Mid 40-40
1
Mpa * Design according to M.O.M.R.A. (5.8.2) Mpa b v = Web width - 0.25 * diameter of duct * Number of ducts at that level Mpa A c = Area of concrete on the flexural tension side Mpa d v = effective shear depth =0.72 x h or 0.9 x d which is bigger Mpa e s = strain in non-prestressed longitudinal tensionreinforcement Mpa V c =0.083 x b x b v x d v x fc ' mm 2 0.083 x b v x s x f c ' mm fy angle of inclination of diagonal compressive stresses (º) mm factor relating effect of longitudinal strain on the shear capacity of concrete mm 2 Mpa 2361 ɣc 2500 17447 Kg/m 3 KN 0 2864.7 4379.3 KN 0 38.5 2 Section Cover = f pu = A ps = f p0 = D duct = No. duct = A s = 712.5 5.6471 10 10 Bar Size KN mm mm mm 2524.66 2250 750 KN 28.3 mm 2 135.84 3435.3 mm 1620 -2.0E-04 mm 2 1.2E+06 θ 1283.5 V n Ɛ s A v mm 14067 0 mm 150 S A v /s V u M u N u V p 2665 KN.m No. of Ligs 150 1 40.00 6400 H b 197000 A v min = b v d e d v V s mm KN A c β V c 13904 0.3983 150 135.84 4 750 712.5 477 1620 1.9E+06 2995 Date 7/7/2015 Approved by SPAN 40-40 MID WEB Design of Shear Project Name Project No. Sheet No. 40.00 413.00 Client Section of Project Computed by DESIGN CALCULATION SHEET AN NASR - OLD KHARJ BRIDGE MUNICIPALITY OF RIYADH Checked by fc' = fy = E c = Ep = Es = 200000 1860 1302 11340 29320.83 KN 4 0.75 f = 0 483.09 -3E-05 4.9232 28.883 2250
description
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Transcript of Mid 40-40
Mpa * Design according to M.O.M.R.A. (5.8.2)
Mpa bv = Web width - 0.25 * diameter of duct * Number of ducts at that level
Mpa Ac =Area of concrete on the flexural tension side
Mpa dv = effective shear depth =0.72 x h or 0.9 x d which is bigger
Mpa es = strain in non-prestressed longitudinal tensionreinforcement
Mpa V c =0.083 x b x bv x dv x fc '
mm20.083 x bv x s x fc '
mm fy
angle of inclination of diagonal compressive stresses (º)
mm factor relating effect of longitudinal strain on the shear capacity of concrete
mm2
Mpa
2361
ɣc 2500
17447
Kg/m3
KN
0
2864.7
4379.3
KN
0
38.5
2
Section
Cover =
fpu =
Aps =
fp0 =
Dduct =
No.duct =
As =
712.5 5.6471
10
10
Bar SizeKN mm mmmm
2524.66 2250 750
KN
28.3
mm2
135.843435.3
mm
1620 -2.0E-04
mm2
1.2E+06
θ
1283.5
VnƐs
Av
mm
14067 0
mm
150
SAv/sVu Mu Nu Vp
2665
KN.m
No. of Ligs
150
1
40.00
6400
H b
197000
Av min=
bv de dv Vs
mm KN
Acβ
Vc
13904 0.3983 150 135.84 4750 712.5 477 1620 1.9E+06 2995
Date
7/7/2015
Approved by
SPAN 40-40 MID WEB
Design of Shear
Project Name
Project No.
Sheet No.
40.00
413.00
Client
Section of Project
Computed by
DESIGN CALCULATION SHEET
AN NASR - OLD KHARJ BRIDGE
MUNICIPALITY OF RIYADHChecked by
fc' =
fy =
Ec =
Ep =
Es = 200000
1860
1302
11340
29320.83
KN
4
0.75f =
0
483.09-3E-05 4.9232 28.8832250
