psc box shear design (p 213-228)

7/31/2019 Psc Box Shear Design (P 213-228)

1/16

DL FPDL SIDL LL FPLL DL FPDL SIDL LL FPLL

91 0 36 62 0 171 0 76 131 0

134 0 45 72 0 596 0 228 371 0

105 0 32 48 0 962 0 347 542 0

116 0 34 47 0 1391 0 481 722 0

130 0 36 48 0 1888 0 630 911 0

144 0 38 47 0 2456 0 795 1105 0

159 0 40 47 0 3098 0 974 1307 0

175 0 42 46 0 3819 0 1168 1514 0

192 0 43 45 0 4625 0 1377 1730 0

171 0 40 64 0 3504 0 1023 1320 0

151 0 37 61 0 2842 0 851 1104 0

134 0 35 54 0 2263 0 695 974 0

118 0 33 46 0 1761 0 553 843 0

104 0 30 39 0 1324 0 426 712 0

91 0 27 37 0 950 0 315 581 0

78 0 24 34 0 637 0 218 451 0

92 0 30 54 0 381 0 137 319 0

69 0 24 58 0 181 0 70 187 0

section 14

section 15

section 17

section 26

section 22

section 23

section 24

section 25

section 18

section 19

section 21

1.25*(DL+FPDL) + 2.0*(SIDL) + 2.5*(LL+FPLL)

corr moment in tm

section 7

section 8

section 9

section 10

calculation of ultimate shear, corresponding ultimate moment and ultimate torsion

shear force in ton

section / load

ultimate shear in ton ultimate moment in tm

9088

341

438

315

331

section 11

section 12

section 13

355

374

396

693

2129

3252

4506

5898

7423

418

439

454

415

10895

12860

9726

8015

6654

5415

4287

373

329

288

3270

2360

1548

834

231

310

279

260


2/16

1.25*(DL+FPDL) + 2.0*(SIDL) + 2.5*(LL+FPLL)

