rectangular water tank design

Design of Water Tank on the Ground according to Bs 8007:1987

Wall DesignEffective length, L = Lw + hw

Clear Length Lw= 40 m 24 KN/m3Averg wall thkness hw = 0.23 m

10 KN/m3L = 40.23 m

Fy= 460 N/mm2

Clear Width b= 13 Fcu= 40 N/mm2

B= 13.23

Effective height ,H = Hw+hs/2Wall Height H = 3.7 mSlab thickness hs = 0.2 m 200 mm

Heff = 3.8 mHeight of Water Hw= 3.7 m

Long Span L/H= 10.586842 No load carried horizontally, therefore shallow tank has to be designed as cantilever wall

Short Span B/H= 3.4815789 No load carried horizonally, therefore shallow tank has to be designed as cantilever wall

Design of Wall

ApplicabaleNo Load carried horizonatlly

Max Bending Moment = 45 Kn.m/m Max Shear Force =

Design Bending Moment = 45 Kn.m/m Design Shear Force=

d= 184 mmK= 0.033229 singly reinforced

z= 175 mm

As= 589 mm2/m

Provide T 16 @ 100

Ƴc=

Ƴw=

Effective Width , B = b + hs

As= 2010 mm2 ok

% As 0.87 % ok

Design Check of Shear Stress

(100As/bd)^(1/3)= 1.02983(400/d)^(1/4)= 1.214256794(fcu/25)^(1/3)= 1.169607095

vc= 0.9243396 N/mm2

v= 0.520815 N/mm2 Shear links are not required

Serviceability Limit State

ReinforcementT 16 @ 100 mm Es=

Ec=As= 2010 mm2/m

0.01092173912.9

Depth of Natural axis

x= 101z= 150.4 mm

Stees in steel = 148.9 N/mm2

0.000744642 strain at steel level

0.001156972 strain at concrete surface

0.000107047 active strain considering stiffening effect of concrete

0.001049926 average strain in flexural

acr= 94.956 mm

Crack width w = 0.162 mm Crack width <0.2 mm within limit

Deflection Check

Stress Factor Fs= 90 N/mm2

Steel ratio p=Modular ratio, α =

Strain in steel Ԑs =

Ԑ1=

Ԑ2=

Ԑm=

T.M.F.= 2.00 L/d = 20

Load.f. 1.25 Bs 8007 Cl. 2.2.3.4

L/d allowable = 49.93 mmDeflection is adequated

L/d actual = 20.7 mm

Flextural or Direct Tenstion in Matura Concrete

Horizontal Reinforcement

fct/fb= 0.67 N/mm2 Table A.1 Bs 8007 Bar size =w,max 0.20 mm R=

αƿ = 0.4221 % T

As= 388 mm2/m

Provide T 12 @ 200

As= 565 mm2/m Ok

Shear Stress

(100As/bd) ^91/30= 1.030(400/D)^(1/4) = 1.214(Fcu/25)^(1/3)= 1.1696

vc= 0.924 N/mm2Shear links are not required

v= 0.5208 N/mm2

Design of Water Tank on the Ground according to Bs 8007:1987

Concrete Cover = 40 mm

Initial bar size = 12 mm

No load carried horizontally, therefore shallow tank has to be designed as cantilever wall

No load carried horizonally, therefore shallow tank has to be designed as cantilever wall

68 Kn/m Max Bending Moment = 20

96 Kn/m Design Bending Moment = 20

d= 184 mmK= 0.0147684

z= 175 mm

As= 262 mm2/m

Provide T

As= 2093 mm2

% As 0.910 %

Allow for creep Yes200 Gpa31 Gpa Ecm= 15.5 N/mm2

strain at concrete surface

active strain considering stiffening effect of concrete

average strain in flexural

Crack width <0.2 mm within limit

table 3.9 Prop Cantilever and Fixed

Deflection is adequated

12 mm0.5 Restrain factor Bs 8007 A.5

0.000012 / C Coeff. Of thermal expansion35 C Temperature

Shear links are not required

Kn.m/m Max Shear Force = 0 Kn/m

Kn.m/m Design Shear Force= 0 Kn/m

singly reinforced

As slab As,min= 299 mm2/mAs coulmnAs,min= 460 mm2/m

As = 759

20 @ 150

ok

ok

Case 1

Flat Slab Design With Drop Pannel

Dimension & Loading

Span ϒc = 24 Kn/m3Short = Lx= 4.433 m ϒs = 460 N/mm2Long = Ly= 5 m Fcu = 35 N/mm2

