7/17/2019 Shear&Torsion 45-80-45

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250

250

Tmin

mm

220

Computed by

 Approved by

SPAN 45-80-45 OUTER WEB

Project NameClient

Ec =

Es = 200000

mm2

Mpa

Mpa

 As = 6400

150

mm2

mm

40.00

No.duct =

2.4E+04 3.1E+07

1196 1620800

762.5

3630 3267

762.5

800 3267

KN

43.5 6638 61198

Tu

KN.m

9128

12395

46.5 7304.3 94774 036 425015448

0340 4250 762.5 2.4E+04800 3.1E+07

mm mm2

2.5E+06 2.6E+07

Consider 

Torsion

Considering

Nu

mm mm

2 2447.7 677.67 0758.67 2250

KN mm

Kg/m3

f pu = 1860

Ep = Mpa

StationVu

ɣc 2500

For One Web Only

Mpa Dduct =

197000

Design of Shear & Torsion

Mpa

Mpa

1302

Cover = mm

1

f p0 =

7/7/2015

Consider 

f 0.75

40.00

fy = 413.00

fc' =

29320.83

Mpa

Project No.

Sheet No.1/2

DESIGN CALCULATION SHEET

de=dp

 AN NASR - OLD KHARJ BRIDGE

MUNICIPALITY OF RIYADH

 Aps = 11340

Section of Project

2.1E+04

Consider  3630

1.2E+06 1.5E+07

Date

Checked by

2.5E+06

Ph

mm

 A0

mm2

mm2

1.8E+07

2.6E+07

KN KN

bv dv  Aoh AcMu

mm

Vp H b

7/17/2019 Shear&Torsion 45-80-45

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* Design according to M.O.M.R.A. (5.8.4)

bv = Web width - 0.25 * diameter of duct * Number of ducts at that level

 Ac = Area of concrete on the flexural tension side

dv = effective shear depth =0.72 x h or 0.9 x d which is bigger 

es =strain in non-prestressed longitudinal tensionreinforcement

V c 0.083 x b x bv x dv x fc '

0.083 x bv x s x f c '

fy

angle of inclination of diagonal compressive stresses (º)

factor relating effect of longitudinal strain on the shear capacity of concrete

8739.95

S Long.

81

5319.8

Vsf pc

Longitudinal R.FT

Section of Project Design of Shear & Torsion

DESIGN CALCULATION SHEET

Date

7/7/2015

Computed by

 Approved by

 AN NASR - OLD KHARJ BRIDGE

Outer

Leg Bar

Size

Project No.

Sheet No.2/2

Checked by

SPAN 45-80-45 OUTER WEB

Project NameClient

Section

Transverse R.FT

2.9E-03 1.5042 8756.18

mm

109150

Long.

Bar

Size

43.5

46.5 50.427 16

10738

24947 1127 8576.1 18

1974.9 6535.7 14123.564

16

16

240.334

18

62

125

25

29

39.2254.243

141206.9256

KN

-4.0E-12 36.34

Vn

Mpa

 Av(one leg)No. of

LegsKN mm2

202.694

386.516

31252

 Av min=

θ

1256.1E-03

5914.9

KN mm2

Ɛs βS

4.8

KN.m

Tu.min  Av+t(outer Leg)Inner

Leg Bar

Size

Vc

118.4

mm

4.2196 0.8584