DL FPDL SIDL LL FPLL

0 0 0 46 0

0 0 0 52 0

0 0 0 34 0

0 0 0 33 0

0 0 0 32 0

0 0 0 32 0

0 0 0 31 0

0 0 0 29 0

0 0 0 27 00 0 0 46 0

0 0 0 44 0

0 0 0 40 0

0 0 0 34 0

0 0 0 29 0

0 0 0 28 0

0 0 0 24 0

0 0 0 36 0

0 0 0 40 0

85

73

70

60

90

100

0

0

0

0

0

73

68115

110

100

0

00

0

0

0

130

0

section 9

section 10

section 11

section 12

section / load

section 7

section 8

115

section 13

torsion in tm

CENTRIFUGAL

0

0

0

0

0

0

78

ultimate torsion in tm

80

80

85

83

section 14

section 15section 17

section 18

section 24

section 25

section 26

section 19

section 21

section 22

section 23


3/16

grade of concrete = M 40

ton ton m m m4 m2 m m m t/m2 t/m2 ton ton

0.0 621.0 2.100 0.8750 1.941 3.382 0.70 0 0.70 142.7 183.6 209.7 209.7

0.0 1064.7 2.100 0.8750 1.941 3.382 0.70 0 0.70 165.8 314.8 243.8 243.8

0.0 1506.2 2.429 1.0179 2.807 3.613 0.70 0 0.70 181.8 416.9 309.2 309.2

0.0 1523.1 2.757 1.1630 3.863 3.842 0.70 0 0.70 178.8 396.4 345.0 345.0

0.0 1757.6 3.086 1.3107 5.127 4.073 0.70 0 0.70 184.0 431.5 397.5 397.5

0.0 1997.2 3.414 1.4597 6.604 4.302 0.70 0 0.70 188.8 464.2 451.2 451.2

43.5 2214.5 3.743 1.6107 8.317 4.532 0.70 0 0.70 192.3 488.6 503.8 538.6

50.2 2422.9 4.071 1.7625 10.267 4.762 0.70 0 0.70 195.1 508.8 556.1 596.2

0.0 2803.8 4.400 2.1255 14.684 5.544 0.70 0 0.70 194.7 505.7 599.7 599.7

0.0 2812.5 4.400 2.1255 14.684 5.544 0.70 0 0.70 194.9 507.3 600.4 600.4

93.7 2417.1 4.071 1.7625 10.267 4.762 0.70 0 0.70 195.0 507.6 555.6 630.6

0.0 1790.1 3.743 1.6107 8.317 4.532 0.70 0 0.70 178.5 395.0 467.8 467.8

0.0 1545.2 3.414 1.4182 6.153 3.723 0.50 0 0.50 181.6 415.0 309.9 309.9

0.0 1528.6 3.086 1.2743 4.808 3.559 0.50 0 0.50 183.7 429.5 283.5 283.5

0.0 1295.6 2.757 1.1320 3.648 3.395 0.50 0 0.50 176.5 381.6 243.3 243.3

0.0 1281.5 2.429 0.9923 2.671 3.231 0.50 0 0.50 178.8 396.6 217.1 217.1

0.0 856.5 2.100 0.8549 1.862 3.066 0.50 0 0.50 159.9 279.4 167.9 167.9

70.6 417.3 2.100 0.8549 1.862 3.066 0.50 0 0.50 133.3 136.1 139.9 196.4

section 18

section 24

section 25

section 26

section 19

section 21

section 22

section 23

section 14

section 15

section 17

section

Vco' =

Vco +

0.8*verti

compo of

prestress

value of b

as per

IRC cl

14.1.2

Vco/bD as

per IRC cl

14.1.2

value of

fcp as per

IRC cl

14.1.2

Vco

section 7

section uncracked in flexure

vertical

compo of

prestress

after all

losses

horizontal

compo of

prestress

after all

losses

overall

depth of

section

neutral

axis depth

from top

moment

of inertiaarea

total web

thickness

total I.D of

sheathing

for

reduction

in web

section 8

section 9

section 10

section 11

section 12

section 13


4/16

t/m2 m ton tm m m m4 m2 tm ton m m ton ton ton

sec 7 390.7 top 0.135 341 693 2.100 0.8750 1.941 3.382 1212.2 595.8 1.965 0.70 628.0 209.7 209.7 uncrack

sec 8 663.8 top 0.148 438 2129 2.100 0.8750 1.941 3.382 1696.7 348.8 1.952 0.70 380.7 243.8 243.8 uncrack

sec 9 889.8 top 0.152 315 3252 2.429 1.0179 2.807 3.613 2608.4 252.9 2.277 0.70 290.2 309.2 290.2 crack

sec 10 860.0 top 0.152 331 4506 2.757 1.1630 3.863 3.842 3062.3 224.6 2.605 0.70 267.3 345.0 267.3 crack

sec 11 952.0 top 0.152 355 5898 3.086 1.3107 5.127 4.073 3894.3 234.1 2.934 0.70 282.1 397.5 282.1 crack

sec 12 1032.6 top 0.172 374 7423 3.414 1.4597 6.604 4.302 4796.3 241.3 3.242 0.70 294.5 451.2 294.5 crack

sec 13 1084.9 top 0.229 396 9088 3.743 1.6107 8.317 4.532 5689.9 248.1 3.514 0.70 305.7 538.6 305.7 crack

sec 14 1145.1 top 0.273 418 10895 4.071 1.7625 10.267 4.762 6699.7 256.9 3.798 0.70 319.1 596.2 319.1 crack

sec 15 1232.8 top 0.348 439 12860 4.400 2.1255 14.684 5.544 8430.2 287.4 4.052 0.70 353.8 599.7 353.8 crack

sec 17 1236.7 top 0.348 454 9726 4.400 2.1255 14.684 5.544 8451.8 394.3 4.052 0.70 460.7 600.4 460.7 crack

sec 18 1124.3 top 0.294 415 8015 4.071 1.7625 10.267 4.762 6602.8 342.1 3.777 0.70 404.0 630.6 404.0 crack

sec 19 893.8 top 0.172 373 6654 3.743 1.6107 8.317 4.532 4900.5 274.3 3.571 0.70 332.8 467.8 332.8 crack

sec 21 867.0 top 0.149 329 5415 3.414 1.4182 6.153 3.723 4024.2 244.1 3.265 0.50 282.3 309.9 282.3 crack

sec 22 885.3 top 0.149 288 4287 3.086 1.2743 4.808 3.559 3555.0 238.4 2.937 0.50 272.8 283.5 272.8 crack

sec 23 777.1 top 0.148 260 3270 2.757 1.1320 3.648 3.395 2757.6 219.5 2.609 0.50 250.0 243.3 243.3 uncrack

sec 24 798.4 top 0.148 231 2360 2.429 0.9923 2.671 3.231 2349.3 229.5 2.281 0.50 256.2 217.1 217.1 uncrack