Slab Cover= 35 mmThckns = hs= 200 mm Bar size = 12 mm

ColumnDrop= L 1.7 m 1700 mmThckns = hc= 200 mm

b 400 mmh 400 mm

Loading Column HeadMax effctive dia of colm head=

Sw/slab Gk= 4.8 Kn/m2Sw/drop Gk= 4.8 Kn/m2 hc=

L.L Qk= 1.5 Kn/m2 Ih,max=D.L Gk= 1 Kn/m2

hc=Ult.Load P= 253 Kn Effective Span

Short lx=Eqvlnt UDL w= 11.4 Kn/m2 Long ly=

Bending Moment

Short Span Long SpanNegative Moment at First interior Support Negative Moment at interior Supports

M= 74.1 Kn.mStrip % Strip %

75 Column M= 55.6 Kn.m 75 Column25 Middle M= 18.5 Kn.m 25 Middle

Positive Moment at interior span strip Positive Moment at interior span strip



Design for Short Span ( Column Strip)

hc,actual=

Column Strip M= 55.6 Kn.m

d= 359 mm b= 1700 mm

k = 0.00725 Singly Reinforced

Z= 341.1 mm

As= 373 mm As,min= 884 mm2

Provide 12 T 10 @ 141.6666667

As= 942 mm2 OK

Middle Strip M= 18.5 Kn.m

d= 159 mm

K= 0.01232 Singly Reinforced

Z= 151 mm


Provide 8 T 10 @ 212.5

As= 628 OK

Design for Short Span ( Middle Strip)mm Kn.m

Column Strip b= 3300 M= 40.8

k= 0.002739 Singly Reinforced

z= 151 mm

As= 618 mm2 As,min= 1716 mm2

Provide 25 T 10 @ 132

As= 1963 mm2 OK

Middle Strip


z= 151 mm

As= 505 mm2 As,min= 858 mm2

Provide 16 T 10 @ 206.25

As= 1256 mm2 OK As,req=

Deflection Check

Fs= 209.5 N/mm2

T.M.F = 2 L/d= 20

L/d allw = 40Deflection is ok

L/d actl= 27.9

Design for Long Span ( Column Strip)mm Kn.m



z= 341 mm


Provide 16 T 10 @ 106.25

As= 1256 mm2 OK

Middle Strip


z= 151 mm


Provide 8 T 10 @ 212.5

As= 628 mm2 OK

Design for Long Span ( Middle Strip)mm Kn.m



z= 151 mm


Provide 20 T 10 @ 136.65

As= 1570 mm2 OK

Middle Strip


z= 151 mm


Provide 26 T 10 @ 105.1153846

As= 2041 mm2 OKAs,req=

Deflection Check

Fs= 120.7 N/mm2.

T.M.F = 2.00 L/d= 20

L/d allw = 40.0Deflection is ok

L/d actl= 31.4

Punching Shear

V 353.6 Kn coulmn size

At Column Face b 400h 400

v= 0.616 N/mm2(100As/bd)^(1/3)=

Max vc = 4.73 N/mm2(400/d)^(1/4) =

At 1.0 d from Column Face (Fcu/25)^(1/3) =

u= 4472 mmvc= 0.25501

A= 1.250 m2

V= 334 Kn At 1.0 d vc= 0.510030

v= 0.20785 N/mm2 Ok

At 1.5 d from Column Face

u= 5908 mm

A= 2.182 m2

V= 319 Kn

v= 0.150322 N/mm2 Ok

At 2 d from Column Face

u= 8308 mm

A= 6.948 m2

V= 243 Kn

v= 0.052275 N/mm2 Ok

Max effctive dia of colm head= 1108.25 mm

1251 mm1919 mm hc,actual shouldn’t exceed hc720 mm

720 mm

3.91 m4.48 m

Bending Monemt Coffecient BS 8110 Table 3.12 Negative Moment at interior Supports

