Date post: | 13-Jul-2015 |
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There are more steps you have to following to do design for any building. Up to have we finished eight steps to design structure of building:
1. Select a plan of building 2. Draw the plan of a building in AUTOCAD program and
show columns position. 3. Calculate the slab load, wall load, beam self weight and
total load for each beam in the building.4. Make a staad model.5. Do the columns and beam size and enter it in staad
program.6. Enter the total loads in staad program.7. By using staad program select the grade of concrete and
steel for the full structure of building.8. Do design of columns, beams and slabs of building.
Assume the load of slab •Overall of slab=?? Lx/d=32 7500/32=dD=234.375mm h= Ø/2+c+d=12/2+20+234.375
=260.375mm*Loading on 1m of slabDl of concrete = vol x uw
=1 x 1 x 0.260 x 24=6.24kn/m2
Dl finishing=1KN/m2
Imposed load live(Qk)=2.5kn/m2
Ultimate load=1.4 x 7.24 x 1.6 x 2.5Wu=14.136kn/m2
LX = 7.5m
LY = 10
.6m
Distribution of slabS1
Ly/lx = 10604.5/7500=1.4 1.4 < 2 two way slab
Long beam =((Wu x lx)/6) x (3-(Lx/Ly)2)= ((14.136 x 7.5)/6) x {3-(7.5/10.6)2} = 44.15kN/m2
Short beam =(Wu x lx)/3= (14.136 x 7.5)/3 = 35.34 KN/m2
S2Ly/lx = 7500/7203=1.4 1.4 < 2 two way slabLong beam =((Wu x lx)/6) x (3-(Lx/Ly)2)= ((14.136 x 7.203)/6) x (3-(7.203/10.6)2) = 43 KN/m2
Short beam =(Wu x lx)/3= (14.136 x 7.203)/3= 34kn/m2
S3Ly/lx = 7500/5353=1.4 1.4 < 2 two way slabLong beam =((Wu x lx)/6) x {3-(Lx/Ly)2) = ((14.136 x 5.353)/6) x (3-(5.353/7.5)2) = 31.4 kn/m2
Short beam =(Wu x lx)/3 = (14.136 x 5.353)/3 = 25.22kn/m2
S4Ly/lx = 8804.5/7500=1.4 1.1< 2 two way slabLong beam=((Wu x lx)/6) x (3-(Lx/Ly)2) = ((14.136 x 7.5)/6) x (3-(7.5/8.8)2) = 40.17 kn/m2
Short beam=(Wu x lx)/3 = (14.136 x 7.5)/3 = 35.34 kn/m2
S5Ly/lx = 45771/3251=14 14> 2 one way slab(Wu x lx)/2 = (14.136 x 3)/2 =21.204kn/m2
Slab load for staircase
Dl of waist slab 1m2
=1.16 x 0.260 x 24 = 6.2 kn/m2
Dl of steps = 4 (0.5 x .25 x .15) x 24=108 kn/m2
Floor finish = 1kn/m2
Total DI load = 10 x 1.4 = 14 kn/m2
Live load = 3 kn/m2
= 3 x 1.6 =4.8 kn/m2
Wu = 14+ 4.8 = 18.8 kn/m2
For staircase design one way slab(Wu x lx)/2 = (18.8 x 5.25)/2 = 49.35 kn/m2
1m
250mm 15
0m
m
Tan Ø=150/250Ø =30.9°
Cos 30.9° =1/xX= 1.16m
Ø
Dl of filling material = 1 x 1 x .3 x 12=3.6 x 1.4 = 5 KN/m2
Wu = 14.13 + 5 = 19.136 KN/m2
Ly/lx = 525/325=1.6 1.6< 2 two way slabshort beam=(Wu x lx)/3 = (19.136 x 3.251)/3= 20.7 KN/m2
