Rectangular Water Tank Design

(1)

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

Effective length, L = Lw + hw

Clear Length

Lw=

40

m

Averg wall thkness hw =

0.23

m

L =

40.23

m

Fy=

Clear Width

b=

13

Fcu=

B=

13.23

Effective height ,H = Hw+hs/2

Wall Height

H =

3.7

m

Slab thickness

hs =

0.2

m

200 mm

Heff =

3.8

m

Height of Water

Hw=

3.7

m

Long Span

L/H=

10.58684

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

Short Span

B/H=

3.481579

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

Design of Wall

Applicabale

No 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 mm K= 0.033229 singly reinforced z= 175 mm As= 589 mm2/m

Ƴc=

Ƴw=

Effective Width , B = b + h

s

(2)

Provide T 16 @

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=

0.92434 N/mm2

v=

0.520815217

N/mm2 Shear links are not required

Serviceability Limit State

Reinforcement

T

16

@

100

mm

As=

2010

mm2/m

0.0109217391

12.9

Depth of Natural axis

x=

101

z=

150.4

mm

Stees in steel =

148.9

N/mm2

0.0007446418

0.0011569725

0.000107047

0.0010499255

acr=

94.956

mm

Crack width w =

0.162

mm

Deflection Check

Steel ratio p=

Modular ratio, α =

Strain in steel Ԑs =

Ԑ1=

Ԑ2=

Ԑm=

(3)

Stress Factor Fs=

90

N/mm2

T.M.F.=

2.00

Load.f.

1.25

L/d allowable =

49.93

mm

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

w,max

0.20

mm

ƿ =

0.4221

%

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/mm2

v=

0.5208

N/mm2

(4)

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

Wall Design

24

KN/m3

Concrete Cover =

40

mm

10

KN/m3

Initial bar size =

12

mm

460

N/mm2

40

N/mm2

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

Max Shear Force =

68

Kn/m

Design Shear Force=

96

Kn/m

(5)

100

Shear links are not required

Allow for creep

Es=

200

Gpa

Ec=

31

Gpa

Ecm=

15.5

strain at steel level

strain at concrete surface

active strain considering stiffening effect of concrete

average strain in flexural

(6)

L/d =

20

table 3.9

Prop Cantilever and Fixed

Bs 8007 Cl. 2.2.3.4

Deflection is adequated

Bar size =

12

mm

R=

0.5

Restrain factor Bs 8007 A.5

α

0.000012

/ C

Coeff. Of thermal expansion

T

35

C

Temperature

(7)

Max Bending Moment =

20

Kn.m/m

Max Shear Force =

Design Bending Moment =

20

Kn.m/m

Design Shear Force=

d= 184 mm K= 0.014768 singly reinforced z= 175 mm As slab As,min= As coulmn As,min= As= 262 mm2/m

As =

759

(8)

Provide T 20 @ 150

As= 2093 mm2 ok

% As 0.910 % ok

Yes

N/mm2

(9)

(10)

Max Shear Force =

0

Kn/m

Design Shear Force=

0

Kn/m

299 mm2/m 460 mm2/m

(11)

(12)

(13)

(14)

(15)

(16)

Flat Slab Design With Drop Pannel

Dimension & Loading

Span

ϒc =

Short = Lx= 4.433 m ϒs =

Long = Ly= 5 m Fcu =

Slab

Cover= Thckns = hs= 200 mm Bar size =

Column

Drop= L 1.7 m 1700 mm Thckns = hc= 200 mm b 400 mm h 400 mm

Loading

Column Head

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

L.L Qk= 1.5 Kn/m2

D.L Gk= 1 Kn/m2

Ult.Load P= 253 Kn

Effective Span

Eqvlnt UDL w= 11.4 Kn/m2

Bending Moment

Short Span

Negative Moment at First interior Support

M= 74.1 Kn.m

Strip %

75 Column M= 55.6 Kn.m

25 Middle M= 18.5 Kn.m

Positive Moment at interior span strip

M= 74.1 Kn.m

Strip %

55 Column M= 40.8 Kn.m

45 Middle M= 33.4 Kn.m

(17)

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 Provide 12 T 10 @ As= 942 mm2