First Interi InteriorM= 97.3 Kn.m Support Support

M 0.086 0.063M= 73.0 Kn.m V 0.6 0.5M= 24.3 Kn.m

Width bPositive Moment at interior span strip Column Strip

Middle StripM= 74.1 Kn.m Short 3300

Long 2733M= 40.8 Kn.mM= 33.4 Kn.m

Check Crack Width x factor = 0.217

% As= 0.262396 % z factor = 0.928Es= 200000 N/mm2

COLUMN STRIP x= 77.903 mmPROVIDE

Z= 333.152 mm8T 212.5 Stress = 177.1604 N/mm2

10Ԑs= 0.000886

As= 369.4mm2 Ԑ1= 0.000385

ADDԐ2= 0.00016

8T 212.5

10 Ԑm= 0.000225

As= 369.4 acr= 219.5907 mmmm2

w= 0.04 mm Crack width is within limitAs = 738.8 mm2/m

As total= 1256.0 mm2


% As= 0.349861 % z factor = 0.908Es= 200000 N/mm2

x= 99.084 mm

Z= 325.972 mm

Stress = 99.58441 N/mm2

Ԑs= 0.000498

Ԑ1= 0.000193

Ԑ2= 0.000172

Ԑm= 2.175E-05

acr= 105.6109 mm

w= -0.005724 mm Crack width is within limit858 mm2


COLUMN STRIP % As= 0.349861 % z factor = 0.898PROVIDE Es= 200000 N/mm2

x= 109.854 mm8T 213 Z= 322.382 mm

10Stress = 180.2623 N/mm2

As= 369mm2/m Ԑs= 0.000901

ADDԐ1= 0.000326

9T 189 Ԑ2= 7.358E-05

12Ԑm= 0.000253

As= 598mm2/m acr= 61.50012 mm

As total = 1645 w= 0.029342 mm Crack width is within limitmm2/m

As total = 2797 mm2


% As= 0.437326 % z factor = 0.917Es= 200000 N/mm2

x= 89.391 mm

Z= 329.203 mm

Stress = 49.64829 N/mm2

Ԑs= 0.000248

Ԑ1= 0.000197

Ԑ2= 0.000101

Ԑm= 9.55E-05

acr= 61.04779 mm

w= 0.066055 mm Crack width is within limit

711 mm2

at 1.0du= 1518 mm

mmmm

0.3510733

1.0274043

1.1186889

N/mm2

N/mm2

Squareno

no

Bending Monemt Coffecient BS 8110 Table 3.12

InteriorSpan

0.075

mmmm

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4

As% X factor Z factor0.1 0.159 0.974

0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.2840.4 0.292

0.425 0.2990.45 0.306

0.475 0.3130.5 0.319

0.525 0.3260.55 0.332

0.575 0.3380.6 0.344

0.6250.65



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.932

0.2 0.217 0.9280.225 0.228 0.924

0.25 0.239 0.920.275 0.249 0.917

0.3 0.258 0.9140.325 0.267 0.911

0.35 0.276 0.9080.375 0.284 0.905

0.4 0.292 0.9030.425 0.299 0.9

0.45 0.306 0.8980.475 0.313 0.896

0.5 0.319 0.8940.525 0.326 0.891

0.55 0.332 0.8890.575 0.338

0.6 0.3440.625

Colum Desing

ϐ= 1.5 end condtion 2/2

L0= 6000leff= 9000 mm

L/b= 9000 Slender Column

k= 1h= 1 mm

ϐa= 40500

α= 40500 mm

Madd = 8545.5 Kn.m

M= 54.4 Kn.m

Mi= 8599.9 Kn.m

M/bd2= 8.6E+09 N/mm2

N/bd= 211000 N/mm2

Checking Column Crack


Forces Load MomentUltimateService

Provide 4 T 16

As= 804 mm2

e=

Sub -Frame Analysis

Dimension mm mm mmColumn b h L

Upper 400 400 6000Lower 1 1 1

Beam 1000 600 4330I colm= A

Upper 2133333333 mm4Lower 0.083333333 mm4 FEM

MAB MBAIbeam= 18000000000 mm4 207.80 207.80

Stiffness K = (I/L)P =

ColumnsKcu 355555.5556KcL 0.083333333

BeamKbeam= 4157043.88

A BJoint

Member UC LC AB BA LC UC BC

