COMPOSITE BRIDGE DESIGN CALCULATION PROJECT :
KILANG LPG PLANT MBP - BBWM BEKASI PROJECT
General Information : Dimension : Lane width Number of girder each lane Space between girder c/c Span of girder Bridge class Lane Load
:
q P
Truck Load
:
W= V=
: :
: : : : :
3.6 m 3 unit 1.2 m 18 m AASHTO load clasification HS20-44 2 Lane 3.05 m (Free space) for moment calculation for shear calculation
960 kg/m' 8250 kg 12000 kg 3600 4200
+ ~
14400 9000
= mm
18000 kg
V
4200
Material Grade : - Concrete : K- Steel : fy' : - Reinforcement steel :
0,1W
0,4W
0,4W
1830
610 3050
-
0,1W
0,4W
0,4W
610
350 fc' : 240 Mpa fy :
28 Mpa 390 Mpa
γc : γs :
2400 7850
kg/m3 kg/m3
Area contact surface (A) = 1/4 R mm2 √2,5.A √A/2,5
Detail Design : A). Reinforcement Concrete Slab
> Wheel Presure, P: 7200 kg Reinforcement perpendicular with trafic (without impact) 1830 Moment :
MH* = (S+0,6/10)xP
Moment at continous plate : Wearing surface , t :
--->
MH=0,8xMH*
5 cm =
--->
0.05
m
Moment effect wearing surface, Mws = 1/10.q.l
2
Moment, DL (plate , t=
20 cm) , Mp=1/10.qc.l2 --->
Impact effect, I = 15/(L+38) ≤ 30% S: D
16
1.8 -
m
1.8
m
0.38
Combination Load 3-10 page 28, AASHTO Mu = γ[βM.M+βH(H+I)]
---> --->
200
Mu/(fy.z) As : ---> 623.41 mm2 Concrete cover : Use : D 16 200 ---> 1005.71 OK Use reinforcement at perpendicular with trafic, along bridge width. 67%
5
D
Divider use : 120/√S ≤ 67% ---> 9.E-01 ---> Asdiv: 417.68 mm2 Use : D 13 200 ---> 663.93 OK Use reinforcement at the bottom of slab.
33%
13
3
D
13
Temperature shrinkage reinforcement at top of slab should be use
Minimum plate width : a). Simple plate b). Continous plate
89%
:
tmin = 1,2.(S+3)/30
≥
0.19
m
:
tmin = (S+3)/30
≥
0.16
m
(ACI 7.12)
12.47
mm Use :
D
13
-
300
Check punching shear : Wheel preasure P : Vu = γ[βL.(L+I)] --->
7200 kg 32,825.52
Wheel contact area A :
kg
100800 mm2 502.00 mm 200.80 mm
√2,5.A : √A/2,5 :
Lane directon
502
200.80
65
Punching area size :
201
65
160 1.91
30
=
130
mm
1,926
502
{ 4}
65
632
65
d : βc : b0 :
d
Punching shear strength, Vc : φ 2 fc ' b 0 β 12 Vc : 384093.42 N 38.4 Ton > 21.6 Ton OK
331
B). GIRDER LL distribution, qH: 3.05 P=
960
kg/m'
960
LL point load, for : Moment, PH = 8250 Shear, PH = 12000 DL distribution load, qM : (
480
Impact factor (I) = 15/(L+38) Maximum Moment (Mu) : γ[βM.M + βL.(H+I)]
x
1.8
/
3
x
1.8
/
3
x
1.8
/
3
70
)x
+ ----> ---->
1.8
0.27
=1,3*(1*((1/8)*AD96*K10^2)+1 /8)*AD90*K10^2)+ ((1/4)*AD93*K10))*1,27)
S:
1.8
m
1.8
m
----> ---->
175,797.5 175.8
Maximum Shear Force (Vu) : γ[βv.V + βL.(H+I)]
1,3*(1*((1/8)*AD99*K13^2)+1, )*AD93*K13^2)+ ((1/4)*AD96*K13))*1,27) 45,168.0 45.2
----> ----> ---->
>
Truck Load
4200
4200 9000
~
Distribution factor (FD) : S/1,7
---->
1.06
Moment truck effect, MT : MT 1800 kg
7200 kg
7200
:
2.4
x
1.8
+
7.2
x
+
7.2
x
2.4
7.2
x ### +
1.8
x
0.5
Shear truck effect, VT :
kg VT
:
7.2
x
1
+
Moment and shear :
M u = γ [ β M M β H H I FD ]
---->
209.94
t.m
Used
V u =1,3 [ [1,0 ∗1 /2∗860∗18 ] 1, 67∗1, 27∗13 , 7∗10 3∗1,6 ]
---->
51.62
ton
Used
Composite girder width : > 1/8 x L > 1/2 x gap > 6 x Plate thickness
----> ----> ---->
2.25 m 0.9 m 1.2 m
each side each side each side
4.5
---->
1.80
m
Used
Shape analyze : 1800
a F fy = 180*a*0.85 fc' 200
230 Try profile : IWF : 700.300.13.24 F= 235.5 cm2
h A
a = Ffy/180.0,85fc'
--->