sec 25 556.1 top 0.151 310 1548 2.100 0.8549 1.862 3.066 1478.3 296.1 1.949 0.50 318.9 167.9 167.9 uncrack

sec 26 247.1 top 0.294 279 834 2.100 0.8549 1.862 3.066 940.0 314.8 1.806 0.50 336.0 196.4 196.4 uncrack

net shear

resistance

Vc (min of

Vcr &

Vco)

remark

section cracked in flexure

dist from

extreme

compressi

on fibre to

CG of

cable db

value of b

as per

IRC

Vcr

Vco' =

Vco +

verti

compo of

prestress

overall

depth of

section

neutral

axis depth

from top

moment

of inertiaarea

value of

Mt as per

IRC

Mt*V/Msection

fpt as per

IRC (max

comp

stress

after all

losses)

tensile

face at

dist

between

cable CG

and

extreme

tension

fibre

ultimate

shear

force V

corr

ultimate

moment

M


5/16

2.8

1.9

1.41.4

1.4

1.9

1.9

1.9

1.9

1.4

4.8

1.00.3

0.4

0.4

4.8

2.8

1.4

1.4

1.4

1.4

1.4

1.7

1.3

0.0

0.2

0.7

1.9

1.9

1.9

1.9

1.9

1.4336304

271

238

205

205

0.50

0.50

0.50

0.50

0.50

402

435

435

402

369

0.70

0.70

0.70

0.70

0.70

0.5046.214.7

17.0

13.4

142.1

82.8

272.8

243.3

217.1

167.9

196.4

98.6

84.7

0.0

11.3

39.7

319.1

353.8

460.7

404.0

332.8

282.3329288

260

231

310

279

section 22

section 23

section 24

section 25

section 26

418

439

454

415

373

section 14

section 15

section 17

section 18

section 19

section 21

calculation of shear reinforcement

section

design ultimate shear

force V

net shear resistance

Vc

net design shear =V-

Vcvalue of b as per IRC

dt =(overall depth -

5cm)

min Ast /m length in

each face of web as

per cl 14.1.4

Ast req per m length

for V-Vc in each face

of web as per cl

14.1.4

Ast to be provided

per m length in each

face of web

cm cm2 cm2 cm2ton ton ton m

section 13

341

438

315331

355

374

396

section 7

section 8

290.2267.3

section 11

section 12

section 9section 10

282.1

294.5

305.7

131.0

193.7

25.163.2

72.4

79.0

90.6

209.7

243.8

0.70

205

205

238271

304

336

369

0.70

0.70

1.9

1.9

1.91.9

0.70

0.70

0.700.70

4.4

6.5

1.91.9

4.4

6.5

0.71.6

1.9

1.9

1.9

1.9

1.9

1.9

1.7

1.6

1.7


6/16

see cl 14.2.3.3

tm m m m m m m m2 m

115 2.65 2.65 0.24 0.24 0.35 1.86 4.9 9.0130 2.65 2.65 0.24 0.24 0.35 1.86 4.9 9.0

85 2.65 2.65 0.24 0.24 0.35 2.19 5.8 9.7

83 2.65 2.65 0.24 0.24 0.35 2.52 6.7 10.3

80 2.65 2.65 0.24 0.24 0.35 2.85 7.5 11.0

80 2.65 2.65 0.24 0.24 0.35 3.17 8.4 11.6

78 2.65 2.65 0.24 0.24 0.35 3.50 9.3 12.3

73 2.65 2.65 0.24 0.24 0.35 3.83 10.2 13.0

68 2.65 2.65 0.24 0.48 0.35 4.04 10.7 13.4

115 2.65 2.65 0.24 0.48 0.35 4.04 10.7 13.4

110 2.65 2.65 0.24 0.24 0.35 3.83 10.2 13.0

100 2.65 2.65 0.24 0.24 0.35 3.50 9.3 12.3

85 2.75 2.75 0.24 0.24 0.25 3.17 8.7 11.8

73 2.75 2.75 0.24 0.24 0.25 2.85 7.8 11.2

70 2.75 2.75 0.24 0.24 0.25 2.52 6.9 10.5

60 2.75 2.75 0.24 0.24 0.25 2.19 6.0 9.9

90 2.75 2.75 0.24 0.24 0.25 1.86 5.1 9.2

100 2.75 2.75 0.24 0.24 0.25 1.86 5.1 9.2

torsional effect

section 24

section 25

section 26

ultimate

torsion

section 19

section 21

section 22

section 23

section 14

section 15

section

section 7section 8

section 9

section 17

section 18

section 10

section 11

section 12

section 13

avr

thickness

of web

c/c

distance

between

top and

bottom

slab

area

enclosed

Ao

perimeter

of area Ao

c/c

distance

between

web at top

c/c

distance

between

web at

bottom

avr

thickness

of deck

slab

within web

portion

avr

thickness

of bottom

slab


7/16

FOR WEB : FOR BOTTOM SLAB :

