Rectangular Water Tank Design
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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
M= 74.1 Kn.mStrip % Strip %
55 Column M= 40.8 Kn.m 55 Column45 Middle M= 33.4 Kn.m 45 Middle
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
As= 281 mm As,min= 442 mm2
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
k= 0.011424 Singly Reinforced
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
Column Strip b= 1700 M= 73.0
k= 0.009518 Singly Reinforced
z= 341 mm
As= 490 mm2 As,min= 884 mm2
Provide 16 T 10 @ 106.25
As= 1256 mm2 OK
Middle Strip
k= 0.016175 Singly Reinforced
z= 151 mm
As= 369 mm2 As,min= 442 mm2
Provide 8 T 10 @ 212.5
As= 628 mm2 OK
Design for Long Span ( Middle Strip)mm Kn.m
Column Strip b= 2733 M= 33.4
k= 0.01686 Singly Reinforced
z= 151 mm
As= 618 mm2 As,min= 711 mm2
Provide 20 T 10 @ 136.65
As= 1570 mm2 OK
Middle Strip
k= 0.013795 Singly Reinforced
z= 151 mm
As= 505 mm2 As,min= 711 mm2
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
Check Crack Width x factor = 0.276
% 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
Check Crack Width x factor = 0.306
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
Check Crack Width x factor = 0.249
% 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
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 0.284 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
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 0.284 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
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 0.932
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
Serviceability Limit State
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
Serviceability Limit State
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
At 1.0 d from Column Face
u= 5840 mm
A= 2.1316 m2
V= 2176 Kn
v= 0.703 N/mm2 OK
At 1.5 d from Column Face
u= 7960 mm
A= 3.9601 m2
V= 1972 Kn
v= 0.468 N/mm2 OK
At 2 d from Column Face
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
Span ϒc = 24 Kn/m3Short = Lx= 4.6 m ϒs = 460 N/mm2Long = Ly= 5 m Fcu = 35 N/mm2
Slab Cover= 40 mmThckns = hs= 600 mm Bar size = 20 mm
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
Short Span Long SpanNegative Moment at First interior Support Negative Moment at interior Supports
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 allw = 52Deflection is ok
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
Middle Strip M= 46.8 Kn.m Ԑ1= 0.000997 0.350.375
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
Middle Strip M= 59.0 Kn.m Ԑ1= 0.000797 0.3250.35
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 allw = 52.0Deflection is ok
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
0.66599 N/mm2 Not OK Provide Drop Pannelu= 10600 mm
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
0.45367 N/mm2 Not OK Provide Drop Pannelu= 14800 mm
A= 13.69 m2
V= 1222.0 KN
0.15012 N/mm2 ok
Flat Slab Design With Drop Pannel (Interior Pannel)
Dimension & Loading
Span ϒc = 24 Kn/m3Short = Lx= 4.333 m ϒs = 460 N/mm2Long = Ly= 5 m Fcu = 35 N/mm2
Slab Cover= 40 mmThckns = hs= 250 mm Bar size = 12 mm
ColumnDrop= L 1.4 m 1400 mmThckns = hc= 200 mm
Loading Column HeadMax effctive dia of colm head=
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
hc=Ult.Load P= 277 Kn Effective Span
Short lx=Eqvlnt UDL w= 12.8 Kn/m2 Long ly=
Bending Moment
Short Span Long SpanNegative Moment at First interior Support Negative Moment at interior Supports
M= 71.2 Kn.mStrip % Strip %
75 Column M= 53.4 Kn.m 75 Column25 Middle M= 17.8 Kn.m 25 Middle
Positive Moment at interior span strip Positive Moment at interior span strip
M= 62.1 Kn.mStrip % Strip %
55 Column M= 34.2 Kn.m 55 Column45 Middle M= 28.0 Kn.m 45 Middle
Design for Short Span ( Column Strip)
Column Strip M= 53.4 Kn.m
hc,actual=
d= 204 mm b= 1400 mm
k = 0.026202 Singly Reinforced
Z= 193.8 mm
As= 631 mm As,min= 371 mm2
Provide 9 T 10 @ 155.5555556
As= 707 mm2 OK
Middle Strip M= 17.8 Kn.m
K= 0.008734 Singly Reinforced
Z= 194 mm
As= 210 mm As,min= 371 mm2
Provide 7 T 10 @ 200
As= 550 OK
Design for Short Span ( Middle Strip)mm Kn.m
Column Strip b= 2933 M= 28.0
k= 0.016757 Singly Reinforced
z= 194 mm
As= 403 mm2 As,min= 778 mm2
Provide 15 T 10 @ 195.5333333
As= 1178 mm2 OK
Middle Strip
k= 0.006544 Singly Reinforced
z= 194 mm
As= 330 mm2 As,min= 778 mm2
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 allw = 52Deflection is ok
L/d actl= 21.2
Design for Long Span ( Column Strip)mm Kn.m
Column Strip b= 1400 M= 65.4
k= 0.032057 Singly Reinforced
z= 194 mm
As= 772 mm2 As,min= 371 mm2
Provide 14 T 12 @ 100
As= 1583 mm2 OK
Middle Strip
k= 0.010686 Singly Reinforced
z= 194 mm
As= 257 mm2 As,min= 371 mm2
Provide 7 T 10 @ 200
As= 550 mm2 OK
Design for Long Span ( Middle Strip)mm Kn.m
Column Strip b= 3600 M= 28.0
k= 0.006517 Singly Reinforced
z= 193.8 mm
As= 403 mm2 As,min= 955 mm2
Provide 18 T 10 @ 200
As= 1413 mm2 OK
Middle Strip
k= 0.005332 Singly Reinforced
z= 194 mm
As= 330 mm2 As,min= 955 mm2
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 allw = 52.0Deflection is ok
