WORK SHEET FILE GIVES DETAILED DESIGN OUTPUT WITH BASIC IN PUTS BASED ON ANY CODES....
Description
PROJECT:
TITLE:
DOCUMENT NO.
DESIGNED BY:
DESIGN BOX CULVERT
Top Member= Bottom Member Side Member
550 750 750
Garde of concrete
DATE
CHECKED
mm mm mm
M20 2 22361 N/mm 2 210000 N/mm 2.5 t/sq.m
Youngs Modulous of Concrete Youngs Modulous of steel gc=Unit weight of the concrete Finished assumed size Thickness at top Thickness on sides Unit weight of the over burden soil Unit weight of water K for soil at rest f=angle of repose of the soil/rock= Effective span Load on Top member:
4.31m x 0.55 0.8 2.00 1.00 0.50
1.64 m m m t/cum t/cum
(saturated)
25 o 4.69 m
UDL due to traffick, stackings etc= Add 25% for impact Add for weight of water Load due to wt of submerged earth Dead weight of slab= Total UDL on roof Say
2.00 0.50 -15.82 5.00 1.38 -6.94 -7.00
t/m t/m t/m t/sq.m t/m t/m t/m
SHEET NO.
PROJECT:
TITLE:
DOCUMENT NO.
DESIGN BOX CULVERT
DATE
DESIGNED BY:
CHECKED
IRC eqivalent Load+Weigt of water Horizontal force due to rock + water load 50% release
-7.00t/sq.m -5.4t/sq.m
-5.4t/sq.m -2.00t/sq.m Uniform vertical reaction due to 1.Weight of lining 2. Rock load 3. water
Load on bottom member: Reaction due to subgrade Load due to wt of walls= Load due to self weight= Uplift = Total UDL
Overall thickness: The thickness provided is 750 mm as the supporting members are to resist the moments due to horizontal forces due to braking effect, temperature change and differentail water pressures when adjecent vents get blocked. De 75.00 cm b= 1000.00 mm Depth on deflection criteria=1/8x Span
539 mm
PROJECT:
DOCUMENT NO.
TITLE:
DESIGN BOX CULVERT
DATE
DESIGNED BY:
CHECKED
-7.00t/sq.m M1=12.47t-m
M2=12.47t-m B
A
4.36m
-15kN
-15.25kN
M2=12.47t-m -20.684t-m
-8.215t-m 2.39m
Es Ec= fck fy I Cover
N/mm2
200000
2
22360.68
2
M20
2
415
N/mm N/mm N/mm 4
m mm
xumax/d
0.479
Qlim=
2.77 2 2.770 bd kN-m
Mu_lim Pmax= Ptmin=
0.03516 50
0.956 % 0.205 %
SHEET NO.
PROJECT:
DOCUMENT NO.
TITLE:
DESIGNED BY:
DESIGN BOX CULVERT
DETAILS Depth Reaction at supports Shear (Factored) Moment from analysis k1 k2 Pt= Pt adopted=
unit mm t kN t-m
%
Ast Nominal reinforcement Dia of bar Area Spacing Spacing adopted Area provided= Area provided= Distribution steel F= Area Spacing Spacing provided
Check for Shear: Shear force Thickness of haunch Shear stress Atx100/bd Permissible shear= Balance shear stress= Balance Shear force= Maximum shear Provide haunch bars dia spacing
Permissible stress in steel m= k= j= Q= Min. Steel= Cover F(mm) Area Location @supports @centre
M(kN-m) 124.687 -82.155 Overall depth
d(mm)
D(mm)
326 265
380 320 800
Effective depth=
Ast
Spacing(m m) 12.22 80 1.73 250
Ast adopted No. of rods
1290.16 850.07
748.75 mm
6000.00 850.07
PROJECT:
DOCUMENT NO.
TITLE:
DESIGN BOX CULVERT
Main reinforcement; B.M Dia of main bar
DESIGNED BY:
DATE
CHECKED
12.47 t-m 32 mm 2 804.25 mm 134.04 mm 130 mm 2 6186.52 mm
Area Spacing Spacing provided Area of steel provided Distribution Steel: Area of steel (0.12%) Dia of main bar
900.00 16 mm 2 201.06 mm 223.40 mm 220 mm 2 913.92 mm
Area Spacing Spacing provided Area of steel provided To find tension in the members At top= Tensile/compressive stress= At botttom= Tensile stress= Ast= Dia bars Area Spacing Spacing provided= Check for shear shear force= Shear stress % of steel= correction factor=
Codal requirement of development length of diameter of bar should be such that;
M1 Lo ³ L d V Tensile bars are at support= Moment of resistence due to this steel= Shear force= V
Lo =
ls - c' 4f 2
2 6186.5 mm 124.69 kN-m 152.50 kN
2281.5 mm
SHEET NO.
PROJECT:
TITLE:
DOCUMENT NO.
DESIGN BOX CULVERT
Lo =
ls - c' 4f 2 M1 Lo = V
t
For HYSD bars
t
bd
CHECKED
3099.1 mm
=
bd
= 1 . 4t
DESIGNED BY:
DATE
bd
Ld =
fs st = 4t bd
2 0.60 N/mm 2 0.84 N/mm
1428.57 mm OKAY
SHEET NO.
PROJECT:
DOCUMENT NO.
TITLE:
DATE
DESIGNED BY:
DESIGN BOX CULVERT
CHECKED
SHEET NO.
Checkfor effective depth of slab from the consideration of stiffness/Deflection Effectve depth as per above= mm K(=20 FOR SIMPLY SUPPORTED, =7 FOR CANTILEVER,=26 FOR CONTINUOUS) Pt= Modification factor Effective depth=
L/{K x Modification factor} 20 % 1.37 0.89 mm 245 OKAY
Thank you for interesting in our services. We are a non-profit group that run this website to share documents. We need your help to maintenance this website.