OK

Middle Strip

M= 18.5 Kn.m d= 159 mm K= 0.01232

Singly Reinforced

Z= 151 mm As= 281 mm As,min= 442 Provide 8 T 10 @ As= 628

OK

Design for Short Span ( Middle Strip)

mm

Column Strip

b= 3300 M= k= 0.002739

Singly Reinforced

z= 151 mm As= 618 mm2 As,min= 1716 Provide 25 T 10 @ As= 1963 mm2

OK

Middle Strip

k= 0.01142

Singly Reinforced

z= 151 mm As= 505 mm2 As,min= 858

(18)

Provide 16 T 10 @ As= 1256 mm2

OK

Deflection Check

Fs= 209.5 N/mm2 T.M.F = 2 L/d= 20 L/d allw = 40

Deflection is ok

L/d actl= 27.9

Design for Long Span ( Column Strip)

mm

Column Strip

b= 1700 M= k= 0.00952

Singly Reinforced

OK

Middle Strip

k= 0.01617

Singly Reinforced

OK

Design for Long Span ( Middle Strip)

mm

Column Strip

b= 2733 M=

k= 0.01686

Singly Reinforced

(19)

As= 618 mm2 As,min= 711 Provide 20 T 10 @ As= 1570 mm2

OK

Middle Strip

k= 0.013795

Singly Reinforced

OK

Deflection Check

Fs= 120.7 N/mm2 . T.M.F = 2.00 L/d= 20 L/d allw = 40.0

Deflection is ok

L/d actl= 31.4

Punching Shear

V 353.6 Kn At Column Face v= 0.616 N/mm2 Max vc = 4.73 N/mm2

At 1.0 d from Column Face

u= 4472 mm

A= 1.250 m2

V= 334 Kn At 1.0 d

(20)

u= 5908 mm

A= 2.182 m2

V= 319 Kn

v= 0.15032 N/mm2

Ok

At 2 d from Column Face

u= 8308 mm

A= 6.948 m2

V= 243 Kn

(21)

Flat Slab Design With Drop Pannel

24 Kn/m3 460 N/mm2 35 N/mm2 35 mm 12 mm

Max effctive dia of colm head= 1108.25 mm

hc= 1251 mm

1919 mm hc,actual shouldn’t exceed hc

Ih,max= 720 mm hc= 720 mm

Effective Span

Short lx= 3.91 m Long ly= 4.48 m

Long Span

Negative Moment at interior Supports

M= 97.3 Kn.m

Strip %

75 Column M= 73.0 Kn.m

25 Middle M= 24.3 Kn.m

M= 74.1 Kn.m

Strip %

55 Column M= 40.8 Kn.m

45 Middle M= 33.4 Kn.m

(22)

Check Crack Width % As= 0.262396 COLUMN STRIP x= 77.903 PROVIDE Z= 333.152 8 mm2 T 212.5 Stress = 177.1604 10 141.666667 Ԑs= 0.000886 As= 369.4 mm2 Ԑ1= 0.000385 ADD Ԑ2= 0.00016 8 T 212.5 10 Ԑm= 0.000225 As= 369.4 acr= 219.5907 mm2 mm2 w= 0.04 As = 738.8 mm2/m 212.5 As total= 1256.0 mm2 Kn.m 40.8

Check Crack Width % As= 0.34986 x= 99.084 mm2 Z= 325.972 132 Stress = 99.5844 Ԑs= 0.0005 Ԑ1= 0.00019 Ԑ2= 0.00017 Ԑm= 2E-005 mm2

(23)

acr= 105.611 206.25

w= -0.00572

As,req= 858 mm2

Kn.m

73.0 Check Crack Width

COLUMN STRIP % As= 0.34986

PROVIDE x= 109.854 8 mm2 T 213 Z= 322.382 10 106.25 Stress = 180.262 As= 369 mm2/m Ԑs= 0.0009 ADD Ԑ1= 0.00033 9 T 189 Ԑ2= 7E-005 12 Ԑm= 0.00025 As= 598 mm2 mm2/m acr= 61.5001 212.5 As total = 1645 w= 0.02934 mm2/m As total = 2797 mm2 Kn.m

% As= 0.43733

(24)

mm2 Z= 329.203 136.65 Stress = 49.64829 Ԑs= 0.000248 Ԑ1= 0.000197 Ԑ2= 0.000101 Ԑm= 9.55E-005 mm2 acr= 61.04779 105.115385 w= 0.066055 As,req= 711 mm2 coulmn size u= b 400 mm h 400 mm (100As/bd)^(1/3)= 0.351073 (400/d)^(1/4) = 1.027404 (Fcu/25)^(1/3) = 1.118689 vc= 0.25501 N/mm2 vc= 0.510030 N/mm2