D.F 0.106 0.000 1.000 0.479 0.000 0.041 0.479

FEM 207.800 -207.800 207.800-22.019 0.000 -207.800 0.000 0.000 0.000 0.000

Carry over 0.000 -103.900 0.0000.000 0.000 0.000 49.820 0.000 4.261 49.820

24.910 0.000 0.000-2.639 0.000 -24.910 0.000 0.000 0.000 0.000

0.000 -12.455 12.4550.000 0.000 0.000 0.000

0.000 0.000 0.0000.000 0.000 0.000 0.000

sum m= -24.552 0.000 0.000 -274.336 0.000 4.261 270.075

w= 133 km/m

B C D

MBC MCB MCD MDC207.80 207.80 207.80 207.80

211 Kn

C

CB LC UC CD

0.479 0.000 0.041012 0.479

-207.800 207.800.000

0.00049.820

24.9100.000

0.0000.000

0.0000.000

-133.071

Bottom slab Design Lx= 5.72 m

h= 600 mm Fy 460d= 530 mm Fcu 30

Top Reinforement Bottom Reinforcement

M= 157 Kn.m

K = 0.0186

Z= 504 mm

As= 714 mm As/min= 689

Provide T 20 @ 200

As = 1570 Ok


ReinforcementT 20 @ 200 mm Es= 200

Ec= 31As= 1570 mm2/m

0.00296212.9

Depth of Natural axis

x= 148z= 480.7 mm

Stees in steel = 208.0 N/mm2

0.00104 strain at steel level

0.001231 strain at concrete surface

0.000568 active strain considering stiffening effect of concrete

0.000663 average strain in flexural

Steel ratio p=Modular ratio, α =

Strain in steel Ԑs =

Ԑ1=

Ԑ2=

Ԑm=

acr= 112.066 mm

Crack width w = 0.181 mm Crack width <0.2 mm within limit

Shear Stress

(100As/bd) ^91/30= 0.667 V= 422 Kn(400/D)^(1/4) = 0.932(Fcu/25)^(1/3)= 1.0627

vc= 0.417 N/mm2Shear links are required

v= 0.7962 N/mm2

Punching Shear

At Column FaceV= 2414 Kn Column Size

b 400 mmh 400 mm

v 2.847 N/mm2

0.8 Fcu^(1/2) = 4.38 N/mm2


u= 5840 mm

A= 2.1316 m2

V= 2176 Kn

v= 0.703 N/mm2 OK


u= 7960 mm

A= 3.9601 m2

V= 1972 Kn

v= 0.468 N/mm2 OK


u= 7960 mm

A= 6.3504 m2

V= 2401 Kn

v= 0.569 N/mm2 OK

Bottom slab Design

N/mm2 Bar size = 20N/mm2 Cover = 60

Bottom Reinforcement

M= 70 Kn.m .

K = 0.0083

Z= 504

As= 318 As/min= 689

Provide T 16 @ 200

As = 1005 Ok

Allow for creep YesGpaGpa Ecm= 15.5 N/mm2

active strain considering stiffening effect of concrete

Crack width <0.2 mm within limit

Lx= 4.33Ly= 5

Sub -Frame Analysis

Dimension mm mm mmColumn b h L

Upper 400 400 6000Lower 1 1 1

Beam 1000 600 4330I colm= A

Upper 2.13E+09 mm4Lower 0.083333 mm4 FEM

MABIbeam= 1.8E+10 mm4 142.6479

Stiffness K = (I/L)

ColumnsKcu 355555.6KcL 0.083333

BeamKbeam= 4157044

BJoint AMember AB BA

D.F 1 0.479494 BC CB

FEM 142.6479 -142.6479 0.479494 0.479494-142.6479 0

142.6479 -142.6479Carry over 0 -71.32394 0 0

0 34.199420 0

17.09971 0 34.19942 34.19942-17.09971 0

0 17.09971

0 -8.549854 0 0-8.22E-08

8.549854 0-4.11E-08 0 -8.22E-08 -8.22E-08

-6.75E-150 -4.11E-08

sum m= 3.161E-06 -188.3223 0 0

185.3972 -91.34876

w= 91.3 km/m

B C

MBA MBC MCB MCD MDC142.6479 142.6479 142.6479 142.6479 142.6479

P = 211 Kn

CD

0.479494

142.6479

Design of Raft Footing as Flat Slab l (Interior Pannel)

