prestress in tendons

447

O.K.

m

cu3*(d-x)/x

440

O.K.

Depth of highest tendon from Top of Deck 

447

O.K.

m

)

570

O.K.

Height of highest tendon from Soffit of Girder Conc. strain at level of highest tendons (

791

O.K.

1300

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

0.005

Minimum strain in tendons



0.014

0.015

0.021

0.026

0.026

0.032

0.035

0.035

0.035

0.032

0.026

0.026

0.021

0.015

0.014

Yield strain of tendons

(f p,0.1k / m) / (E p )

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

0.007

Prestrain in tendons

(

)

p,eff s / (E p )

Check for Yielding of Tendons Moment capacity of Section

MRd = Fp x (Dp - x/2)

MRd

Tendon yield s. Tendon yield s. Tendon yields. Tendon yield s. Tendon yields. Tendon yield s. Tendon yields. Tendon yield s. Tendon yield s. Tendon yield s. Tendon yield s. Tendon yield s. Tendon yield s. Tendon yields. Tendon yields.

kN-m

4373.9 > MEd

7828.0 > MEd

8964.1 > MEd

9759.0 > MEd

9884.4 > MEd

10626.7 > MEd

11026.4 > MEd

O.K.

O.K.

O.K.

O.K.

O.K.

O.K.

O.K.

11048.5 > MEd O.K.

11024.9 > MEd O.K.

10627.7 > MEd O.K.

9891.4 > MEd O.K.

9766.3 > MEd O.K.

8972.9 > MEd O.K.

7838.4 > MEd O.K.

4363.4 > MEd O.K.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





CH E C K

F OR

U L T I M A T E

ULS SHEAR CHECK FOR ULS-1 (FOR BASIC LOAD COMBINATION)


Right Anchor

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

1 .0 0 x G9 +

1 .3 5 x G1 +

1 .3 5 x G2 +

1 .7 5 x G3 +

1 .5 0 x Q1 +

SH E A R

(At infinity days ) 80 mm

Section under consideration

Unit 

Ultimate Design Shear Force

VEd

kN

Co-existing ULS Flexural Moment

MEd

kN-m Nos.

Total Nos. of Effective Stage-1 Cables Final Prestress Force in Stage-1 Cables Fp1 Total Nos. of Effective Stage-2 Cables Final Prestress Force in Stage-2 Cables Fp2 Total Nos. of Effective Strands Ap

Co-existing Tendon force NEd =Fp = Fp1 +Fp2

Fp = s,inf x (Fp1 + Fp2 )

0 .1 4 5 L S ec

0.000 m

1 .5 0 x Q2

Long Term Assuming neutral axis lies within the top flange

Considering Outer Diameter of sheathing

Total Area of prestress steel

0 .0 69 L Se c 0 .1 3 3 L S ec

Nos. of Cables at most unfavourab le level in the Section = L e ft A n ch o r . 0 .0 00 L Se c

1556.7

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec

1

Refer eq. 10.4 of IRC: 112-2010 for calculating bw,nom =bw - 0.5in case of Shear Check with Shear Reinf.)


Right Anchor

1556.7

1367.6

1166.2

1131.3

834.2

486.1

189.2

486.1

834.2

1131.3

1166.2

1367.6

1556.7

0.0

-4.6

2354.4

4048.7

4306.5

6287.4

7532.7

7969.4

7532.7

6287.4

4306.5

4048.7

2354.4

-4.6

0.0

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42

1.42 1679.3

kN

1639.6

1640.3

1647.9

1654.8

1656.6

1671.8

1690.6

1702.6

1714.1

1708.0

1694.1

1692.5

1686.6

1679.9

Nos.

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

2.83

kN

3478.36

3479.67

3497.06

3518.54

3522.88

3549.64

3575.36

3595.86

3616.20

3622.21

3613.48

3609.49

3590.02

3574.45

1556.7

2.83 3573.26

Nos.