(25)

(26)

no

hc,actual shouldn’t exceed hc

Bending Monemt Coffecient BS 8110 Table 3.12 First InterioInterior Interior

Support Support Span M 0.086 0.063 0.075 V 0.6 0.5 Width b Column Strip Middle Strip Short 3300 mm Long 2733 mm

(27)

x factor = 0.217 As% % z factor = 0.928 0.1 Es= 200000 N/mm2 0.125 mm 0.15 0.175 mm 0.2 0.225 N/mm2 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 mm 0.5 0.525

mm

Crack width is within limit

0.55

0.575 0.6 0.625 0.65

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4

x factor = 0.276 As% % z factor = 0.908 0.1 Es= 200000 N/mm2 0.125 mm 0.15 0.175 mm 0.2 0.225 N/mm2 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475

(28)

mm 0.5 0.525

mm

Crack width is within limit

0.55

0.575 0.6 0.625

mm

Crack width is within limit

0.55

0.575 0.6 0.625

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 x factor = 0.249

% z factor = 0.917 As%

Es= 200000 N/mm2 0.1

(29)

0.15 mm 0.175 0.2 N/mm2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 mm 0.475 0.5

mm

Crack width is within limit

0.525

0.55 0.575 0.6 0.625 at 1.0d 1518 mm

(30)

(31)

Square no

(32)

X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.292 0.299 0.306 0.313 0.319 0.326 0.332 0.338 0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896

(33)

0.319 0.894 0.326 0.891 0.332 0.889 0.338

0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338 0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor

0.159 0.974 0.176 0.941

(34)

191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338 0.344

(35)

(36)

Colum Desing

ϐ= 1.5 end condtion 2/2 L0= 6000 leff= 9000 mm L/b= 9000

Slender Column

k= 1 h= 1 mm ϐa= 40500 α= 40500 mm Madd = 8545.5 Kn.m M= 54.4 Kn.m Mi= 8599.9 Kn.m M/bd2= 9E+009 N/mm2 N/bd= 211000 N/mm2

(37)

Checking Column Crack

Serviceability Limit State

Forces Load Moment Ultimate

Service

Provide 4 T 16

As= 804 mm2

(38)

Sub -Frame Analysis

Dimension mm mm mm Column b h L Upper 400 400 6000 Lower 1 1 1 Beam 1000 600 4330 I colm= Upper 2133333333 mm4 Lower 0.08333333 mm4 Ibeam= 1.800E+010 mm4

Stiffness

K = (I/L)

Columns Kcu 355555.5556 KcL 0.083333333 Beam Kbeam= 4157043.88 A Joint Member UC LC AB BA D.F 0.106 0.000 1.000 0.479 FEM 207.800 -207.800 -22.019 0.000 -207.800 0.000 Carry over 0.000 -103.900 0.000 0.000 0.000 49.820 24.910 0.000 -2.639 0.000 -24.910 0.000 0.000 -12.455 0.000

(39)

0.000 0.000 0.000 sum m= -24.552 0.000 0.000 -274.336

(40)

w= 133 km/m A B C FEM MAB MBA MBC MCB MCD MDC 207.80 207.80 207.80 207.80 207.80 207.80 P = 211 Kn B C LC UC BC CB LC UC CD 0.000 0.041 0.479 0.479 0.000 0.04101 0.479 207.800 -207.800 207.80 0.000 0.000 0.000 0.000 0.000 0.000 0.000 4.261 49.820 49.820 0.000 24.910 0.000 0.000 0.000 0.000 12.455 0.000 0.000 0.000 0.000 0.000

(41)

0.000 0.000

0.000 0.000 0.000 0.000

(42)

(43)

(44)

Lx= 5.72 m h= 600 mm d= 530 mm Top Reinforement M= 157 Kn.m K = 0.0186 Z= 504 mm As= 714 mm Provide T 20 @ 200 As = 1570

