Shear&Torsion 45-80-45
2
250 250 Tmin mm 220 Computed by Approved by SPAN 45-80-45 OUTER WEB Project Name Client E c = Es = 200000 mm 2 Mpa Mpa A s = 6400 150 mm 2 mm 40.00 No. duct = 2. 4E+04 3.1E+07 1196 1620 800 762.5 3630 3267 762.5 800 3267 KN 43.5 6638 61198 T u KN.m 9128 12395 46.5 7304.3 94774 0 36 4250 15448 0 340 4250 762.5 2.4E+04 800 3.1E+07 mm mm 2 2. 5E+06 2.6 E+07 Consider Torsion Considering N u mm mm 2 2447.7 677.67 0 758.67 2250 KN mm Kg/m 3 f pu = 1860 Ep = Mpa Station V u ɣc 2500 For One Web Only Mpa D duct = 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 d e =d p AN NASR - OLD KHARJ BRIDGE MUNICIPALITY OF RIYADH A ps = 11340 Section of Project 2.1E+04 Consider 3630 1. 2E+06 1.5 E+07 Date Checked by 2.5E+06 P h mm A 0 mm 2 mm 2 1.8E+07 2.6E+07 KN KN b v d v A oh A c M u mm V p H b
Transcript of 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
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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