Dimension & Loading



Column 2Drop= L 2.6 m 1000 mm .Thckns = hc= 200 mm

Loading Column HeadMax effctive dia of colm head= 1150 mm

Sw/slab Gk= 14.4 Kn/m2Sw/drop Gk= 4.8 Kn/m2 Coulmn head square yes

hc= 1298 mmL.L Qk= 1.5 Kn/m2 1129 mm hc,actual shouldn’t exceed hcD.L Gk= 64 Kn/m2

hc= 1129 mmUlt.Load P= 2625 Kn Effective Span

Short lx= 3.17 mEqvlnt UDL w= 114.1 Kn/m2 Long ly= 3.57 m

Bending Moment


M= 162.0 Kn.m M= 187.0 Kn.m Reference RCC Spreed Sheet For continuous beam analysis Strip % Strip %

75 Column M= 121.5 Kn.m 75 Column M= 140.3 Kn.m25 Middle M= 40.5 Kn.m 25 Middle M= 46.8 Kn.m

LPositive Moment at interior span strip Positive Moment at interior span strip Column Strip

Middle StripM= 114.0 Kn.m M= 131.0 Kn.m Short 1000 mm

Strip % Strip % Long 1000 mm55 Column M= 62.7 Kn.m 55 Column M= 72.1 Kn.m45 Middle M= 51.3 Kn.m 45 Middle M= 59.0 Kn.m

Design of Short Span @ SupportTable 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4

Column Strip M= 121.5 Kn.m Check Crack Width x factor = 0.258 As%

d= 550 mm b= 1000 mm % As= 0.285455 % z factor = 0.914 0.1Es= 200000 N/mm2 0.125

hc,actual=

k = 0.0114758 Singly Reinforced x= 141.9 mm 0.150.175

Z= 522.5 mm Z= 502.7 mm 0.20.225

As= 532 mm As,min= 715 mm2 Stress = 153.9458 N/mm2 0.250.275

Provide 5 T 20 @ 200 Ԑs= 0.00077 0.30.325

As= 1570 mm2 OK Ԑ1= 0.000864 0.350.375

Middle Strip M= 40.5 Kn.m Ԑ2= 0.000546 0.40.425

K= 0.00382527 Singly Reinforced Ԑm= 0.000318 0.450.475

Z= 523 mm acr= 776.5907 mm 0.50.525

As= 177 mm As,min= 715 mm2 w= 0.18 mm Crack width is within limit 0.550.575

Provide 5 T 20 @ 200 0.60.625

As= 1570 OK 0.65

Design of Short Span @ Mid Spanmm

Column Strip b= 1000 M= 62.7 Kn.m Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4Check Crack Width

k= 0.00592 Singly Reinforced x factor = 0.204 As%% As= 0.182691 % z factor = 0.932 0.1

z= 523 mm Es= 200000 N/mm2 0.125x= 112.2 mm 0.15

As= 275 mm2 As,min= 715 mm2 0.175Z= 512.6 mm 0.2

Provide 5 T 20 @ 200 0.225Stress = 121.7333 N/mm2 0.25

As= 1570 mm2 OK 0.275Ԑs= 0.000609 0.3

Middle Strip M= 51.3 Kn.m 0.325Ԑ1= 0.000678 0.35

k= 0.00484534 Singly Reinforced 0.375Ԑ2= 0.000902 0.4

z= 523 mm 0.425Ԑm= -0.000223 0.45

As= 225 mm2 As,min= 715 mm2 0.475acr= 102.9234 mm 0.5

Provide 5 T 16 @ 200 0.525w= -0.05 mm Crack width is within limit 0.55

As= 1005 mm2 OK 0.5750.6

Deflection Check 0.625

Fs= 218.2 N/mm2

T.M.F = 2 L/d= 26


L/d actl= 8.4

Design of Long Span @ Supportmm Kn.m Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4