Serviceability Limit State

Reinforcement

T

20

@

200

mm

As=

1570

mm2/m

0.00296

12.9

Depth of Natural axis

x=

148

z=

480.7

mm

Stees in steel =

208.0

N/mm2

0.00104015

strain at steel level

0.0012307

strain at concrete surface

0.00056787

active strain considering stiffening effect of concrete

Steel ratio p=

Modular ratio, α =

Strain in steel Ԑs =

Ԑ1=

Ԑ2=

(45)

0.00066283

average strain in flexural

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

(400/D)^(1/4) =

0.932

(Fcu/25)^(1/3)=

1.0627

vc=

0.417

N/mm2

Shear links are required

v=

0.7962

N/mm2

Punching Shear

At Column Face V= 2414

Kn

Column Size b h v 2.847 N/mm2 0.8 Fcu^(1/2) = 4.38 N/mm2 At 1.0 d from Column Face

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

(46)

u= 7960 mm

A= 6.3504 m2

V= 2401

Kn

(47)

Bottom slab Design Fy 460 N/mm2 Bar size = 20 Fcu 30 N/mm2 Cover = 60 Bottom Reinforcement M= 70 Kn.m . K = 0.0083 Z= 504

As/min= 689 As= 318 As/min= 689

Provide T 16 @ 200

Ok As = 1005 Ok

Allow for creep

Yes

Es=

200

Gpa

Ec=

31

Gpa

Ecm=

15.5

N/mm2

strain at steel level

strain at concrete surface

(48)

average strain in flexural

Crack width <0.2 mm within limit

Kn

400 mm Lx= 4.33

(49)

(50)

Sub -Frame Analysis Dimension mm mm mm Column b h L Upper 400 400 6000 Lower 1 1 1 Beam 1000 600 4330 I colm= Upper 2.1E+009 mm4 Lower 0.083333 mm4 Ibeam= 1.8E+010 mm4 Stiffness K = (I/L) Columns Kcu 355555.6 KcL 0.083333 Beam Kbeam= 4157044 Joint A Member AB BA D.F 1 0.479494 FEM 142.6479 -142.6479 -142.6479 0 Carry over 0 -71.32394 0 34.19942 17.09971 0 -17.09971 0

(51)

0 -8.549854 -8.2E-008 -4.1E-008 0 -6.8E-015 sum m= 3.16E-006 -188.3223

(52)

w= 91.3 km/m A B C FEM MAB MBA MBC MCB MCD MDC 142.6479 142.6479 142.6479 142.6479 142.6479 142.6479 P = 211 Kn B CD BC CB 0.479494 0.479494 0.479494 142.6479 142.6479 -142.6479 0 0 0 0 34.19942 34.19942

(53)

0 17.09971 0 0 8.549854 0 -8.2E-008 -8.2E-008 0 -4.1E-008 0 0 185.3972 -91.34876

(54)

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

Dimension & Loading

Span

ϒc = 24 Kn/m3

Short = Lx= 4.6 m ϒs = 460 N/mm2

Long = Ly= 5 m Fcu = 35 N/mm2

Slab

Cover= 40 mm

Thckns = hs= 600 mm Bar size = 20 mm

Column

2

Drop= L 2.6 m 1000 mm

Thckns = hc= 200 mm

Loading

Column Head

Max effctive dia of colm head= 1150 Sw/slab Gk= 14.4 Kn/m2

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

hc= 1298 mm

L.L Qk= 1.5 Kn/m2 1129 mm

D.L Gk= 64 Kn/m2

hc= 1129 mm

Effective Span

Short lx= 3.17 m

Eqvlnt UDL w= 114.1 Kn/m2 Long ly= 3.57 m

Bending Moment

Short Span

Long Span

Negative Moment at First interior Support Negative Moment at interior Supports hc,actual=

(55)

M= 162.0 Kn.m M= 187.0

Strip % Strip %

75 Column M= 121.5 Kn.m 75 Column M= 140.3

25 Middle M= 40.5 Kn.m 25 Middle M= 46.8

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

M= 114.0 Kn.m M= 131.0

Strip % Strip %

55 Column M= 62.7 Kn.m 55 Column M= 72.1

45 Middle M= 51.3 Kn.m 45 Middle M= 59.0

Design of Short Span @ Support

Column Strip

M= 121.5 Kn.m d= 550 mm b= 1000 mm k = 0.0114758

Singly Reinforced

Z= 522.5 mm As= 532 mm As,min= 715 mm2 Provide 5 T 20 @ 200 As= 1570 mm2

OK

Middle Strip

M= 40.5 Kn.m K= 0.0038253

Singly Reinforced

(56)