Long beam=((Wu x lx)/6) x (3-(lx/ly)2)= ((19.136 x 3.251)/6) x (3-(3.251/5.35)2) = 27.129 KN/m2
Sunken slab load
Filling material
SLAB
Self weight of beam = 1 x 0.25 x 0.6 x 24= 3.6 x 1.4= 5.04 kn/m2
250mm6
00
mm
Load of wall = 1x 0.200 x 3 x 15= 9 x 1.4=12.6 kn/m2
0.2m
3m
34
34
43
43
43
43
43 43 43
34
34
34
34
35.34 35.34 35.34 35.34
35.3435.3435.3435.3435.3435.3435.3435.34
43
44.15
44.15
44.1544.15
25.22
25.22
40.17
40.17
44.15 44.15 44.15 44.15
44.1544.15
31.4 31.4
20.7
20.7
27
.13
27
.13
49.35
49.35
21.2
21.2
Beam
designation
Slap load Wall loadKN/M2
Beam self
weightKN/M2
Total loadKN/M2LHS
KN/M2
RHSKN/M2
AB 0 34 12.6 5.04 51.64
BC 0 34 12.6 5.04 51.64
CD 0 34 12.6 5.04 51.64
DE 0 44.15 12.6 5.04 61.79
EF 0 40.17 12.6 5.04 57.81
FG 0 25.22 12.6 5.04 42.86
GH 0 20.7 12.6 5.04 38.34
IJ 34 21.2 12.6 5.04 72.84
JK 34 21.2 12.6 5.04 72.84
KL 44.15 21.2 12.6 5.04 82.99
LM 40.17 21.2 12.6 5.04 79.01
MN 25.22 21.2 12.6 5.04 64.06
NN1 25.22 21.2 12.6 5.04 64.06
OP 21.2 34 12.6 5.04 72.84
PQ 21.2 44.15 12.6 5.04 82.99
QR 21.2 44.15 12.6 5.04 82.99
RS 21.2 44.15 12.6 5.04 82.99
ST 21.2 44.15 12.6 5.04 82.99
TT1 49.35 44.15 12.6 5.04 111.14
UV 34 0 12.6 5.04 51.64
VW 44.15 0 12.6 5.04 61.79
Table 1 : Total slap load for each beam
Beam
designation
Slap load Wall load
KN/M2
Beam self
weight
KN/M2
Total load
KN/M2LHS
KN/M2
RHS
KN/M2
AI 0 34 12.6 5.04 51.64
IO 0 0 12.6 5.04 17.64
OU 0 43 12.6 5.04 60.64
GG1 31.4 27.13 12.6 5.04 76.17
HH1 27.13 0 12.6 5.04 44.77
G1H1 49.35 20.7 12.6 5.04 87.69
H1T 0 0 12.6 5.04 17.64
TZ 35.34 0 12.6 5.04 52.98
G1T1 31.4 0 12.6 5.04 49.04
BJ 43 43 12.6 5.04 103.64
CK 43 43 12.6 5.04 103.64
DL 43 35.34 12.6 5.04 95.98
EM 35.34 35.34 12.6 5.04 88.32
FN 35.34 31.4 12.6 5.04 84.38
PV 43 35.34 12.6 5.04 95.98
QW 35.34 35.34 12.6 5.04 88.32
RX 35.34 35.34 12.6 5.04 88.32
WX 44.15 0 12.6 5.04 61.79
XY 44.15 0 12.6 5.04 61.79
YZ 44.15 0 12.6 5.04 61.79
Go to staad
Bar
size
(mm)
Number of bars
1 2 3 4 5 6 7 8 9 10
6 28.3 56.6 84.9 113 142 170 198 226 255 283
8 50.3 101 151 201 252 302 352 402 453 503
10 78.5 157 236 314 393 471 550 628 707 785
12 113 226 339 452 566 679 792 905 1020 1130
16 201 402 603 804 1010 1210 1410 1610 1810 2010
20 314 628 943 1260 1570 1890 2200 2510 2830 3140
25 491 982 1470 1960 2450 2950 3440 3930 4420 4910
32 804 1610 2410 3220 4020 4830 5630 6430 7240 8040
40 1260 2510 3770 5030 6280 7540 8800 10100 11300 12600
Table 3.5: Cross-sectional areas of bars (mm2)
.