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

4.25

mm

2

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

5034

kN

5117.98

5119.94

5144.95

5173.35

5179.46

5221.48

5265.99

5298.47

5330.30

5330.21

5307.55

5301.97

5276.61

5254.35

5252.58

with ( s,inf = 1.00 )

Smallest width of cross-section in tensile area

b

mm

700.00

700.00

700.00

275.00

275.00

275.00

275.00

275.00

275.00

275.00

275.00

275.00

700.00

700.00

700.00

E ff. Depth to centroi dof mai nR /f

d

mm

676.25

1163.90

1324.30

1436.52

1454.23

1559.03

1615.45

1618.58

1615.25

1559.17

1455.22

1437.55

1325.54

1165.37

674.76

Characteristic strength of concrete

f ck

MPa

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

45.00

Design value of conc. compression Strength

f cd

MPa

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

20.10

Mean Comp. Stress in Concrete at cg. of Sec.

cp

MPa

2.79

2.80

2.81

3.74

3.74

3.78

3.81

3.83

3.85

3.85

3.84

3.83

2.88

2.87

2.87

cp = NEd / A c <

0 . 2 f cd

Shear capacity without Design Shear Reinforcement Shear Resistance without Shear Reinforcement VRd,c = Allowance for size effect

Reinforcement ratio Long. Untensioned Reinf.(Asl )

Refer Cl. 10.3.2 of IRC: 112-2010 0.33

[ 0.12 K (80 x 1 x f ck )^

K =1 +(200/d) <2.0 1 =Asl /(bw x d) <0.02

+0.15 cp ] x bw x d

1.54

1.41

1.39

1.37

1.37

1.36

1.35

1.35

1.35

1.36

1.37

1.37

1.39

1.41

1.54

0.003

0.001

0.001

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.003

0.001

0.001

0.003

380.69

581.93

647.82

365.23

369.17

392.81

406.64

408.86

409.69

397.89

374.93

370.95

658.32

591.50

385.26

0.40

0.35

0.34

0.33

0.33

0.33

0.33

0.33

0.33

0.33

0.33

0.33

0.34

0.35

0.40

387.28

626.73

706.12

353.82

358.12

383.90

398.92

401.20

401.97

388.99

363.90

359.57

716.73

636.42

391.75 391.75

6 Nos.- 16 mmdia

VRd,c =

kN

min =0.031 (K) ^3/2 x (fck) ^1/2 (ref. eq. 10.3 of IRC:112) As per Eq. 10.1 of IRC;112-2011

VRd,c(min)

kN

VRd,c(min) =( min +0.15 x cp ) x bw x d Hence, adopted for VRd,c for C hecking VRd,c Check for R equirement for S hear R einforcement

kN

387.28

626.73

706.12

365.23

369.17

392.81

406.64

408.86

409.69

397.89

374.93

370.95

716.73

636.42

< VEd

< VEd

< VEd

< VEd

< VEd

< VEd

< VEd

> VEd

< VEd

< VEd

< VEd

< VEd

< VEd

< VEd

< VEd

R equired

R equired

R equired

R equired

R equired

R equired

R equired

Not R eqd.

R equired

R equired

R equired

R equired

R equired

R equired

R equired

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





Shear Capacity with Design Shear Reinforcement Smallest width of cross-section in tensile area b =bw - 0.5 

0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Refer Cl. 10.3.2 of IRC: 112-2010 660.00

660.00

660.00

235.00

235.00

235.00

235.00

235.00

235.00

235.00

235.00

235.00

660.00

660.00

660.00

Depth of Precast Girder Alone

Dgir

mm

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

1600.0

c.g. of Composite Section from Soffit

Yb

mm

1148.0

1148.0

1244.0

1244.0

1244.0

1244.0

1244.0

1244.0

1244.0

1244.0

1244.0

1148.0

1148.0

1148.0

Second Moment of Area of Precast Sec. alone

Ip

mm

1148.0 2.64E+11

2.64E+11

2.64E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.22E+11

2.64E+11

2.64E+11

2.64E+11

mm

4

Ic

mm

4

5.93E+11

5.93E+11

5.93E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

4.99E+11

5.93E+11

5.93E+11

5.93E+11

First Moment of Area of Precast Sec. alone

(Ay)p

mm

3

9.03E+07

9.03E+07

9.03E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

5.42E+07

9.03E+07

9.03E+07

9.03E+07

First Moment of Area of Composite Section

(AY)c

mm

3

4.61E+08

4.61E+08

4.61E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

3.62E+08

4.61E+08

4.61E+08

4.61E+08

Using Vertical Links for Shear Reinf.  =  /2

Cot ( )