L/d actl= 24.5
Punching Shear
V 388.5 Kn coulmn size
At Column Face b 400h 400
v= 1.190 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= 3232 mmvc= 0.48290825
A= 0.653 m2
V= 377 Kn
v= 0.000571 N/mm2 Ok
At 1.5 d from Column Face
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
Bending Monemt Coffecient BS 8110 Table 3.12 Negative Moment at interior Supports
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
Middle StripM= 62.1 Kn.m Short 2933
Long 3600M= 34.2 Kn.mM= 28.0 Kn.m
Check Crack Width x factor = 0.217
% 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
Check Crack Width x factor = 0.244
% 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
w= 0.006443 mm Crack width is within limit
Check Crack Width x factor = 0.306
% 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
w= 0.171024 mm Crack width is within limit
Check Crack Width x factor = 0.249
% 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
w= 0.081324 mm Crack width is within limit
mmmm
0.5772059
1.1833343
1.1186889
Squareno
Bending Monemt Coffecient BS 8110 Table 3.12
firstSpan
0.075
mmmm
Table 9.10 Batty & Westbrook Book According to BS8110 Cl 3.4.4.4
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
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 0.284 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
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 0.284 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
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 0.284 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
Span ϒc = 24 Kn/m3Short = Lx= 4.6 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
Loading Column HeadMax effctive dia of colm head=
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
hc=Ult.Load P= 261 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= 72.0 Kn.mStrip % Strip %
75 Column M= 54.0 Kn.m 75 Column25 Middle M= 18.0 Kn.m 25 Middle
Positive Moment at interior span strip Positive Moment at interior span strip
M= 62.8 Kn.mStrip % Strip %
55 Column M= 34.5 Kn.m 55 Column45 Middle M= 28.2 Kn.m 45 Middle
Design for Short Span ( Column Strip)
Column Strip M= 54.0 Kn.m
hc,actual=
d= 159 mm b= 1700 mm
k = 0.035888 Singly Reinforced
Z= 151.0 mm
As= 818 mm As,min= 351 mm2
Provide 17 T 10 @ 100
As= 1335 mm2 OK
Middle Strip M= 18.0 Kn.m
K= 0.011963 Singly Reinforced
Z= 151 mm
As= 273 mm As,min= 351 mm2
Provide 15 T 10 @ 113.3333333
As= 1178 OK
Design for Short Span ( Middle Strip)mm Kn.m
Column Strip b= 2900 M= 28.2
k= 0.022952 Singly Reinforced
z= 151 mm
As= 523 mm2 As,min= 599 mm2
Provide 14 T 10 @ 207.1428571
As= 1099 mm2 OK
Middle Strip
k= 0.011008 Singly Reinforced
z= 151 mm
As= 428 mm2 As,min= 599 mm2
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 allw = 52Deflection is ok
L/d actl= 28.9
Design for Long Span ( Column Strip)mm Kn.m
Column Strip b= 1700 M= 60.7
k= 0.040371 Singly Reinforced
z= 151 mm
As= 920 mm2 As,min= 351 mm2
Provide 15 T 10 @ 113.3333333
As= 1178 mm2 OK
Middle Strip
k= 0.013457 Singly Reinforced
z= 151 mm
As= 307 mm2 As,min= 351 mm2
Provide 7 T 10 @ 242.8571429
As= 550 mm2 OK
Design for Long Span ( Middle Strip)mm Kn.m
Column Strip b= 3300 M= 28.2
k= 0.011824 Singly Reinforced
z= 151.05 mm
As= 523 mm2 As,min= 682 mm2
Provide 17 T 10 @ 194.1176471
As= 1335 mm2 OK
Middle Strip
k= 0.009674 Singly Reinforced
z= 151 mm
As= 428 mm2 As,min= 682 mm2
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 allw = 52.0Deflection is ok
L/d actl= 31.4
Punching Shear
V 359.4 Kn coulmn size
At Column Face b 400h 400
v= 1.413 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= 0.2700
A= 1.250 m2
V= 340 Kn
v= 0.211696 N/mm2 Ok
At 1.5 d from Column Face
u= 5908 mm
A= 2.182 m2
V= 325 Kn
v= 0.153378 N/mm2 Ok
At 2 d from Column Face
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
Bending Monemt Coffecient BS 8110 Table 3.12 Negative Moment at interior Supports
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
Middle StripM= 62.8 Kn.m Short 2900
Long 3300M= 34.5 Kn.mM= 28.2 Kn.m
Check Crack Width x factor = 0.217
% 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
w= 0.26 mm Crack width is within limit
Check Crack Width x factor = 0.244
% 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
Check Crack Width x factor = 0.306
% 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
w= 0.275096 mm Crack width is within limit
Check Crack Width x factor = 0.249
% 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
w= 0.02942 mm Crack width is within limit
mmmm
0.3717
1.0274
1.119
N/mm2
Squareno
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 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
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 0.284 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
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 0.284 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
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 0.284 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
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