Abstract image of a woman sitting on books and studying on a laptop

DESIGN BUILDING BY STAD PRO

Download as PPTX, PDF
C
civilEngineering9966

The document outlines 8 steps for designing the structure of a building: 1) selecting a building plan, 2) drawing the plan in AutoCAD, 3) calculating loads, 4) creating a STAAD model, 5) sizing columns and beams, 6) entering loads, 7) selecting materials, and 8) designing structural elements. It then provides details on load calculations, beam sizes and reinforcement, and column sizes for a sample college building design.

Education
1 of 52
Downloaded 67 times
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
DESIGN BUILDING BY STAD PRO
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.
PLAN OF COLLEGE BUILDING
ELEVATION OF COLLEGE BUILDING
Columns position
DESIGN BUILDING BY STAD PRO
Assume the load of slab •Overall of slab=?? Lx/d=32 7500/32=d D=234.375mm h= Ø/2+c+d =12/2+20+234.375 =260.375mm *Loading on 1m of slab Dl 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 2.5 Wu=14.136kn/m2 LX = 7.5m LY = 10.6m
Distribution of slab S1 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 S2 Ly/lx = 7500/7203=1.4 1.4 < 2 two way slab Long 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 S3 Ly/lx = 7500/5353=1.4 1.4 < 2 two way slab Long 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 S4 Ly/lx = 8804.5/7500=1.4 1.1< 2 two way slab Long beam=((Wu x lx)/6) x (3-(Lx/Ly)2) = ((14.136 x 7.5)/6) x (3-(7.5/8.8)2) = 40.17 kn/m2 Short beam=(Wu x lx)/3 = (14.136 x 7.5)/3 = 35.34 kn/m2 S5 Ly/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 250mm 1m 150mm Ø Tan Ø=150/250 Ø =30.9° Cos 30.9° =1/x X= 1.16m
Sunken slab load 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 slab short 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 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 250mm 600mm 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 31.4 31.4 44.15 44.15 27.13 35.34 35.34 35.34 35.34 35.34 35.34 35.34 35.34 43 44.15 44.15 44.15 44.15 25.22 25.22 40.17 40.17 44.15 44.15 44.15 44.15 20.7 20.7 27.13 49.35 49.35 21.2 21.2
Beam designation Table 1 : Total slap load for each beam Slap load Wall load KN/M2 Beam self weight KN/M2 Total load LHS RHS KN/M2 KN/M2 KN/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
Beam designation Slap load Wall load Beam self Total load LHS RHS KN/M2 weight KN/M2 KN/M2 KN/M2 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
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
Go to staad
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
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)
. Table : bars of steel for beam Beam Size Top Bars Bottom Top Extra Bottom Extra Links Name mm Bars 0.25L 0.7L AB 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@150 C/c BC 600X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@171C/c CD 600X250 2 T 32 2 T 12 2 T 25 1 T 16 8Ø@166C/c DE 800X250 2 T 32 2 T 16 2 T 25 1 T 25 10Ø@150C/c EF 800X250 2 T 32 2 T 16 2 T 25 1 T 20 8Ø@146C/c FG 600X250 2 T 16 2 T 8 2 T 12 1 T 8 8Ø@223C/c GH 450X250 2 T 10 2 T 8 2 T 8 1 T 10 8Ø@216C/c IJ 600X250 2 T 32 2 T 16 2 T 25 1 T 16 10Ø@150C/c JK 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c KL 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@100 C/c LM 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c MN 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@163C/c NN1 OP 600X250 2 T 25 2 T 16 2 T 20 1 T 25 8Ø@109C/c PQ 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c QR 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@66C/c RS 800X250 2 T 32 2 T 25 2 T 25 1 T 32 10Ø@120C/c ST 600X250 2 T 25 2 T 20 2 T 20 1 T 20 10Ø@120C/c TT1 450X250 2 T 25 2 T 10 2 T 20 1 T 12 10Ø@120C/c UV 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@160C/c VW 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@110C/c WX 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c XY 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c
