Banpur Filter house
PROJECT : Filter house
STRUCTURE : CHANNEL WALL -CH1
ITEM : STRUCTURAL DESIGN
Design of Channel wall
30.35
200
1.260 m
29.090
0.8 m
Design of Channel
Vertical wall
Thickness = 200 mm
Moment at base of vertical wall 0.33 tm/m
Moment from walkway 0.00 tm/m
Total Moment 0.33 tm/m
Axial load 0.6048 t/m
Axial Tension in Base Slab 0.7938 t/m
Design of base slab
Vertical wall
Thickness = 200 mm
Load due to filling of Tsken 65 MM
((1.26*1)+(200/1000*2.5)+(65/1000
load on slab *1.4)) 1.851 t/sqm
Moment at base slab ((1.851*POWER((0.8),2)/8)-0.333) 0.5923 t-m/m
Tension away from liquid
DESIGN OF CHANNEL -Vertical Wall -W3
thickness 200
DESIGN DATA
Clear cover to reinf 30 mm
Effective cover 40 mm
Sigmast on water face FY 500 (0.8*500) 400 N/mm2
face
Sigmast on earth face 250 N/mm2
face
fck 30 N/mm2
σcbc 10 N/mm2
m 2*Es/Ec 14.610
Es 200000.000
M Moment at h3 from top 0.333 T-m/m
/ 1000
b B = WIDTH 1000 1000
h D =DEPTH 200 200
CLEAR COVER 40 40
d d =EFF.DEPTH (200-40) 160
σst 400
Ast
AST =AREA OF ((1-SQRT(1-((4.6*0.333396000000001*1.5*10^7)/
=(1-SQRT(1-((4.6*Mu)/(fck*b*d 72.4
STEEL (30*1000*160^2))))/((2/(1000*160))*(500/30)))
^2))))/((2/(b*d))*(fy/fck))
(160*((14.61*(523.333333333333/1000/160))*((1+2/
Y= d*Ast/b/d*m (sqrt(1+2/ Y =DPTH OF N.A 42.406
(523.333333333333/1000/160)^0.5)-1)))
Ast/b/d*m) -1 )
Z = d-y/3 (160-42.406/3) 145.86
fs = Tensile stress in steel in
(0.333396000000001*10^7/145.86/523.333333333333) 4.36800E+01 ok
service condition = Ms/Z*As
fcb = Compressive stress in
Concrete in service condition (2*0.333396000000001*10^7/145.86/1000/42.406) 1.08 ok
= 2*Ms/Z*b*y
Average elastic tensile
ε1 =( (h-y)*fs)/((d-y)*Es) strai in concrete
((200-42.406)*43.68/(160-42.406)/200000) 0.0003
ε2 ((1.0*1000*(200-42.406)^2)/
6.73E-04
=1.0*b*(h-y)*(h-y)/(3*Es*As*(d- (3*200000*523.333333333333*(160-42.406)))
y))
εm = ε1-ε2 (200)*(1000)+(10*72.44) -3.80E-04
acr SIGCBCALL= 85 85
w = (3*acr*em)/(1+2(acr-
Crck Width ((3*85*-0.00038)/(1+(2*(85-40-10)/(160-42.406)))) -0.067 OK
cmin)/(h-x))
Ast Reqd mm2/m ALLOWABLE CRACK WIDTH 0.2
72.4 10 @ 150 523
0 @ 175 0
523 mm2/m
net spacing 150 OK MINIMUM
minimum reinf 0.175 350
DESIGN OF CHANNEL base slab of W3
member
thickness 150
number
DESIGN DATA
Clear cover to reinf 30 mm
Effective cover 40 mm
Sigmast on water face FY 500 (0.8*500) 400 N/mm2
face
Sigmast on earth face 250 N/mm2
face
fck 30 N/mm2
σcbc 10 N/mm2
m 2*Es/Ec 14.610
Es 200000.000
M Moment at h3 from top 0.592 T-m/m
/ 1000
b B = WIDTH 1000 1000
h D =DEPTH 200 200
CLEAR COVER 40 40
d d =EFF.DEPTH (200-40) 160
σst 400
Ast
AST =AREA OF ((1-SQRT(1-((4.6*0.592320000000001*1.5*10^7)/
=(1-SQRT(1-((4.6*Mu)/(fck*b*d 129.5
STEEL (30*1000*160^2))))/((2/(1000*160))*(500/30)))
^2))))/((2/(b*d))*(fy/fck))
(160*((14.61*(523.333333333333/1000/160))*((1+2/
Y= d*Ast/b/d*m (sqrt(1+2/ Y =DPTH OF N.A 42.406
(523.333333333333/1000/160)^0.5)-1)))
Ast/b/d*m) -1 )
Z = d-y/3 (160-42.406/3) 145.86
fs = Tensile stress in steel in
(0.592320000000001*10^7/145.86/523.333333333333) 7.76000E+01 ok
service condition = Ms/Z*As
fcb = Compressive stress in
Concrete in service condition (2*0.592320000000001*10^7/145.86/1000/42.406) 1.92 ok
= 2*Ms/Z*b*y
Average elastic tensile
ε1 =( (h-y)*fs)/((d-y)*Es) strai in concrete
((200-42.406)*77.6/(160-42.406)/200000) 0.0005
ε2 ((1.0*1000*(200-42.406)^2)/
6.73E-04
=1.0*b*(h-y)*(h-y)/(3*Es*As*(d- (3*200000*523.333333333333*(160-42.406)))
y))
εm = ε1-ε2 (200)*(1000)+(10*129.46) -1.50E-04
acr SIGCBCALL= 85 85
w = (3*acr*em)/(1+2(acr-
Crck Width ((3*85*-0.00015)/(1+(2*(85-40-10)/(160-42.406)))) -0.026 OK
cmin)/(h-x))
Ast Reqd mm2/m ALLOWABLE CRACK WIDTH 0.2
129.5 10 @ 150 523
0 @ 200 0
523 mm2/m
net spacing 150 OK MINIMUM
minimum reinf 0.175 350