m m2 tm t/m2 t/m2 m m2 tm t/m2 t/m2

0.35 4.9 115 33.3 42.9 0.24 4.9 115 48.6 42.9

0.35 4.9 130 37.7 42.9 0.24 4.9 130 54.9 42.9

0.35 5.8 85 20.9 42.9 0.24 5.8 85 30.5 42.9

0.35 6.7 83 17.7 42.9 0.24 6.7 83 25.8 42.9

0.35 7.5 80 15.2 42.9 0.24 7.5 80 22.1 42.9

0.35 8.4 80 13.6 42.9 0.24 8.4 80 19.8 42.9

0.35 9.3 78 11.9 42.9 0.24 9.3 78 17.4 42.9

0.35 10.2 73 10.2 42.9 0.24 10.2 73 14.9 42.9

0.35 10.7 68 9.0 42.9 0.48 10.7 68 6.6 42.9

0.35 10.7 115 15.3 42.9 0.48 10.7 115 11.2 42.9

0.35 10.2 110 15.5 42.9 0.24 10.2 110 22.6 42.9

0.35 9.3 100 15.4 42.9 0.24 9.3 100 22.4 42.9

0.25 8.7 85 19.5 42.9 0.24 8.7 85 20.3 42.90.25 7.8 73 18.5 42.9 0.24 7.8 73 19.3 42.9

0.25 6.9 70 20.2 42.9 0.24 6.9 70 21.1 42.9

0.25 6.0 60 19.9 42.9 0.24 6.0 60 20.8 42.9

0.25 5.1 90 35.2 42.9 0.24 5.1 90 36.7 42.9

0.25 5.1 100 39.1 42.9 0.24 5.1 100 40.7 42.9

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.00.0

0.0

0.0

0.0

0.0

section 13 0.0 section 13

torsional Ast /m

length in each face of

web as per cl 14.2.2

and 14.2.3.3

cm2

section 7

section 8

section 9

section 10

section 11

section 12

torsional reinforcement and stresses

sectionhwo Ao

torsional

moment

torsional

shear

stress Vt

Vtc as per

table 7Ao

torsional

moment

torsional

shear

stress Vt

hwo

section 8

section 11

0.0

0.0

0.0

0.0

section 9

section 10

0.0

Vtc as per

table 7

torsional Ast /m

length in each face of


and 14.2.3.3

cm2

section 7 3.2

0.0

0.0

section 12 0.0

3.7

section 14

section

section 19


section 23

section 14

section 15

section 17

section 18

section 15

section 17

section 18

section 19

section 21

section 23

section 22

section 24

section 25

section 26

section 24

section 25

section 26

0.0

0.00.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0


8/16

DECK SLAB : INNER FACE OF WEB DECK SLAB : END OF HAUNCH AND C/L OF SYMM.

m m2 tm t/m2 t/m2 m m2 tm t/m2 t/m2

0.34 4.9 115 34.3 42.9 0.19 4.9 115 61.5 42.9

0.34 4.9 130 38.8 42.9 0.19 4.9 130 69.5 42.9

0.34 5.8 85 21.6 42.9 0.19 5.8 85 38.6 42.9

0.34 6.7 83 18.2 42.9 0.19 6.7 83 32.6 42.9

0.34 7.5 80 15.6 42.9 0.19 7.5 80 28.0 42.9

0.34 8.4 80 14.0 42.9 0.19 8.4 80 25.1 42.9

0.34 9.3 78 12.3 42.9 0.19 9.3 78 22.0 42.9

0.34 10.2 73 10.5 42.9 0.19 10.2 73 18.8 42.9

0.34 10.7 68 9.3 42.9 0.19 10.7 68 16.6 42.9

0.34 10.7 115 15.8 42.9 0.19 10.7 115 28.3 42.9

0.34 10.2 110 15.9 42.9 0.19 10.2 110 28.6 42.9

0.34 9.3 100 15.9 42.9 0.19 9.3 100 28.4 42.9

0.34 8.7 85 14.3 42.9 0.19 8.7 85 25.7 42.9

0.34 7.8 73 13.6 42.9 0.19 7.8 73 24.4 42.9

0.34 6.9 70 14.9 42.9 0.19 6.9 70 26.6 42.9

0.34 6.0 60 14.7 42.9 0.19 6.0 60 26.3 42.90.34 5.1 90 25.9 42.9 0.19 5.1 90 46.4 42.9