LinksBottom Extra
0.7L
Top Extra
0.25L
Bottom
Bars
Top BarsSize
mm
Beam
Name8Ø@150 C/c 1 T 162 T 252 T 162 T 32600X250AB
8Ø@171C/c1 T 162 T 202 T 162 T 25600X250BC8Ø@166C/c1 T 162 T 252 T 122 T 32600X250CD
10Ø@150C/c1 T 252 T 252 T 162 T 32800X250DE8Ø@146C/c1 T 202 T 252 T 162 T 32800X250EF8Ø@223C/c1 T 82 T 122 T 82 T 16600X250FG8Ø@216C/c1 T 102 T 82 T 82 T 10450X250GH
10Ø@150C/c1 T 162 T 252 T 162 T 32600X250IJ10Ø@120C/c1 T 162 T 202 T 162 T 25600X250JK8Ø@100 C/c1 T 162 T 252 T 162 T 32600X250KL
10Ø@120C/c1 T 402 T 252 T 322 T 32800X250LM8Ø@163C/c1 T 202 T 252 T 202 T 32800X250MN
NN18Ø@109C/c1 T 252 T 202 T 162 T 25600X250OP
10Ø@120C/c1 T 402 T 252 T 322 T 32800X250PQ8Ø@66C/c1 T 252 T 252 T 252 T 32800X250QR
10Ø@120C/c1 T 322 T 252 T 252 T 32800X250RS10Ø@120C/c1 T 202 T 202 T 202 T 25600X250ST10Ø@120C/c1 T 122 T 202 T 102 T 25450X250TT1
8Ø@160C/c1 T 162 T 252 T 162 T 32600X250UV8Ø@110C/c1 T 252 T 252 T 252 T 32800X250VW8Ø@103C/c1 T 202 T 252 T 202 T 32800X250WX8Ø@103C/c1 T 202 T 252 T 202 T 32800X250XY
Table : bars of steel for beam
.
LinksBottom Extra
0.7L
Top Extra
0.25L
Bottom
Bars
Top BarsSize
Mm
Beam
Name8Ø@104C/c1 T 252 T 202 T 252 T 25600X250AI
10Ø@120 C/c1T162T202T202T25450X250IO10Ø@120C/c1 T 252 T 202 T 252 T 25600X250OU
8Ø@168C/c1 T 162 T 202 T 162 T 25450X250G G18Ø@116C/c1 T 162 T 122 T 122 T 16450X250H H18Ø@218C/c1 T 122 T 102 T 122 T 10450X250G1 H1
10Ø@120C/c1 T 102 T 162 T 82 T 16450X250H1 T10Ø@120C/c1 T 252 T 162 T 202 T 20600X250TZ10Ø@120C/c1 T 162 T 202 T 162 T 25600X250G1 T110Ø@120C/c1 T 402 T 252 T 322 T 32600X250BJ10Ø@120C/c1 T 402 T 252 T 322 T 32600X250CK10Ø@120C/c1 T 252 T 252 T 252 T 32600X250DL10Ø@120C/c1 T 252 T 252 T 252 T 32600X250EM10Ø@120C/c1 T 252 T 252 T 252 T 32600X250FN8Ø@120 C/c1 T 322 T 252 T 252 T 32600X250PV
8Ø@64C/c1 T 252 T 252 T 252 T 32600X250QW10Ø@120C/c1 T 252 T 252 T 252 T 32600X250RX10Ø@120C/c1 T 252 T 252 T 252 T 32600X250SY
Bar
size
(mm)
Number of bars
1 2 3 4 5 6 7 8 9 10
6 28.3 56.6 84.9 113 142 170 198 226 255 283
8 50.3 101 151 201 252 302 352 402 453 503
10 78.5 157 236 314 393 471 550 628 707 785
12 113 226 339 452 566 679 792 905 1020 1130
16 201 402 603 804 1010 1210 1410 1610 1810 2010
20 314 628 943 1260 1570 1890 2200 2510 2830 3140
25 491 982 1470 1960 2450 2950 3440 3930 4420 4910
32 804 1610 2410 3220 4020 4830 5630 6430 7240 8040
40 1260 2510 3770 5030 6280 7540 8800 10100 11300 12600
Table 3.5: Cross-sectional areas of bars (mm2)
LinksNO. of
Bars
SizeMM
Column
Name8T @ 150 c/cT 16 6600mm X 250mmA
8T @ 150 c/cT 16 8250mm X 600mmB
8T @ 150 c/cT 16 4250mm X 600mmC
8T @ 150 c/cT 16 8250mm X 600mmD
8T @ 150 c/cT 16 8250mm X 600mmE
8T @ 150 c/cT 16 4250mm X 600mmF
8T @ 150 c/cT 16 4250mm X 600mmG
8T @ 150 c/cT 16 4250mm X 600mmG1
8T @ 150 c/cT 16 4250mm X 600mmH