Column Strip b= 1000 M= 140.3 Check Crack Width x factor = 0.258 As%

k= 0.01324675 Singly Reinforced % As= 0.285455 % z factor = 0.914 0.1Es= 200000 N/mm2 0.125

z= 523 mm x= 141.9 mm 0.150.175

As= 614 mm2 As,min= 715 mm2 Z= 502.7 mm 0.20.225

Provide 5 T 20 @ 200 Stress = 177.7028 N/mm2 0.250.275

As= 1570 mm2 OK Ԑs= 0.000889 0.30.325


k= 0.00441558 Singly Reinforced Ԑ2= 0.000546 0.40.425

z= 523 mm Ԑm= 0.000451 0.450.475

As= 205 mm2 As,min= 715 mm2 acr= 101.8034 mm 0.50.525

Provide 5 T 20 @ 200 w= 0.1086 mm Crack width is within limit 0.550.575

As= 1570 mm2 OK 0.60.625

Design of Long Span @ Mid Spanmm Kn.m

Column Strip b= 1000 M= 72.1 Check Crack Width Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4x factor = 0.249

k= 0.00680519 Singly Reinforced % As= 0.182691 % z factor = 0.917 As%Es= 200000 N/mm2 0.1

z= 522.5 mm x= 136.95 mm 0.1250.15

As= 316 mm2 As,min= 715 mm2 Z= 504.35 mm 0.1750.2

Provide 5 T 16 @ 200 Stress = 142.1747 N/mm2 0.2250.25

As= 1005 mm2 OK Ԑs= 0.000711 0.2750.3


k= 0.00556789 Singly Reinforced Ԑ2= 0.000861 0.3750.4

z= 523 mm Ԑm= -6.41E-05 0.4250.45

As= 258 mm2 As,min= 715 mm2 acr= 102.9234 mm 0.4750.5

Provide 5 T 16 @ 200 w= -0.015566 mm Crack width is within limit 0.5250.55

As= 1005 mm2 OK 0.5750.6

Deflection Check 0.625

Fs= 218.2 N/mm2

T.M.F = 2.00 L/d= 26


L/d actl= 9.1

Punshing Shear

At Coulmn Face coulmn size = With Drop pannel

V= 3019 KN b= 400h= 400 Drop Panel h = 200

u= 1600 mm

v= 3.43 N/mm2(100As/bd)^(1/3)= 0.616288 (100As/bd)^(1/3)= 0.555756

vc,max= 4.73 N/mm2 ok(400/d)^(1/4) = 0.923473 (400/d)^(1/4) = 0.854574

At 1.0 d from Coulmn Face (Fcu/25)^(1/3) = 1.118689 (Fcu/25)^(1/3) = 1.118689

V= 3019 KN

u= 6000 mm vc= 0.4023781 N/mm2 vc= 0.456003 N/mm2 Enhanced by 2d/av

A= 2.25 m2At 1.0 d from Coulmn Face

V= 2723.5 KNV= 3019 KN

0.82532 N/mm2 Not OK Provide Drop Pannelu= 7600 mm

At 1.5 d from Coulmn Face A= 3.61 m2

V= 3675 KNV= 2545.0 KN

u= 8200 mm0.44650 N/mm2 ok

A= 4.2025 m2At 1.5 d from Coulmn Face

V= 3003.6 KNV= 3019 KN


At 2.0 d from Coulmn Face A= 4.2025 m2

V= 3675 KNV= 2467.3 KN

u= 10400 mm0.31035 N/mm2 ok

A= 6.760 m2At 3 d from Coulmn Face

V= 2595.0 KNV= 3019 KN


A= 13.69 m2

V= 1222.0 KN

0.15012 N/mm2 ok

Flat Slab Design With Drop Pannel (Interior Pannel)