0.34 5.1 100 28.8 42.9 0.19 5.1 100 51.5 42.9

0.00.0

0.0

section 25

2.7

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

0.0

2.4

section 23

section 24

section 26

0.0

0.0

0.0

0.0

0.0

0.0

0.0


section 26

section 14

section 15

section 17

section 18

section 19

section 21

section 22

section 14 0.0

sectionhwo Ao

torsional

moment

section 8 0.0

section 19

section 21

section 22

section 23

section 15

section 17

section 18

section 9 0.0

Vtc as per

table 7

torsional Ast /mlength in each face of


and 14.2.3.3

cm2

section 7 0.0

torsional

shear

stress Vt

section 10 0.0

section 13 0.0

section 11 0.0

section 12 0.0

torsional Ast /mlength in each face of


and 14.2.3.3

cm2

section 7 3.2

Aotorsional

moment

torsional

shear

stress Vt

Vtc as per

table 7sectionhwo

3.7

section 9 0.0

section 10 0.0

section 8

0.0

section 12 0.0

section 13 0.0

section 11


9/16

see cl 14.2.3.3 we are conservatively providing longitudinal reinforcement for max torsional reinforcement

total no of distribution faces for longitudinal reinforcement 8 max torsional moment 130 tm

Asl per face = (T/8*Ao*0.87fy) *(0.5* perimeter of Ao) enclosed area Ao 4.9 m2

perimeter of area Ao 9.0 m

total longi r/f for said torsion Asl req on each face of web, deck slab and bottom slab 4.1 cm2

2.22.65 0.64 4.1

design reinforcement on each

face per m length of the member

bottom slab

1.86 0.65 4.1 4.9 cl 15.3 2.6

5.7 cl 15.4 (ii)

max r/f due to torsion

on each face as

above

cm2 cm2

referencemembermin Ast on each face

cm2

total length of

membertotal area of member

m m2

2.65 0.64

web

deck slab 4.1 5.7 2.2cl 15.4 (i)

calculation of longitudinal reinforcement


10/16

m m m m ton ton t/m2 t/m2 t/m2 t/m2

1.965 1.680 1.965 0.70 341 uncrack 0.0 247.7 33.3 281.1 479.6 safe

1.952 1.680 1.952 0.70 438 uncrack 0.0 320.2 37.7 357.9 479.6 safe

2.277 1.943 2.277 0.70 315 crack 0.0 197.8 20.9 218.7 479.6 safe

2.605 2.206 2.605 0.70 331 crack 0.0 181.2 17.7 198.9 479.6 safe

2.934 2.469 2.934 0.70 355 crack 0.0 172.6 15.2 187.8 479.6 safe

3.242 2.731 3.242 0.70 374 crack 0.0 164.6 13.6 178.2 479.6 safe

3.514 2.994 3.514 0.70 396 crack 0.0 161.1 11.9 173.0 479.6 safe

3.798 3.257 3.798 0.70 418 crack 0.0 157.1 10.2 167.3 479.6 safe

4.052 3.520 4.052 0.70 439 crack 0.0 154.6 9.0 163.6 479.6 safe

4.052 3.520 4.052 0.70 454 crack 0.0 160.0 15.3 175.3 479.6 safe

3.777 3.257 3.777 0.70 415 crack 0.0 157.1 15.5 172.5 479.6 safe

3.571 2.994 3.571 0.70 373 crack 0.0 149.0 15.4 164.4 479.6 safe3.265 2.731 3.265 0.50 329 crack 0.0 201.2 19.5 220.7 479.6 safe