. Beam Size Top Bars Bottom Top Extra Bottom Extra Links Name Mm Bars 0.25L 0.7L AI 600X250 2 T 25 2 T 25 2 T 20 1 T 25 8Ø@104C/c IO 450X250 2T25 2T20 2T20 1T16 10Ø@120 C/c OU 600X250 2 T 25 2 T 25 2 T 20 1 T 25 10Ø@120C/c G G1 450X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@168C/c H H1 450X250 2 T 16 2 T 12 2 T 12 1 T 16 8Ø@116C/c G1 H1 450X250 2 T 10 2 T 12 2 T 10 1 T 12 8Ø@218C/c H1 T 450X250 2 T 16 2 T 8 2 T 16 1 T 10 10Ø@120C/c TZ 600X250 2 T 20 2 T 20 2 T 16 1 T 25 10Ø@120C/c G1 T1 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c BJ 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c CK 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c DL 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c EM 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c FN 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c PV 600X250 2 T 32 2 T 25 2 T 25 1 T 32 8Ø@120 C/c QW 600X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@64C/c RX 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c SY 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
DESIGN BUILDING BY STAD PRO
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)
Table : bars of steel for column NO. of Links Bars Size MM Column Name A 600mm X 250mm T 16 6 8T @ 150 c/c B 250mm X 600mm T 16 8 8T @ 150 c/c C 250mm X 600mm T 16 4 8T @ 150 c/c D 250mm X 600mm T 16 8 8T @ 150 c/c E 250mm X 600mm T 16 8 8T @ 150 c/c F 250mm X 600mm T 16 4 8T @ 150 c/c G 250mm X 600mm T 16 4 8T @ 150 c/c G1 250mm X 600mm T 16 4 8T @ 150 c/c H 250mm X 600mm T 16 4 8T @ 150 c/c H1 250mm X 600mm T 16 4 8T @ 150 c/c I 600mm X 250mm T 16 4 8T @ 150 c/c J 600mm X 250mm T 25 6 8T @ 150 c/c K 250mm X 600mm T 20 4 8T @ 150 c/c L 250mm X 600mm T 20 8 8T @ 150 c/c M 250mm X 600mm T 20 8 8T @ 150 c/c N 250mm X 600mm T 20 4 8T @ 150 c/c O 600mm X 250mm T 16 4 8T @ 150 c/c P 250mm X 600mm T 20 8 8T @ 150 c/c
NO. of Links bars Size MM Column Name Q 250mm X 600mm T 20 8 8T @ 150 c/c R 250mm X 600mm T 20 8 8T @ 150 c/c S 250mm X 600mm T 16 4 8T @ 150 c/c T 600mm X 250mm T 16 4 8T @ 150 c/c T1 250mm X 600mm T 16 4 8T @ 150 c/c U 250mm X 600mm T 16 4 8T @ 150 c/c V 250mm X 600mm T 20 6 8T @ 150 c/c W 250mm X 600mm T 20 6 8T @ 150 c/c X 250mm X 600mm T 25 4 8T @ 150 c/c Y 250mm X 600mm T 20 6 8T @ 150 c/c Z 600mm X 250mm T 16 8 8T @ 150 c/c
DESIGN BUILDING BY STAD PRO
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 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 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) Table 3.15: Cross-sectional area per meter width (mm2) Slabs 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
DESIGN BUILDING BY STAD PRO
Long side reinforceme nt Short side reinforceme nt Overall depth mm Slab size mm Slab name S1 1O604 X 7500 234 12T@200 C/C 10T@200C/C S2 7203 x7500 234 10T@200C/C 8T@175C/C S3 7203 x7500 234 10T@200C/C 10T@200C/C S4 10604 x 7500 234 12T@175C/C 10T@200C/C S5 8804 x 7500 234 12T@200C/C 10T@200C/C
DESIGN BUILDING BY STAD PRO

More Related Content

PDF
Rcc structure design by etabs (acecoms)
Md. Shahadat Hossain
 
PPTX
Design and analasys of a g+2 residential building
=> No nEEd FoH WoRk , Um gOod cOnsUMer oF PArentx MOnEy
 
