Book 1
Transcript of Book 1
Design information :
W water = 70 lb/ft3 H of soil= 5W soil = 100 lb/ft3 H of tank= 10Pressure coefficient soil = 0.3 Wall thickness =f'c= 4000 psi length = 30fy= 60000 psi width = 20
Design of Wall(case1):
Water pressure q= Ka*w*a= 700 lb/ft3
ratio of length/height= b/a= 3
ratio of width/height= c/a= 2
Design for shear forces:
ratio of length/height :(Cs) long wall
Bottom edge-midpoint= 0.5Side edge - maximum = 0.37Side edge - midpoint= 0.24
ratio of width/height :(Cs) short wall
Bottom edge-midpoint= 0.45Side edge - maximum = 0.27Side edge - midpoint= 0.26
Check shear at bottom of the wall :
Cs at bottom = 0.5
V=Cs*q*a= 3500 lbs
Vu=1.7*V= 5950 lbs
Vc= 2*sqrt(f'c)*b*d = 23830.92444703 lbs Where
ØVc= 20256.29 lbs Check for shear
Check shear at side edge of long wall :
V= Cs*q*a= 2590 lbs
Vu=1.7*V= 4403 lbs
Vc= 2*(1+Nu/500Ag) SQRT(f'c)*b*d
Vc= 23121.95 lbs
ØVc= 19653.66 lbs Check for shear
Design for Vertical bending moments:
Mx= MxCoef *q*a^2/1000 = -9030 ft*lbs-108.36 in*kips
Mux=1.7*1.3*Mx= -239.4756 in*kips
Ru= Mux/Øbd^2 = 0.08995767239 Kips /in^2= 89.95767239 psi
m= fy/(0.85*f'c)= 17.6470588235
(1-SQRT(1-2*m*Ru/fy))/m 0.001519672
As required = ρ*b*d = 0.286306132197 in^2
As min= 3*SQRT(f'c)*bw*d/fy = 0.5957731112 in^2
200*bw*d/fy = 0.628 in^2
check As required : 0.3817415096 in^2
ρ required =
1.244283867864
Design for Horizontal bending moments:
My= MyCoef *q*a^2/1000 = -5460 ft*lbs-65.52 in*kips
Muy=1.7*1.3*Mx= -144.7992 in*kips
Ru= Mux/Øbd^2 = 0.05439301121 Kips /in^2= 54.39301121 psi
m= fy/(0.85*f'c)= 17.6470588235
(1-SQRT(1-2*m*Ru/fy))/m 0.00091392
As required = ρ*b*d = 0.172182535224 in^2
As min= 3*SQRT(f'c)*bw*d/fy = 0.5957731112 in^2
200*bw*d/fy = 0.628 in^2
check As required : 0.22957671363 in^2
For long wall:(for direct tension)Nu=1.65*Nu = 5301.45 lbs/ft
As1 = Nu/fy = 0.0883575 in^2
As required in the long wall = As required+As1 /2= 0.216361285
check As required : 0.288481713632 in^2
Nb of bars : (per ft) 0.94030419387 bars
Nb of bars (per ft) = (As *4)/(∏ *db^2)
ρ required =
Check maximum spacing of bars for crack control :
the maximum unfactored momemt M= 108.36 in.kips
fs =M/(As*j*d) = 19.24289735872 ksi where:
the maximum spacing to control cracking is: Smax= z^3/(2*dc^2*fs^3) =
Smax = 19.95669649
Check Smax ok
Shrinkage and temperature reinforcement:
Ast=0.00033*b*h
Ast = 0.7128 in^2reinforcement at each face : 0.3564
Check ok it's provided
Determine splice length:
ftft
18 inftft
from table page 2-17
d=thickness-(cover + db/2) = 15.7 in
Ok
where V= Cs*q*a= 1890 lbsNu =-1.7*V= -3213 lbsAg=b*d= 216 in2
OK
Mx coef= -129 From table
take Asmin 0.628 in^2
use bar size # 5 db= 0.625 in
My coef= -78 From table
take Asmin 0.628 in^2
use bar size # 5 db= 0.625 in
in^2
As= 0.381742 in^2 ρ =As/(b*d )= 0.002026d= 15.7 in k=sqrt(2*ρ*n+(n*ρ)^2) = 0.181288n=29000/(57*SQRT(f'c)) 8.04439053902 j=1-k/3 = 0.939571
where dc=ccover+db/2 2.3125 inz= 115 kips/in
in
If As taken is Ast : Nb of bars :(ft) 1.161683 bars(No 5)
Design information :
W water = 70 lb/ft3 H of soil= 5W soil = 100 lb/ft3 H of tank= 10Pressure coefficient soil = 0.3 Wall thickness =f'c= 4000 psi length = 30fy= 60000 psi width = 20
Design of Wall(case2):
Water pressure q= Ka*w*a= 300 lb/ft3
ratio of length/height= b/a= 3
ratio of width/height= c/a= 2
Design for shear forces:
ratio of length/height :(Cs) long wall
Bottom edge-midpoint= 0.5Side edge - maximum = 0.37Side edge - midpoint= 0.24