2.937 2.469 2.937 0.50 288 crack 0.0 195.8 18.5 214.3 479.6 safe

2.609 2.206 2.609 0.50 260 uncrack 0.0 199.5 20.2 219.7 479.6 safe

2.281 1.943 2.281 0.50 231 uncrack 0.0 202.1 19.9 222.0 479.6 safe

1.949 1.680 1.949 0.50 310 uncrack 0.0 318.1 35.2 353.3 479.6 safe

1.806 1.680 1.806 0.50 279 uncrack 56.5 246.7 39.1 285.8 479.6 safesection 26


section 22

section 23

section 24

section 25

section 18

section 15

section 17

section 13

shear

governing

criteria

section 9

section 10

section 11

section 12

max

allowable

stress as

per

table_6

section 7

section 14

max shear stress and section checking

section

dist

between

top of

deck and

CG of

cable db

0.8*overal

l depth cl

14.1.5

value of

db cl

14.1.5

value of b

cl 14.1.2

ultimate

shear

force Vremark

relief due

to verti

compo of

prest. cl

14.1.5 &

14.12

section 8

total

shear

stress

(V+Vt)

net shear

stress due

to ultimate

shear V

torsional

shear

stress due

to Vt


11/16

section 21

section 22

section 14

section 15

section 17

section 18

section 19

section 9top face

bottom face

top face

" ---------- do ---------- "

" ---------- do ---------- "

" 12tor@100c/c " = 11.3 cm2

" 10tor@200c/c " = 3.92 cm2

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

total reinforcement in deck slab : INNER FACE OF WEB

location

r/f due to transverse

analysisr/f due to torsion

cm2 cm2 cm2 cm2 cm2

total r/f req as per

design

min r/f as per

cl_15.4(i)required r/f

section 7

section 8top face 7.70 0.0

bottom face 0.06 0.0

3.1 7.77.7


top face 7.70 0.0

0.1 3.1 3.1

0.1 3.1 3.17.7 3.1 7.7

7.7

0.1

3.1

7.70 0.0


7.7

section 10

section 11

section 12

3.1 7.7

" ---------- do ---------- "

0.1 3.1 3.1

" ---------- do ---------- "

section 13

0.067.700.06

top face

bottom facetop face

bottom facetop face

bottom face

0.0

0.0

0.00.00.0

7.70

0.067.700.06

7.70

3.13.13.1

7.70.17.7

0.1

7.7

3.17.73.1

7.70.1

3.1

3.13.13.1

" ---------- do ---------- "

7.7

3.17.73.1

7.73.1

7.73.1

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

provided r/f

section 23

section 24

section 25

section 26

0.0

0.00.0

top facebottom face

top face

bottom face

top facebottom face

top facebottom face

top face

bottom facetop facebottom face

top facebottom face

top facebottom face

7.700.06

7.700.06

top facebottom face

top facebottom face

top facebottom face

7.700.06

7.700.06

7.700.067.70

0.06

0.0

0.0

7.700.067.700.06

7.70

0.067.700.06

0.00.0

0.00.00.00.0

7.7

0.1

0.00.00.00.0

0.0

0.00.00.0

7.70.1

7.70.17.70.1

7.70.1

7.70.1

0.00.0

0.00.0

0.00.0

3.1

3.1

7.70.17.70.1

7.7

0.17.70.1

3.1

3.13.13.1

3.13.1

3.13.13.13.1

7.73.1

7.73.1

7.73.1

7.7

3.1

3.13.1

3.13.1

3.13.1

3.13.13.13.1

7.73.17.73.1

7.7

3.17.73.1

7.73.1

7.70.1

7.700.06


12/16

6.9

4.27.14.27.1

6.69.8

4.27.14.29.61.7

1.71.71.7

4.27.14.2

7.14.27.1

1.71.71.7

1.71.71.7

9.66.69.86.9

1.71.7

1.71.71.71.7

4.27.1

7.1

4.27.14.20.0

2.42.42.72.7

7.14.2

7.14.27.1

0.00.00.00.0

0.00.0

0.00.00.0

0.00.00.0

4.187.124.187.124.18

0.00.0

0.00.00.0

4.187.124.187.12

4.187.12

4.187.124.18

7.124.187.12

bottom facetop face

bottom facetop face

bottom face

7.124.18

7.124.187.12

bottom facetop face

bottom facetop face

bottom facetop face

bottom facetop face

bottom face

top facebottom face

top face

section 22

section 23

section 24

section 25

section 26

top facebottom face

top facebottom facetop face

section 14

section 15

section 17

section 18

section 19

section 21

4.2

7.14.27.14.2

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

7.14.2

" ---------- do ---------- "

" ---------- do ---------- "

4.2 1.7 4.2

1.71.7

1.71.71.71.7

" ---------- do ---------- "


bottom face 4.18 0.07.1 1.7

" ---------- do ---------- "

4.2 1.7 4.27.1

7.14.2

7.14.27.1

" ---------- do ---------- "


bottom face 4.18 0.07.1 1.7

" ---------- do ---------- "