Z= 523 mm

As= 177 mm As,min= 715 mm2

Provide 5 T 20 @ 200

As= 1570

OK

Design of Short Span @ Mid Span

mm

Column Strip

b= 1000 M= 62.7 Kn.m k= 0.00592

Singly Reinforced

z= 523 mm As= 275 mm2 As,min= 715 mm2 Provide 5 T 20 @ 200 As= 1570 mm2

OK

Middle Strip

M= 51.3 Kn.m k= 0.0048453

Singly Reinforced

z= 523 mm As= 225 mm2 As,min= 715 mm2 Provide 5 T 16 @ 200

(57)

As= 1005 mm2

OK

Deflection Check

Deflection is ok

L/d actl= 8.4

Design of Long Span @ Support

mm Kn.m

Column Strip

b= 1000 M= 140.3 k= 0.0132468

Singly Reinforced

OK

Middle Strip

M= 46.8 Kn.m k= 0.0044156

Singly Reinforced

z= 523 mm

(58)

As= 205 mm2 As,min= 715 mm2

Provide 5 T 20 @ 200

As= 1570 mm2

OK

Design of Long Span @ Mid Span

mm Kn.m

Column Strip

b= 1000 M= 72.1 k= 0.0068052

Singly Reinforced

z= 522.5 mm As= 316 mm2 As,min= 715 mm2 Provide 5 T 16 @ 200 As= 1005 mm2

OK

Middle Strip

M= 59.0 Kn.m k= 0.00556789

Singly Reinforced

OK

(59)

Deflection Check

Fs= 218.2 N/mm2 T.M.F = 2.00 L/d= 26 L/d allw = 52.0

Deflection is ok

L/d actl= 9.1

Punshing Shear

At Coulmn Face coulmn size =

V= 3019 KN b= 400 h= 400 u= 1600 mm v= 3.43 N/mm2 (100As/bd)^(1/3)= 0.61629 vc,max= 4.73 N/mm2

ok

(400/d)^(1/4) = 0.92347 At 1.0 d from Coulmn Face

(Fcu/25)^(1/3) = 1.11869

V= 3019 KN

u= 6000 mm vc= 0.402378 N/mm2

A= 2.25 m2

V= 2723.5 KN

(60)

At 1.5 d from Coulmn Face

V= 3675 KN

u= 8200 mm

A= 4.2025 m2

V= 3003.6 KN

0.66599 N/mm2

Not OK Provide Drop Pannel

V= 3675 KN

u= 10400 mm

A= 6.760 m2

V= 2595.0 KN

(61)

(62)

.

mm

(63)

Kn.m Reference RCC Spreed Sheet For continuous beam analysis Kn.m

Kn.m

L

Positive Moment at interior span strip Column Strip

Middle Strip

Kn.m Short 1000 mm

Long 1000 mm

Kn.m Kn.m

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 Check Crack Width

x factor = 0.258 As% % As= 0.28545 % z factor = 0.914 0.1 Es= 200000 N/mm2 0.125 x= 141.9 mm 0.15 0.175 Z= 502.7 mm 0.2 0.225 Stress = 153.946 N/mm2 0.25 0.275 Ԑs= 0.00077 0.3 0.325 Ԑ1= 0.00086 0.35 0.375 Ԑ2= 0.00055 0.4 0.425 Ԑm= 0.00032 0.45 0.475

(64)

acr= 776.591 mm 0.5 0.525

w= 0.18 mm

Crack width is within limit

0.55

0.575 0.6 0.625 0.65

x factor = 0.204 As% % As= 0.182691 % z factor = 0.932 0.1 Es= 200000 N/mm2 0.125 x= 112.2 mm 0.15 0.175 Z= 512.6 mm 0.2 0.225 Stress = 121.7333 N/mm2 0.25 0.275 Ԑs= 0.000609 0.3 0.325 Ԑ1= 0.000678 0.35 0.375 Ԑ2= 0.000902 0.4 0.425 Ԑm= -0.000223 0.45 0.475 acr= 102.9234 mm 0.5 0.525

(65)