Dimension & Loading





Sw/slab Gk= 6 Kn/m2Sw/drop Gk= 4.8 Kn/m2 Coulmn head square

hc=L.L Qk= 1.5 Kn/m2D.L Gk= 1 Kn/m2



Bending Moment









hc,actual=

d= 204 mm b= 1400 mm


Z= 193.8 mm


Provide 9 T 10 @ 155.5555556

As= 707 mm2 OK



Z= 194 mm


Provide 7 T 10 @ 200

As= 550 OK




z= 194 mm


Provide 15 T 10 @ 195.5333333

As= 1178 mm2 OK

Middle Strip


z= 194 mm


Provide 15 T 10 @ 195.5333333

As= 1178 mm2 OK

Deflection Check

Fs= 202.6 N/mm2

T.M.F = 2 L/d= 26


L/d actl= 21.2




z= 194 mm


Provide 14 T 12 @ 100

As= 1583 mm2 OK

Middle Strip


z= 194 mm


Provide 7 T 10 @ 200

As= 550 mm2 OK




z= 193.8 mm


Provide 18 T 10 @ 200

As= 1413 mm2 OK

Middle Strip


z= 194 mm


Provide 18 T 10 @ 200

As= 1413 mm2 OK

Deflection Check

Fs= 207.2 N/mm2

T.M.F = 2.00 L/d= 26


L/d actl= 24.5

Punching Shear



v= 1.190 N/mm2(100As/bd)^(1/3)=

Max vc = 4.73 N/mm2(400/d)^(1/4) =


u= 3232 mmvc= 0.48290825

A= 0.653 m2

V= 377 Kn

v= 0.000571 N/mm2 Ok


u= 4048 mm

A= 0.653 m2

V= 377 Kn

v= 0.000456 N/mm2 Ok

Max effctive dia of colm head= 1083.25 mm

yes1223 mm1580 mm hc,actual shouldn’t exceed hc

1223 mm

2.99 m3.65 m


End InteriorM= 87.2 Kn.m Support Support

M 0.086 0.063M= 65.4 Kn.m V 0.6 0.5M= 21.8 Kn.m

LPositive Moment at interior span strip Column Strip


Long 3600M= 34.2 Kn.mM= 28.0 Kn.m


% As= 0.346324 % z factor = 0.928Es= 200000 N/mm2

x= 44.268 mm

Z= 189.312 mm

Stress = 399.4904 N/mm2

Ԑs= 0.001997

Ԑ1= 0.002573

Ԑ2= 0.000875

Ԑm= 0.001698

acr= 186.0163 mm

w= 0.39 mm Crack width exceed limit


% As= 0.577206 % z factor = 0.918Es= 200000 N/mm2

x= 49.776 mm

Z= 187.272 mm

Stress = 126.7876 N/mm2

Ԑs= 0.000634

Ԑ1= 0.000823

Ԑ2= 0.001079

Ԑm= -0.000256

acr= 107.6258 mm



% As= 0.775765 % z factor = 0.898Es= 200000 N/mm2

x= 62.424 mm

Z= 183.192 mm

Stress = 225.4792 N/mm2

Ԑs= 0.001127

Ԑ1= 0.001494

Ԑ2= 0.000366

Ԑm= 0.001127

acr= 62.94115 mm



% As= 0.692647 % z factor = 0.917Es= 200000 N/mm2

x= 50.796 mm

Z= 187.068 mm

Stress = 105.7716 N/mm2

Ԑs= 0.000529

Ԑ1= 0.000343

Ԑ2= 0.0011

Ԑm= -0.000756

acr= 104.6586 mm


mmmm

0.5772059

1.1833343

1.1186889

Squareno


firstSpan

0.075

mmmm


As% X factor Z factor

0.1 0.159 0.9740.125 0.176 0.941

0.15 191 0.9360.175 0.204 0.932

0.2 0.217 0.9280.225 0.228 0.924

0.25 0.239 0.920.275 0.249 0.917

0.3 0.258 0.9140.325 0.267 0.911

0.35 0.276 0.9080.375 0.284

0.4 0.2920.425 0.299

0.45 0.3060.475 0.313

0.5 0.3190.525 0.326

0.55 0.3320.575 0.338

0.6 0.3440.625

0.65



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625

Flat Slab Design With Drop Pannel (Interior Pannel)