0.00

0.00

0.00

0.00

0.00

400.00

400.00

400.00

400.00

400.00

Second Moment of Area of Composite Section

Shear Reinf. Design Strength

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

400.00

400.00

400.00

400.00

400.00

400.00

400.00

400.00

400.00

0.00

f ywd

MPa

400.00

Characteristic Tensile Strength 5% fractile

f ctk,0.05

MPa

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

2.30

Long term Verical Component of Prestress

VPd

kN

508.36

508.55

441.57

319.97

295.95

159.70

37.46

0.00

37.99

163.03

302.53

327.19

452.18

521.24

521.07

Design Shear on Precast Sec. before Composit

VEd,1

kN

748.635

748.635

625.142

524.218

506.675

357.744

180.446

3.148

180.446

357.744

506.675

524.218

625.142

748.635

748.635

Design Shear on Precast Sec. after Composite

VEd,2

kN

808.11

808.11

742.42

642.03

624.58

476.47

305.67

186.05

305.67

476.47

624.58

642.03

742.42

808.11

808.11

Design Mom. on Precast Sec. before Composit

MEd,1

kN-m

0.000

-4.584

1128.8

1988.0

2139.4

3217.2

4016.1

4288.6

4016.1

3217.2

2139.4

1988.0

1128.8

-4.6

0.0

Design Mom. on Precast Sec. after Composite

MEd,2

kN-m

0.00

0.0

1225.7

2060.8

2167.1

3070.2

3516.6

3680.8

3516.6

3070.2

2167.1

2060.8

1225.7

0.0

0.0


f t_gir

MPa

2.263

1.925

-0.782

-0.952

-1.319

-3.517

-4.743

-4.843

-4.806

-3.604

-1.377

-1.000

-0.825

1.959

2.307

At Bott. of Precast Girder

f b_gir f cp

MPa

7.833

8.203

11.199

17.628

18.041

20.530

21.998

22.226

22.307

21.028

18.577

18.155

11.550

8.475

8.095

MPa

3.837

3.699

2.603

3.182

2.988

1.833

1.206

1.179

1.226

1.876

3.063

f t_gir f b_gir

MPa

0.000

-0.013

3.287

7.004

7.537

11.335

14.149

15.109

14.149

11.335

7.537

7.004

3.287

-0.013

MPa

0.000

0.014

-3.554

-7.340

-7.899

-11.878

-14.827

-15.834

-14.827

-11.878

-7.899

-7.340

-3.554

0.014

0.000

f cp

MPa

0.000

-0.005

1.354

3.813

4.103

6.170

7.702

8.225

7.702

6.170

4.103

3.813

1.354

-0.005

0.000

Stress at top of precast girder due to M Ed,2

f t_gir

MPa

0.000

0.000

0.935

1.472

1.547

2.192

2.511

2.628

2.511

2.192

1.547

1.472

0.935

0.000

0.000

Stress at bottom of precast girder due to M Ed,2

f b_gir

MPa

0.000

0.000

-2.374

-5.142

-5.408

-7.661

-8.775

-9.185

-8.775

-7.661

-5.408

-5.142

-2.374

0.000

0.000

f cp

MPa

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

Resultant Stress at top of precast girder

f t_gir

MPa

2.263

1.912

3.440

7.524

7.766

10.010

11.917

12.894

11.854

9.923

7.708

7.476

3.396

1.946

2.307

Resultant Stress at bottom of precast girder

f b_gir f cp

MPa

7.833

8.217

5.271

5.146

4.734

0.991

-1.605

-2.793

-1.296

1.489

5.270

5.673

5.622

8.489

8.095

MPa

3.837

3.693

3.957

6.995

7.091

8.003

8.909

9.404

8.928

8.046

7.166

7.075

4.025

3.794

3.942

MPa

2.263

1.912

3.440

5.146

4.734

0.991

-1.605

-2.793

-1.296

1.489

5.270

5.673

3.396

1.946

2.307

MPa

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

-1.53

Cracked

Cracked

Stress due to Prestress after all losses

Stress due to prestress at Centroidal axis

3.262

2.671

3.800

3.942

Stress due to ultimate Moment (M Ed1) Stress at top of precast girder due to M Ed,1 Stress at bottom of precast girder due to M Ed,1 Stress due to M Ed,1 at Centroidal axis