0.575 0.6 0.625

x factor = 0.258 As% % As= 0.285455 % z factor = 0.914 0.1 Es= 200000 N/mm2 0.125 x= 141.9 mm 0.15 0.175 Z= 502.7 mm 0.2 0.225 Stress = 177.7028 N/mm2 0.25 0.275 Ԑs= 0.000889 0.3 0.325 Ԑ1= 0.000997 0.35 0.375 Ԑ2= 0.000546 0.4 0.425 Ԑm= 0.000451 0.45 0.475

(66)

acr= 101.8034 mm 0.5 0.525

w= 0.1086 mm

Crack width is within limit

0.55

0.575 0.6 0.625

Check Crack Width Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 x factor = 0.249

% As= 0.182691 % z factor = 0.917 As%

Es= 200000 N/mm2 0.1 x= 136.95 mm 0.125 0.15 Z= 504.35 mm 0.175 0.2 Stress = 142.1747 N/mm2 0.225 0.25 Ԑs= 0.000711 0.275 0.3 Ԑ1= 0.000797 0.325 0.35 Ԑ2= 0.000861 0.375 0.4 Ԑm= -6.4E-005 0.425 0.45 acr= 102.9234 mm 0.475 0.5

w= -0.015566 mm

Crack width is within limit

0.525

0.55 0.575 0.6

(67)

0.625

With Drop pannel

Drop Panel h = 200

(100As/bd)^(1/3)= 0.55576 (400/d)^(1/4) = 0.85457 (Fcu/25)^(1/3) = 1.11869

vc= 0.456 N/mm2 Enhanced by 2d/av

(68)

u= 7600 mm

A= 3.61 m2

V= 2545.0 KN

0.44650 N/mm2

ok

V= 3019 KN

u= 10600 mm

A= 4.2025 m2

V= 2467.3 KN

0.31035 N/mm2

ok

At 3 d from Coulmn Face

V= 3019 KN

u= 14800 mm

A= 13.69 m2

V= 1222.0 KN

(69)

(70)

Flat Slab Design With Drop Pannel (Interior Pannel)

Dimension & Loading

Span

ϒc =

Short = Lx= 4.333 m ϒs =

Long = Ly= 5 m Fcu =

Slab

Cover=

Thckns = hs= 250 mm Bar size =

Column

Drop= L 1.4 m 1400 mm

Loading

Column Head

Sw/slab Gk= 6 Kn/m2

Sw/drop Gk= 4.8 Kn/m2

L.L Qk= 1.5 Kn/m2

D.L Gk= 1 Kn/m2

Effective Span

Bending Moment

Short Span

M= 71.2 Kn.m

Strip %

75 Column M= 53.4 Kn.m

25 Middle M= 17.8 Kn.m

M= 62.1 Kn.m

Strip %

55 Column M= 34.2 Kn.m

45 Middle M= 28.0 Kn.m

Design for Short Span ( Column Strip)

(71)

d= 204 mm b= 1400 mm k = 0.0262

Singly Reinforced

OK

Middle Strip

M= 17.8 Kn.m K= 0.00873

Singly Reinforced

OK

Design for Short Span ( Middle Strip)

mm

Column Strip

b= 2933 M= k= 0.016757

Singly Reinforced

OK

Middle Strip

k= 0.00654

Singly Reinforced

OK

(72)

Deflection Check

Deflection is ok

L/d actl= 21.2

Design for Long Span ( Column Strip)

mm

Column Strip

b= 1400 M= k= 0.03206

Singly Reinforced

OK

Middle Strip

k= 0.01069

Singly Reinforced

OK

Design for Long Span ( Middle Strip)

mm

Column Strip

b= 3600 M= k= 0.00652

Singly Reinforced

z= 193.8 mm As= 403 mm2 As,min= 955 Provide 18 T 10 @

(73)

As= 1413 mm2

OK

Middle Strip

k= 0.005332

Singly Reinforced

OK

Deflection Check

Deflection is ok

L/d actl= 24.5

Punching Shear

u= 3232 mm

A= 0.653 m2

V= 377 Kn

v= 0.00057 N/mm2

Ok

u= 4048 mm

(74)

V= 377 Kn

(75)

Flat Slab Design With Drop Pannel (Interior Pannel)

24 Kn/m3 460 N/mm2 35 N/mm2 40 mm 12 mm

Max effctive dia of colm head= 1083.25 mm Coulmn head square yes

hc= 1223 mm

Effective Span

Short lx= 2.99 m

Long ly= 3.65 m

Long Span

M= 87.2 Kn.m

Strip %

75 Column M= 65.4 Kn.m

25 Middle M= 21.8 Kn.m

M= 62.1 Kn.m

Strip %

55 Column M= 34.2 Kn.m

45 Middle M= 28.0 Kn.m

Check Crack Width hc,actual=

(76)