ratio of width/height :(Cs) short wall
Bottom edge-midpoint= 0.45Side edge - maximum = 0.27Side edge - midpoint= 0.26
Check shear at bottom of the wall :
Cs at bottom = 0.5
V=Cs*q*a= 1500 lbs
Vu=1.7*V= 2550 lbs
Vc= 2*sqrt(f'c)*b*d = 23830.92444703 lbs Where
ØVc= 20256.29 lbs Check for shear
Check shear at side edge of long wall :
V= Cs*q*a= 1110 lbs
Vu=1.7*V= 1887 lbs
Vc= 2*(1+Nu/500Ag) SQRT(f'c)*b*d
Vc= 23527.08 lbs
ØVc= 19998.02 lbs Check for shear
Design for Vertical bending moments:
Mx= MxCoef *q*a^2/1000 = -3870 ft*lbs-46.44 in*kips
Mux=1.7*1.3*Mx= -102.6324 in*kips
Ru= Mux/Øbd^2 = 0.03855328817 Kips /in^2= 38.55328817 psi
m= fy/(0.85*f'c)= 17.6470588235
(1-SQRT(1-2*m*Ru/fy))/m 0.00064624
As required = ρ*b*d = 0.121751566312 in^2
As min= 3*SQRT(f'c)*bw*d/fy = 0.5957731112 in^2
200*bw*d/fy = 0.628 in^2
check As required : 0.16233542175 in^2
ρ required =
0.529131208916
Design for Horizontal bending moments:
My= MyCoef *q*a^2/1000 = -2340 ft*lbs-28.08 in*kips
Muy=1.7*1.3*Mx= -62.0568 in*kips
Ru= Mux/Øbd^2 = 0.02331129052 Kips /in^2= 23.31129052 psi
m= fy/(0.85*f'c)= 17.6470588235
(1-SQRT(1-2*m*Ru/fy))/m 0.000389863
As required = ρ*b*d = 0.073450118014 in^2
As min= 3*SQRT(f'c)*bw*d/fy = 0.5957731112 in^2
200*bw*d/fy = 0.628 in^2
check As required : 0.09793349069 in^2
For long wall:(for direct tension)Nu=1.65*Nu = 2272.05 lbs/ft
As1 = Nu/fy = 0.0378675 in^2
As required in the long wall = As required+As1 /2= 0.092383868
check As required : 0.123178490685 in^2
Nb of bars : (per ft) 0.40149945703 bars
Nb of bars (per ft) = (As *4)/(∏ *db^2)
ρ required =
Check maximum spacing of bars for crack control :the maximum unfactored momemt M=
46.44 in.kips
fs =M/(As*j*d) = 18.96698213459
ksi where:
the maximum spacing to control cracking is:
Smax= z^3/(2*dc^2*fs^3) =
Smax = 20.84036578
Check Smax ok
Shrinkage and temperature reinforcement:Ast=0.00033*b*h
Ast = 0.7128 in^2reinforcement at each face : 0.3564
Check for As (horizontal & vertical) take Ast
Determine splice length:
ftft
18 inftft
from table page 2-17
d=thickness-(cover + db/2) = 15.7 in
Ok
where V= Cs*q*a= 810 lbsNu =-1.7*V= -1377 lbsAg=b*d= 216 in2
OK
Mx coef= -129 From table
take Asmin 0.628 in^2
use bar size # 5 db= 0.625 in
My coef= -78 From table
take Asmin 0.628 in^2
use bar size # 5 db= 0.625 in
in^2
As= 0.162335 in^2 ρ =As/(b*d )= 0.000862d= 15.7 in k=sqrt(2*ρ*n+(n*ρ)^2) = 0.117945n=29000/(57*SQRT(f'c)) 8.04439053902 j=1-k/3 = 0.960685
where dc=ccover+db/2 2.3125 inz= 115 kips/in
in
If As taken is Ast : Nb of bars :(ft) 1.161683 bars(No 5)
Design information :
W water = 70 lb/ft3 H of soil= 5 ftW moist so 100 lb/ft3 H of tank= 10 ftPressure coefficient soil 0.3 Wall thickness = 18 inf'c= 4000 psi length = 30 ftfy= 60000 psi width = 20 ftW of concrete : 145 pcf W of soil weight under bottom slab=height of soil = 5 ft height of water = 5 ft
Weight of tank:
Walls = height * length * thickness * concrete weight = 217500 lbs
bottom slab = length * thickness *width * concrete weight = 280502.5 lbs
weight of tank= 498002.5 lbs
Weight of soil:
soil on footing overhang= soil area * height of soil*soil weight = 101500
total resisting weight:
Soil on footing +weight of tank = 599502.5 lbs
Buoyancy force:
Area of the bottom slab= length * width = 967.25 ft^2
Water pressure = water head *W water = 490 lbs/ft^2
Buoyant force = area*pressure = 473952.5 lbs
Safety factor=total resisting load / buoyant force = 1.2649 OK
70 pcf
lbs