8T @ 150 c/cT 16 4250mm X 600mmH1
8T @ 150 c/cT 16 4600mm X 250mmI
8T @ 150 c/cT 25 6600mm X 250mmJ
8T @ 150 c/cT 20 4250mm X 600mmK
8T @ 150 c/cT 20 8250mm X 600mmL
8T @ 150 c/cT 20 8250mm X 600mmM
8T @ 150 c/cT 20 4250mm X 600mmN
8T @ 150 c/cT 16 4600mm X 250mmO
8T @ 150 c/cT 20 8250mm X 600mmP
Table : bars of steel for column
LinksNO. of
bars
SizeMM
Column
Name8T @ 150 c/cT 20 8250mm X 600mmQ
8T @ 150 c/cT 20 8250mm X 600mmR
8T @ 150 c/cT 16 4250mm X 600mmS
8T @ 150 c/cT 16 4600mm X 250mmT
8T @ 150 c/cT 16 4250mm X 600mmT1
8T @ 150 c/cT 16 4250mm X 600mmU
8T @ 150 c/cT 20 6250mm X 600mmV
8T @ 150 c/cT 20 6250mm X 600mmW
8T @ 150 c/cT 25 4250mm X 600mmX
8T @ 150 c/cT 20 6250mm X 600mmY
8T @ 150 c/cT 16 8600mm X 250mmZ
STEP 1
Assume overall depth
Lx/d =32
7500/d=32
d= 234 mm
h=d+dia/2+c
h=234+12/12+20=260 mm
STEP 2: LOADS
DL=GK=1x1x0.26x24+1=7.24 KN/m2
L.L=QK=2.5 KN/m2
Design load =1.4GK+1.6QK
Wu =1.4x7.24+1.6x2.5=14.13 KN
STEP3: bending moment max
Msx=B Wu Lx
= -0.068x14.13x7.22
= -54 KNm
Msy= -0.037x14.13x7.22
= -29.4 KNm
STEP 4: moment of resistance of
c/r
Mu=0.156fcu b d2
=0.156x30x2342
= 256.2x106 Nmm
=256.2 KNm
STEP 5
Mu > M
256.2 > 54 yes ok S.R slab
STEP 6 Equation of Design
For shorten Direction K=M/fcubd2
=54x106/30x1000x2342
= 0.03
Z=d(0.5+Squroot 0.25+k/0.9)
=234(0.5+Squroot 0.25+0.03/0.9)
=225.9 mm < 0.95d = 0.95x234
=222 mm NOT OK
Z=222 mm
As=M/0.95fyZ
=54x106/0.95x460x222
=556 mm2 provide 12 T@200 c/c _ 566
mm2
Check for As min and As maxAs max = 4/100 x b x h
= 4/100 x 1000 x 260 = 10400 mm2
As min = 0.4/100 x b x h
= 0.13/100 x 1000 x 260 =338 mm2
For longer Direction K=M/fcubd2
=29.4x106/30x1000x2342= 0.017
Z=d(0.5+Squroot 0.25+k/0.9)
=234(0.5+Squroot 0.25+0.017/0.9)
=229 mm < 0.95d = 0.95x234
=222 mm NOT OK
Z=222 mm
As=M/0.95fyZ
=29.4x10^6/0.95x460x222
=303 mm2 provide 10 T@200 c/c _ 393
mm2
Check for As min and As max As max = 4/100 x b x h
= 4/100 x 1000 x 260 = 10400 mm2
As min = 0.4/100 x b x h
= 0.13/100 x 1000 x 260 =338 mm2
Bar
Size
(mm)
Spacing of bars
50 75 100 125 150 175 200 250 300
6 566 377 283 226 189 162 142 113 94.3
8 1010 671 503 402 335 287 252 201 168
10 1570 1050 785 628 523 449 393 314 262
12 2260 1510 1130 905 754 646 566 452 377
16 4020 2680 2010 1610 1340 1150 1010 804 670
20 6280 4190 3140 2510 2090 1800 1570 1260 1050
25 9820 6550 4910 3930 3270 2810 2450 1960 1640
32 16100 10700 8040 6430 5360 4600 4020 3220 2680
40 25100 16800 12600 10100 8380 7180 6280 5030 4190
Table 3.15: Cross-sectional area per meter width (mm2) Slabs
Long side reinforceme
nt
Short side reinforceme
nt
Overall depthmm
Slab sizemm
Slab name
10T@200C/C12T@200 C/C2341O604 X 7500S1
8T@175C/C10T@200C/C2347203 x7500S2
10T@200C/C10T@200C/C2347203 x7500S3
10T@200C/C12T@175C/C23410604 x 7500S4
10T@200C/C12T@200C/C2348804 x 7500S5