% As= 0.346324 x= 44.268 Z= 189.312 mm2 Stress = 399.4904 155.555556 Ԑs= 0.001997 Ԑ1= 0.002573 Ԑ2= 0.000875 Ԑm= 0.001698 acr= 186.0163 mm2 w= 0.39 200 Kn.m 28.0

Check Crack Width % As= 0.577206 x= 49.776 mm2 Z= 187.272 195.533333 Stress = 126.7876 Ԑs= 0.000634 Ԑ1= 0.000823 Ԑ2= 0.001079 Ԑm= -0.000256 mm2 acr= 107.6258 195.533333 w= 0.006443

(77)

Kn.m

% As= 0.775765 x= 62.424 mm2 Z= 183.192 100 Stress = 225.4792 Ԑs= 0.001127 Ԑ1= 0.001494 Ԑ2= 0.000366 Ԑm= 0.001127 mm2 acr= 62.94115 200 w= 0.171024 Kn.m

% As= 0.692647

x= 50.796

mm2 Z= 187.068

(78)

Ԑs= 0.000529 Ԑ1= 0.000343 Ԑ2= 0.0011 Ԑm= -0.000756 mm2 acr= 104.6586 200 w= 0.081324 coulmn size b 400 mm h 400 mm (100As/bd)^(1/3)= 0.577206 (400/d)^(1/4) = 1.183334 (Fcu/25)^(1/3) = 1.118689 vc= 0.4829083

(79)

(80)

Bending Monemt Coffecient BS 8110 Table 3.12 End Interior first

Support Support Span M 0.086 0.063 0.075 V 0.6 0.5 L Column Strip Middle Strip Short 2933 mm Long 3600 mm

(81)

% z factor = 0.928 0.1 Es= 200000 N/mm2 0.125 mm 0.15 0.175 mm 0.2 0.225 N/mm2 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 mm 0.5 0.525

mm Crack width exceed limit 0.55

0.575 0.6 0.625 0.65

mm Crack width is within limit 0.55

(82)

0.6 0.625

0.575 0.6 0.625

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 x factor = 0.249 % z factor = 0.917 As% Es= 200000 N/mm2 0.1 mm 0.125 0.15 mm 0.175 0.2 N/mm2 0.225 0.25

(83)

0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 mm 0.475 0.5

0.55 0.575 0.6 0.625

(84)

(85)

Square no

(86)

0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.292 0.299 0.306 0.313 0.319 0.326 0.332 0.338 0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338

(87)

0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92

(88)

0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338 0.344

(89)

(90)

Flat Slab Design With Drop Pannel (Interior Pannel)

Dimension & Loading

Span

ϒc =

Short = Lx= 4.6 m ϒs =

Long = Ly= 5 m Fcu =

Slab

Cover=

Thckns = hs= 200 mm Bar size =

Column

Drop= L 1.7 m 1700 mm

Loading

Column Head

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

L.L Qk= 1.5 Kn/m2

D.L Gk= 1 Kn/m2

Effective Span

Bending Moment

Short Span

M= 72.0 Kn.m

Strip %

75 Column M= 54.0 Kn.m

25 Middle M= 18.0 Kn.m

M= 62.8 Kn.m

Strip %

55 Column M= 34.5 Kn.m

45 Middle M= 28.2 Kn.m

Design for Short Span ( Column Strip)

(91)

d= 159 mm b= 1700 mm k = 0.03589

Singly Reinforced

OK

Middle Strip

M= 18.0 Kn.m K= 0.01196

Singly Reinforced

OK

Design for Short Span ( Middle Strip)

mm

Column Strip

b= 2900 M= k= 0.022952

Singly Reinforced

OK

Middle Strip

k= 0.01101

Singly Reinforced

OK

(92)

Deflection Check

Deflection is ok

L/d actl= 28.9

Design for Long Span ( Column Strip)

mm

Column Strip

b= 1700 M= k= 0.04037

Singly Reinforced

OK

Middle Strip

k= 0.01346

Singly Reinforced

OK

Design for Long Span ( Middle Strip)

mm

Column Strip

b= 3300 M= k= 0.01182

Singly Reinforced

z= 151.05 mm As= 523 mm2 As,min= 682 Provide 17 T 10 @

(93)