Dimension & Loading





Sw/slab Gk= 4.8 Kn/m2Sw/drop Gk= 4.8 Kn/m2 Coulmn head square

hc=L.L Qk= 1.5 Kn/m2D.L Gk= 1 Kn/m2



Bending Moment









hc,actual=

d= 159 mm b= 1700 mm


Z= 151.0 mm


Provide 17 T 10 @ 100

As= 1335 mm2 OK



Z= 151 mm


Provide 15 T 10 @ 113.3333333

As= 1178 OK




z= 151 mm


Provide 14 T 10 @ 207.1428571

As= 1099 mm2 OK

Middle Strip


z= 151 mm


Provide 14 T 10 @ 207.1428571

As= 1099 mm2 OK

Deflection Check

Fs= 167.3 N/mm2

T.M.F = 2 L/d= 26


L/d actl= 28.9




z= 151 mm


Provide 15 T 10 @ 113.3333333

As= 1178 mm2 OK

Middle Strip


z= 151 mm


Provide 7 T 10 @ 242.8571429

As= 550 mm2 OK




z= 151.05 mm


Provide 17 T 10 @ 194.1176471

As= 1335 mm2 OK

Middle Strip


z= 151 mm


Provide 17 T 10 @ 194.1176471

As= 1335 mm2 OK

Deflection Check

Fs= 156.7 N/mm2

T.M.F = 2.00 L/d= 26


L/d actl= 31.4

Punching Shear



v= 1.413 N/mm2(100As/bd)^(1/3)=

Max vc = 4.73 N/mm2(400/d)^(1/4) =


u= 4472 mmvc= 0.2700

A= 1.250 m2

V= 340 Kn

v= 0.211696 N/mm2 Ok


u= 5908 mm

A= 2.182 m2

V= 325 Kn

v= 0.153378 N/mm2 Ok


u= 5908 mm

A= 2.062 m2

V= 327 Kn

v= 0.154255 N/mm2 Ok

Max effctive dia of colm head= 1150 mm

yes1298 mm1919 mm hc,actual shouldn’t exceed hc

1298 mm

3.20 m3.60 m


First Interi InteriorM= 81.0 Kn.m Support Support

M 0.086 0.063M= 60.7 Kn.m V 0.6 0.5M= 20.2 Kn.m

LPositive Moment at interior span strip Column Strip


Long 3300M= 34.5 Kn.mM= 28.2 Kn.m


% As= 0.839308 % z factor = 0.928Es= 200000 N/mm2

x= 34.503 mm

Z= 147.552 mm

Stress = 274.1548 N/mm2

Ԑs= 0.001371

Ԑ1= 0.001822

Ԑ2= 0.000467

Ԑm= 0.001355

acr= 175.1908 mm



% As= 0.691195 % z factor = 0.918Es= 200000 N/mm2

x= 38.796 mm

Z= 145.962 mm

Stress = 176.0905 N/mm2

Ԑs= 0.00088

Ԑ1= 0.001181

Ԑ2= 0.000951

Ԑm= 0.00023

acr= 106.0272 mm

w= -0.002008 mm Crack width is within limit


% As= 0.740566 % z factor = 0.898Es= 200000 N/mm2

x= 48.654 mm

Z= 142.782 mm

Stress = 361.1993 N/mm2

Ԑs= 0.001806

Ԑ1= 0.002477

Ԑ2= 0.000499

Ԑm= 0.001978

acr= 64.36217 mm



% As= 0.839308 % z factor = 0.917Es= 200000 N/mm2

x= 39.591 mm

Z= 145.803 mm

Stress = 145.1739 N/mm2

Ԑs= 0.000726

Ԑ1= 0.000396

Ԑ2= 0.000888

Ԑm= -0.000492

acr= 99.97817 mm


mmmm

0.3717

1.0274

1.119

N/mm2

Squareno


InteriorSpan

0.075

mmmm


As% X factor Z factor

0.1 0.159 0.9740.125 0.176 0.941

0.15 191 0.9360.175 0.204 0.932

0.2 0.217 0.9280.225 0.228 0.924

0.25 0.239 0.920.275 0.249 0.917

0.3 0.258 0.9140.325 0.267 0.911

0.35 0.276 0.9080.375 0.284

0.4 0.2920.425 0.299

0.45 0.3060.475 0.313

0.5 0.3190.525 0.326

0.55 0.3320.575 0.338

0.6 0.3440.625

0.65



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625



0.125 0.176 0.9410.15 191 0.936

0.175 0.204 0.9320.2 0.217 0.928

0.225 0.228 0.9240.25 0.239 0.92

0.275 0.249 0.9170.3 0.258 0.914

0.325 0.267 0.9110.35 0.276 0.908

0.375 0.284 0.9050.4 0.292 0.903

0.425 0.299 0.90.45 0.306 0.898

0.475 0.313 0.8960.5 0.319 0.894

0.525 0.326 0.8910.55 0.332 0.889

0.575 0.3380.6 0.344

0.625

rectangular water tank design

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