4.2 1.7 4.27.1

" ---------- do ---------- "


bottom face 4.18 0.07.1 1.7

" ---------- do ---------- "

4.2 1.7 4.2

7.1" ---------- do ---------- "


bottom face 4.18 0.07.1 1.7

7.1

" ---------- do ---------- "4.2 1.7 4.2

7.1

" ---------- do ---------- "7.1



" ---------- do ---------- "7.8 1.7 7.8

1.7

10.8 1.7 10.8section 8

top face 7.12 3.7bottom face 4.18 3.7

1.7 10.4 " 12tor@100c/c " = 11.3 cm2

bottom face 4.18 3.2 7.4 1.7 7.4 12tor@200+10tor@200=9.57 cm2

cm2 cm2 cm2 cm2 cm2

section 7top face 7.12 3.2 10.4

total reinforcement in deck slab : END OF HAUNCH AND C/L OF SYMM.

location




design

min r/f as per


provided r/f
mailto:12tor@200+10tor@200=9.57%20cm2mailto:12tor@200+10tor@200=9.57%20cm2


13/16

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

6.0 3.5 6.0" ---------- do ---------- "

0.0 3.5 3.5section 13


6.0 3.5 6.0" ---------- do ---------- "

0.0 3.5 3.5section 12


6.0 3.5 6.00.0 3.5 3.5



6.0 3.5 6.00.0 3.5 3.5

0.0 3.5 3.5section 10


6.0 3.5 6.0section 9

top face 6.04 0.0


0.0 3.5 3.56.0 3.5 6.0



0.06.0 3.5 6.0 " 12tor@100c/c " = 11.3 cm20.0 3.5 3.5 " 10tor@200c/c " = 3.92 cm2

cm2 cm2 cm2 cm2


bottom face 0.00

total reinforcement in deck slab : CANTILEVER SLAB AT WEB FACE

location




design

min r/f as per


provided r/f

cm2

section 14

section 15

section 17

section 18

section 26

top facebottom face

top facebottom facetop face

bottom facetop face

section 19

section 21

bottom facetop face

bottom facetop face

section 24

section 25

section 22

section 23bottom face

top facebottom face

top face

bottom face

top facebottom face

top face

bottom facetop face

bottom face

6.040.00

6.040.006.04

0.006.04

0.006.04

0.006.040.006.04

0.00

0.00.0

0.00.00.0

0.00.0

0.00

6.04

0.00.00.00.0

0.006.04

0.006.04

0.00

6.04

6.0

0.06.0

0.0

0.00.0

0.0

0.00.00.0

6.0

0.0

6.00.06.0

0.00.0

6.00.0

0.0

0.06.00.06.0

3.53.5

3.53.5

3.5

6.00.0

6.00.03.5

3.5

3.5

3.5

3.53.53.5

3.53.5

6.0

3.5

3.53.53.53.5

3.56.03.56.0

6.03.5

6.03.56.0

3.5

3.5

6.03.56.0

3.5

6.03.56.0

3.5

3.53.53.5

0.06.00.0

0.00.0

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

3.56.0


14/16

2.0 3.6 3.61.8 3.6 3.6



2.0 3.6 3.61.8 3.6 3.6



2.0 3.6 3.61.8 3.6 3.6



2.0 3.6 3.61.8 3.6 3.6



0.0

2.0 3.6 3.6 " 12tor@200c/c "

1.8 3.6 3.6 = 5.65 cm2 both face

5.7 3.6 5.7


bottom face 1.76

5.4 3.6 5.4section 8


5.3 3.6 5.3 " 12tor@100c/c "

5.0 3.6 5.0 = 11.3 cm2 both facesection 7

top face 2.03 3.2



design

min r/f as per

cl_15.4(ii)required r/f

provided r/f

cm2cm2 cm2 cm2 cm2

section 14

section 21

section 22

section 23

section 24

section 15

section 17

section 18

section 19

section 25

section 26

top face

bottom face

top facebottom face

top face

bottom facetop face

bottom face

2.03

1.76

top facebottom face

top face

bottom face

top face

bottom facetop facebottom face

2.03

1.76

2.031.762.03

1.76

2.03

1.76

2.031.76

top face

bottom face

top face

bottom face

top facebottom face

0.0

0.0

2.031.76

2.03

1.76

2.03

1.762.031.76

0.0

0.0

0.00.00.0

0.02.0

1.8

0.00.0

0.0

0.0

0.0

0.00.00.0

2.0

1.8

2.01.82.0

1.8

2.0

1.8

2.01.8

0.0

0.0

0.0

0.0

0.00.0

3.6

3.6

2.01.8

2.0

1.8

2.0

1.82.01.8

3.6

3.6

3.63.6

3.6

3.6

7.27.27.2

7.23.6

3.6

3.63.6

3.6

3.6

3.6

3.63.63.6

3.6

3.6

3.63.6

3.6

3.6

7.27.27.2

7.2

3.63.6

3.6

3.6

3.6

3.63.63.6

3.6

3.6

2.0

1.8

2.03

1.76

3.6

3.6

" 12tor@200c/c "