F fy Positive moment ΦbMn must be check with :
B For : h/tw = 50.15
~
bf /2 L h ≤ λ p , ≤ λ p , b ≤ λ p : φ b=0 . 85 M n −−¿ tf tw iy
50 φb =
0.85
1700/√fyt = ### Mn = F fy(A/2+20-a/2)
---->
273.58
t-m
Md=φMn
---->
232.54
t-m
>
Mu =
209.94 t-m
OK
Shear Calculation : The shear calculation for symetric profil single or doubel without stiffener with (h/tw) ≤ 260 are : Vd = φv Vn where : φv = 0.9 and for (h/tw) ≤ 1100/√fyw ----> Vn = 0.6 fyw.Aw where : Aw = d.tw So for profile : IWF 700.300.13.24 Aw : 9100 mm2 h/tw = 50.15 ~
50 Vn = 0.6 fyw.Aw
1100/√fyt =
71
---->
131.04 ton
Vd = φVn
---->
4.50
117.94
t
OK
Vu =
51.62
t
> Summary : Use profile IWF 700.300.13.24
m (typical)
Slab Thickness :
200 mm
WF25 0
WF25 0
WF25 0
WF25 0
WF25 0
WF25 0
WF25 0
WF25 0
WF25 0
IWF 700.300.13.24
WF25 0
WF25 0
WF25 0
IWF 700.300.13.24
IWF 700.300.13.24
Need to be added shear connector use shear connector Nail type diameter 20 mm with 125 mm length.
300 mm
out impact) 1728
kg-m/m'
1382.4
kg-m/m'
--->
70
kg/m2
--->
### kg-m/m'
--->
### kg/m2
0.38
Use
0.3
4,133 kg-m/m' 4.13E+07 N.mm Concrete cover :
30 mm
, along bridge width. 89%
Use
67%
f slab should be use ≥ 2% --->
###
OK
---->
566.6
kg/m'
---->
4,868.9 kg/m'
---->
7,082.0 kg/m'
---->
990.0
kg/m'
,3*(1*((1/8)*AD96*K10^2)+1,67*(((1 *AD90*K10^2)+ 4)*AD93*K10))*1,27)
kg/m' Ton/m'
*(1*((1/8)*AD99*K13^2)+1,67*(((1/8 D93*K13^2)+ 4)*AD96*K13))*1,27) kg/m' Ton/m'
---->
54.00
T.m
---->
13.70
T.m
13.19
cm
M n−−¿ from plastis strees composite shape.
WF25 0
WF25 0
IWF 700.300.13.24
Joint
OutputCase Text
CaseType Text
U1 Text
U2 U3 R1 Kgf Kgf Kgf
1 DEAD 1 LIVE 1 RAIN 1 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
2 DEAD 2 LIVE 2 RAIN 2 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
3 DEAD 3 LIVE 3 RAIN 3 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
4 DEAD 4 LIVE 4 RAIN 4 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
11 DEAD 11 LIVE 11 RAIN 11 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
12 DEAD 12 LIVE 12 RAIN 12 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
13 DEAD 13 LIVE 13 RAIN 13 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
14 DEAD 14 LIVE 14 RAIN 14 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
15 DEAD 15 LIVE 15 RAIN 15 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
16 DEAD 16 LIVE 16 RAIN 16 FINISH
LinStatic LinStatic LinStatic LinStatic
0 0 0 0
0 0 0 0
5374.94 0 162 810 6346.94 5374.94 0 162 810 6346.94 9356.96 6357.23 324 1620 17658.19 9356.96 9842.77 324 1620 21143.73 9356.96 6357.23 324 1620 17658.19 9356.96 9842.77 324 1620 21143.73 9356.96 6357.23 324 1620 17658.19 9356.96 9842.77 324 1620 21143.73 5374.94 0 162 810 6346.94 5374.94 0 162 810 6346.94
R2 Kgf-m
Pile Cap kg
Kgf-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 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 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
Pressure (q) 7,2T
Pile bearing capacity bor pile d 43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
12000
11520
43000
Total of Pile So for pile should be use 2 pile each girder foundation Total pile use : 20
Pile bearing capacity bor pile dia. 30cm kg/unit Unit Pile
0.69
1
0.69
1
0.96
1
1.04
2
0.96
1
1.04
2
0.96
1
1.04
2
0.69
1
0.69
1
Total of Pile 13 use 2 pile each girder foundation Units