0.000

Stress due to ultimate Moment (M Ed2)

Stress due to M Ed,2 at Centroidal axis Stress in Precast Beam due to (Prestress + MEd)

Resultant Stress at Centroidal axis Check for tension crack in the Section

Tensile stress in the Section Design value of conc. tensile strength (f ctk,0.05 / m )

f ctd

Section Type (Cracked/uncracked)

Uncracked. Uncracked. Uncracked. Uncracked. Uncracked. Uncracked.

-1.53

Uncracked. Uncracked. Uncracked. Uncracked. Uncracked. Uncracked. Uncracked.

S. Rastogi

Project


Designed by:

Client


Checked by:

--------

Job Nam e


Date & Rev.

25/05/2013 (R0)





0 .0 69 L Se c 0 .1 3 3 L S ec

0 .1 4 5 L S ec


Right Anchor

0.000 m

0.200 m

1.850 m

3.350 m

3.644 m

6.138 m

9.106 m

12.075 m

15.044 m

18.013 m

20.506 m

20.800 m

22.300 m

23.950 m

24.150 m

-0.200 m

0.000 m

1.650 m

3.150 m

3.444 m

5.938 m

8.906 m

11.875 m

14.844 m

17.813 m

20.306 m

20.600 m

22.100 m

23.750 m

23.950 m

Shear Reinforcement Provided mm

12

12

12

Nos.

2 legged

2 legged

2 legged

2 legged

2 legged

mm

@ 30 0 m m c/ c

@3 00 mm c /c

@3 00 mm c /c

@ 30 0 m m c/ c

@3 00 mm c /c

@3 00 mm c /c

@3 00 mm c /c

226

226

226

226

226

226

226

226

226

226

226

226

226

226

226

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

1820 1752 500

Strength Reduction Factor (ref eq 10.6 of IRC:11

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

0.51

Strength Reduction Factor (Cl. 10.3.1 of IRC:112

0.51 1.14

0.51 1.14

0.51 1.14

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.19

0.51 1.14

0.51 1.14

0.51 1.14

1048.39

1048.19

926.00

846.28

835.30

674.52

448.66

189.20

448.12

671.19

828.72

839.05

915.38

1035.50

1035.68

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

1576.80

11.66

11.66

13.21

5.35

5.43

6.73

10.13

24.04

10.16

6.78

5.49

5.42

13.40

11.84

11.84

Dia of S hear Stirrups Numbers of Legs of Link Reinf Spacing of Link Reinf. Provided

2

Asw D

Area of Shear Reinforcement Overall depth of Composite Girder

Depth of from comp. fiber Yield Strength of Shear Stirrups

mm mm

dt

mm

fyv

MPa

Allowance for the state of stress in compression chord cw Using Eq. 10.9 Effective Design Shear Force kN VEd - VPd Inner Lever Arm

Consider Conc. Strut Angle be cotØmin/max 1 max / min 



mm z cot + tan Using Eq. 10.8 2.5 taking VRd,s

12

12

12

12

2 legged

12

2 legged

12

2 legged

12

2 legged

@ 30 0 m m c/ c @3 00 mm c /c

12

2 legged

12

2 legged

@ 30 0 m m c/ c @3 00 mm c /c

12

2 legged

12

2 legged

@ 30 0 m m c/ c @3 00 mm c /c

12

2 legged

2 legged

@ 30 0 m m c/ c @ 30 0 m m c/ c

 is the smallest angle before

Hence,

cot

qual to VRd,max

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

2.50

concrete crushing starts.

Hence,



deg.

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

22.00

VRd,max

kN

4227.54

4214.02 >

Check for ULS Shear Resistance

s,reqd

Required spacing of Shear Reinf.

