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