PDF
Intze tank design
Harish Mahavar
 
PDF
REPORT ON G+4 RCC HOSTEL BUILDING ANALYSIS AND DESIGN USING STAAD PRO SOFTWARE
RakeshDas161
 
PPTX
Unit III deflection and design of anchorage zone
Selvakumar Palanisamy
 
PPTX
Modes of failure of retaining walls
Ritesh Chinchawade
 
PPTX
Etabs BY Subash Pathak
Subash Pathak
 
PPTX
Intze tank design
Koppolu Abishek
 
Rcc structure design by etabs (acecoms)
Md. Shahadat Hossain
 
Design and analasys of a g+2 residential building
=> No nEEd FoH WoRk , Um gOod cOnsUMer oF PArentx MOnEy
 
Intze tank design
Harish Mahavar
 
REPORT ON G+4 RCC HOSTEL BUILDING ANALYSIS AND DESIGN USING STAAD PRO SOFTWARE
RakeshDas161
 
Unit III deflection and design of anchorage zone
Selvakumar Palanisamy
 
Modes of failure of retaining walls
Ritesh Chinchawade
 
Etabs BY Subash Pathak
Subash Pathak
 
Intze tank design
Koppolu Abishek
 

What's hot (20)

PPTX
Construction of residential building summer training ppt
Sumit Singh
 
PPTX
Sums on Rigid Pavement Design
ArnabKarmakar18
 
PPT
Combine piled raft foundation (cprf)_Er.Karan Chauhan
Er.Karan Chauhan
 
PPTX
Singly R.C beam
Darshil Vekaria
 
PPTX
Design of RCC Column footing
Arun Kurali
 
PDF
CSI ETABS & SAFE MANUAL: Slab Analysis and Design to EC2
Eur Ing Valentinos Neophytou BEng (Hons), MSc, CEng MICE
 
PPT
Design of columns biaxial bending as per IS 456-2000
PraveenKumar Shanmugam
 
PPTX
Design of R.C.C Beam
Ar. Aakansha
 
PDF
IS 875 5
Mohd Danish
 
PPT
Prestress concrete
Dev Sablaniya
 
PDF
Three.hinged.arch
engr jafar
 
PPTX
Analysis of g+3 rcc storied building
Tarun kumar
 
PDF
Sp16 latest
Mohd Danish
 
PDF
PROJECT REPORT ON ROAD CONSTRUCTION
GLA University
 
PDF
Analysis of G+2 building with seismic load using Etabs
IRJET Journal
 
PPTX
ANALYSIS & DESIGN OF G+3 STORIED REINFORCED CONCRETE BUILDING
Abhilash Chandra Dey
 
PDF
synopsis on design and estimation of intze tank
ganesh sharma
 
DOCX
DESIGN AND ANALYSIS OF G+3 RESIDENTIAL BUILDING BY S.MAHAMMAD FROM RAJIV GAND...
Mahammad2251
 
PDF
Design of portal frame structures
Siddiq Mohammed
 
PDF
Bolted connections
Siddiqui Anwar
 
Construction of residential building summer training ppt
Sumit Singh
 
Sums on Rigid Pavement Design
ArnabKarmakar18
 
Combine piled raft foundation (cprf)_Er.Karan Chauhan
Er.Karan Chauhan
 
Singly R.C beam
Darshil Vekaria
 
Design of RCC Column footing
Arun Kurali
 
CSI ETABS & SAFE MANUAL: Slab Analysis and Design to EC2
Eur Ing Valentinos Neophytou BEng (Hons), MSc, CEng MICE
 
Design of columns biaxial bending as per IS 456-2000
PraveenKumar Shanmugam
 
Design of R.C.C Beam
Ar. Aakansha
 
IS 875 5
Mohd Danish
 
Prestress concrete
Dev Sablaniya
 
Three.hinged.arch
engr jafar
 
Analysis of g+3 rcc storied building
Tarun kumar
 
Sp16 latest
Mohd Danish
 
PROJECT REPORT ON ROAD CONSTRUCTION
GLA University
 
Analysis of G+2 building with seismic load using Etabs
IRJET Journal
 
ANALYSIS & DESIGN OF G+3 STORIED REINFORCED CONCRETE BUILDING
Abhilash Chandra Dey
 
synopsis on design and estimation of intze tank
ganesh sharma
 
DESIGN AND ANALYSIS OF G+3 RESIDENTIAL BUILDING BY S.MAHAMMAD FROM RAJIV GAND...
Mahammad2251
 
Design of portal frame structures
Siddiq Mohammed
 
Bolted connections
Siddiqui Anwar
 
Ad

Viewers also liked (11)