= 5.65 cm2 both face

total reinforcement in bottom slab

location



" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" 12tor@100c/c "= 11.3 cm2 both face

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "


15/16

cm2 cm2 cm2 cm2 cm2 cm2

2.15 4.4 0.0 6.6 3.2 6.6

2.15 6.5 0.0 8.7 3.2 8.7

2.21 1.9 0.0 4.1 3.2 4.1

2.21 1.9 0.0 4.1 3.2 4.1

2.17 1.9 0.0 4.1 3.2 4.12.17 1.9 0.0 4.1 3.2 4.1

2.11 1.9 0.0 4.0 3.2 4.0

2.11 1.9 0.0 4.0 3.2 4.0

2.10 1.9 0.0 4.0 3.2 4.0

2.10 1.9 0.0 4.0 3.2 4.0

2.11 1.9 0.0 4.0 3.2 4.0

2.11 1.9 0.0 4.0 3.2 4.0

2.71 1.4 0.0 4.1 2.3 4.1

2.88 1.4 0.0 4.3 2.3 4.3

2.88 1.4 0.0 4.3 2.3 4.3

3.03 1.4 0.0 4.4 2.3 4.43.03 4.8 0.0 7.8 2.3 7.8

3.03 2.8 0.0 5.8 2.3 5.8

" ---------- do ---------- "

" 12tor@200c/c " = 5.65 cm2

" ---------- do ---------- "

" ---------- do ---------- "" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

section 26 outer face

r/f due to

trans

analysis

r/f due to

shear



outer faceouter face


section 22

section 23

outer face

outer face

section 19

section 21

outer face

outer face


section 17

section 18

outer face

outer face



required

r/f

r/f due to

torsion

total r/f

req as per

design

" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2section 7


outer face

" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

section 14

section 15

outer face

outer face

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

total reinforcement in web : OUTER FACE

location provided r/f

min r/f as

per

cl_15.2

" ---------- do ---------- "

" ---------- do ---------- "" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2


16/16

cm2 cm2 cm2 cm2 cm2 cm2

1.94 4.4 0.0 6.4 3.2 6.4

1.94 6.5 0.0 8.5 3.2 8.5

1.75 1.9 0.0 3.7 3.2 3.7

1.75 1.9 0.0 3.7 3.2 3.7

1.61 1.9 0.0 3.5 3.2 3.51.61 1.9 0.0 3.5 3.2 3.5

1.50 1.9 0.0 3.4 3.2 3.4

1.56 1.9 0.0 3.5 3.2 3.5

1.56 1.9 0.0 3.5 3.2 3.5

1.56 1.9 0.0 3.5 3.2 3.5

1.56 1.9 0.0 3.5 3.2 3.5

1.50 1.9 0.0 3.4 3.2 3.4

1.12 1.4 0.0 2.5 2.3 2.5

1.27 1.4 0.0 2.7 2.3 2.7

1.27 1.4 0.0 2.7 2.3 2.7

1.47 1.4 0.0 2.9 2.3 2.91.47 4.8 0.0 6.3 2.3 6.3

1.47 2.8 0.0 4.3 2.3 4.3

section 25

section 26

inner face

inner face

inner face

inner face

inner face

inner face

inner face

section 21

section 22

section 23

section 24 inner face

section 13 inner face " ---------- do ---------- "

inner face

section 14

section 15

section 17

section 18

section 19


inner face


inner face

section 12 inner face

section 9 inner face " 12tor@200c/c " = 5.65 cm2

section 8 inner face " 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

section 7 inner face " 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

total reinforcement in web : INNER FACE

location

r/f due to

trans

analysis

r/f due to

shear

r/f due to

torsion

total r/f

req as per

design

min r/f as

per

cl_15.2

required

r/f provided r/f

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

" 12tor@200c/c + 12tor@200c/c " = 11.3 cm2

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

" ---------- do ---------- "

psc box shear design (p 213-228)

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