Ved - VPd

4214.21 >

Ve d - VPd

4216.73 >

Ved - VPd

1562.41 >

Ved - VPd

1562.70 >

Ved - VPd

1564.69

1566.80

1568.34

1569.84

1569.84

1568.77

1568.50

4229.96

4227.72

>

>

>

>

>

>

>

>

>

Ved - VPd

Ved - VPd

Ved - VPd

Ved - VPd

Ved - VPd

Ved - VPd

Ved - VPd

Ve d - VPd

Ved - VPd >

Ved - VPd

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

O.K..

mm

340.20

340.27

385.17

421.45

426.99

528.77

794.96

1885.12

795.90

531.39

430.38

425.08

389.63

344.44

344.38

s = Asw x z x f ywd x cot VEd - VPd) …. Eq. 10.7

Requirement of MinimumShear Reinforcement Min.Shear Reinf. Ratio (0.072 x (fck) 0.5 /fyw ) Max.Spacin g of Shear Reinf.= 0.75d (1+ cot)

Adopted Spacing for Shear Links

w,min

Using Eq. 10.20

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

0.0010

sl,max

mm

507.19

872.93

993.22

1077.39

1090.68

1169.27

1211.59

1213.93

1211.44

1169.38

1091.42

1078.16

994.15

874.03

506.07

s

mm

300.00

300.00

300.00

400.00

400.00

500.00

700.00

700.00

500.00

Reqd..

Reqd..

Reqd..

1200.00

400.00

400.00

300.00

300.00

300.00

Check for Web Shear Crackin g for Uncracked Section (Refer Cl. 12.3.5 of IRC:112-2011) Requirement of Check a. Check at the Composite section Centroid Direct stress at Section c1

Reqd..

Reqd..

Reqd..

Not Reqd.

Not Reqd.

Reqd..

Reqd..

Reqd..

Reqd..

Reqd..

Reqd..

Reqd..

MPa

3.84

3.69

3.96

6.99

7.09

8.00

8.93

8.05

7.17

7.07

4.03

3.79

3.94

Shear stress at Composite centroid due to VEd1

Ed1

MPa

0.366

0.366

0.305

0.466

0.451

0.318

0.160

0.318

0.451

0.466

0.305

0.366

0.366

Ed2

MPa

0.898

0.898

0.825

1.694

1.648

1.257

0.807

1.257

1.648

1.694

0.825

0.898

0.898

Using s1 =VEd1 x (Ay)p / (Ip x b) Shear stress at Composite centroid due to VEd

Using s2 =VEd2 x (Ay)c / (Ic x b) Total Shear Stress

Ed1

From Mohr's Circle sqrt[Ed^2 +(c1-c0)^2] Larger Principal stress Smaller Principal stress

+

Ed2

center radius

3 = Min. of 0.6 fck & 1 =

Conc. tensile strength prior to cracking f ctb =[ - 0.8 x (3 / f ck) ] x f ctk,0.05

Ed

MPa

1.26

1.26

1.13

2.16

2.10

1.58

0.97

1.58

2.10

2.16

1.13

1.26

1.26

c0

MPa

1.92

1.85

1.98

3.50

3.55

4.00

4.46

4.02

3.58

3.54

2.01

1.90

1.97

MPa

2.30

2.24

2.28

4.11

4.12

4.30

4.57

4.32

4.15

4.14

2.31

2.28

2.34

c0

+

r

MPa

c0

-

r

MPa

4.22 -0.38

4.08 -0.39

4.26 -0.30

7.61 -0.61

7.67 -0.57

8.30 -0.30

9.03 -0.10

8.34 -0.30

7.74 -0.57

7.68 -0.61

4.32 -0.30

4.18 -0.38

4.31 -0.37

1.96

1.98

1.99

2.12

2.13

2.12

r

f ctb

Check for Min. Longitudinal Reinforcement in the Girder

MPa

2.13

2.13

2.13

1.99

1.99

1.96

1.93

 

 

 

 

 

 

 

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

  Not Reqd.

 

 

 

 

 

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

Not Reqd.

PSC Girder 23.75

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