As= 1335 mm2

OK

Middle Strip

k= 0.009674

Singly Reinforced

OK

Deflection Check

Deflection is ok

L/d actl= 31.4

Punching Shear

u= 4472 mm

A= 1.250 m2

V= 340 Kn

v= 0.2117 N/mm2

Ok

u= 5908 mm

(94)

V= 325 Kn

v= 0.15338 N/mm2

Ok

u= 5908 mm

A= 2.062 m2

V= 327 Kn

(95)

Flat Slab Design With Drop Pannel (Interior Pannel)

24 Kn/m3 460 N/mm2 35 N/mm2 35 mm 12 mm

Max effctive dia of colm head= 1150 mm Coulmn head square yes

hc= 1298 mm

Effective Span

Short lx= 3.20 m

Long ly= 3.60 m

Long Span

M= 81.0 Kn.m

Strip %

75 Column M= 60.7 Kn.m

25 Middle M= 20.2 Kn.m

M= 62.8 Kn.m

Strip %

55 Column M= 34.5 Kn.m

45 Middle M= 28.2 Kn.m

Check Crack Width hc,actual=

(96)

% As= 0.839308 x= 34.503 Z= 147.552 mm2 Stress = 274.1548 100 Ԑs= 0.001371 Ԑ1= 0.001822 Ԑ2= 0.000467 Ԑm= 0.001355 acr= 175.1908 mm2 w= 0.26 113.333333 Kn.m 28.2

Check Crack Width % As= 0.691195 x= 38.796 mm2 Z= 145.962 207.142857 Stress = 176.0905 Ԑs= 0.00088 Ԑ1= 0.001181 Ԑ2= 0.000951 Ԑm= 0.00023 mm2 acr= 106.0272 207.142857 w= -0.002008

(97)

Kn.m

% As= 0.740566 x= 48.654 mm2 Z= 142.782 113.333333 Stress = 361.1993 Ԑs= 0.001806 Ԑ1= 0.002477 Ԑ2= 0.000499 Ԑm= 0.001978 mm2 acr= 64.36217 242.857143 w= 0.275096 Kn.m

% As= 0.839308

x= 39.591

mm2 Z= 145.803

(98)

Ԑs= 0.000726 Ԑ1= 0.000396 Ԑ2= 0.000888 Ԑm= -0.000492 mm2 acr= 99.97817 194.117647 w= 0.02942 coulmn size b 400 mm h 400 mm (100As/bd)^(1/3)= 0.3717 (400/d)^(1/4) = 1.0274 (Fcu/25)^(1/3) = 1.119 vc= 0.2700 N/mm2

(99)

(100)

Bending Monemt Coffecient BS 8110 Table 3.12 First InterioInterior Interior

Support Support Span M 0.086 0.063 0.075 V 0.6 0.5 L Column Strip Middle Strip Short 2900 mm Long 3300 mm

(101)

% z factor = 0.928 0.1 Es= 200000 N/mm2 0.125 mm 0.15 0.175 mm 0.2 0.225 N/mm2 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 mm 0.5 0.525

mm

Crack width is within limit

0.55

0.575 0.6 0.625 0.65

mm

Crack width is within limit

0.55

(102)

0.6 0.625

mm

Crack width is within limit

0.55

0.575 0.6 0.625

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 x factor = 0.249 % z factor = 0.917 As% Es= 200000 N/mm2 0.1 mm 0.125 0.15 mm 0.175 0.2 N/mm2 0.225 0.25

(103)

0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 mm 0.475 0.5

0.55 0.575 0.6 0.625

(104)

(105)

Square no

(106)

0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.292 0.299 0.306 0.313 0.319 0.326 0.332 0.338 0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92 0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338

(107)

0.344

Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4 X factor Z factor 0.159 0.974 0.176 0.941 191 0.936 0.204 0.932 0.217 0.928 0.228 0.924 0.239 0.92

(108)

0.249 0.917 0.258 0.914 0.267 0.911 0.276 0.908 0.284 0.905 0.292 0.903 0.299 0.9 0.306 0.898 0.313 0.896 0.319 0.894 0.326 0.891 0.332 0.889 0.338 0.344

(109)