PPTX
Design of Doubly Reinforced Beam
Ishan Garg
 
PDF
Doubly reinforced beams...PRC-I
Irfan Malik
 
DOC
Columns lecture#6
Irfan Malik
 
PDF
Flexural design of beam...PRC-I
Irfan Malik
 
PPT
Flexural design of Beam...PRC-I
Irfan Malik
 
DOC
Columns lecture#4
Irfan Malik
 
PDF
Sp 34-1987 handbook on reinforcement and detailing
jemmabarsby
 
DOC
Columns lecture#1
Irfan Malik
 
PPTX
Structural System
Hamza Ghnemmat
 
PPTX
Design Procedure of Singly,Doubly & T-Beam(As Per ACI code)
Jahidur Rahman
 
PPT
basic structural system in architecture
shahul130103
 
Design of Doubly Reinforced Beam
Ishan Garg
 
Doubly reinforced beams...PRC-I
Irfan Malik
 
Columns lecture#6
Irfan Malik
 
Flexural design of beam...PRC-I
Irfan Malik
 
Flexural design of Beam...PRC-I
Irfan Malik
 
Columns lecture#4
Irfan Malik
 
Sp 34-1987 handbook on reinforcement and detailing
jemmabarsby
 
Columns lecture#1
Irfan Malik
 
Structural System
Hamza Ghnemmat
 
Design Procedure of Singly,Doubly & T-Beam(As Per ACI code)
Jahidur Rahman
 
basic structural system in architecture
shahul130103
 
Ad

Similar to DESIGN BUILDING BY STAD PRO (20)

PDF
Multistoried R.C.C. Building Structural Design Analysis with Drawing - 2
Port City International University
 
PPTX
PLANNING,ANALYSIS,DESIGNING AND ESTIMATION OF CANTILEVER RESIDENTIAL BUILDING
Seranjeevi Seranjeevi
 
PDF
Tuladhar
hlksd
 
DOC
Mechanical Building redesign
Ali Abuzant
 
PPTX
Deduction of opening , Number of bars and Bar Bending Scheduling
Yash Patel
 
PPT
Slabs Beam Reinforcement Detailing
Make Mannan
 
PDF
Entrance arch japanese
daidesign
 
PDF
Audiotorium Calcs.pdf
mjnasarkhanjamal
 
PDF
6. diseño de puente compuesto2
ing_eliali4748
 
PDF
Lana formwork timber_beam_habe_h20
Kapil Mall
 
PPT
54307684 beam-column
Shashikant Gaur
 
PDF
Footing
SurendraBhatta2
 
PDF
Design of concrete structure 2 project-Loay Qabaha &Basel Salame
Loay Qabaha
 
PDF
MAIN CANOPY BAJAJ HR(22.09.2016)
sufiyan shaikh
 
PPTX
phase 2ppt.pptx
Gokul408032
 
PDF
IRJET - Design and Analysis of Residential Institute Building
IRJET Journal
 
PPTX
Analysis and design of 15 storey office and
Masroor Alam
 
PPTX
Analysis and design of 15 storey office and
Masroor Alam
 
PPTX
onw way slab design
Palak Patel
 
PDF
Pvc conduit pipe fittings
YANG Xianjie
 
Multistoried R.C.C. Building Structural Design Analysis with Drawing - 2
Port City International University
 
PLANNING,ANALYSIS,DESIGNING AND ESTIMATION OF CANTILEVER RESIDENTIAL BUILDING
Seranjeevi Seranjeevi
 
Tuladhar
hlksd
 
Mechanical Building redesign
Ali Abuzant
 
Deduction of opening , Number of bars and Bar Bending Scheduling
Yash Patel
 
Slabs Beam Reinforcement Detailing
Make Mannan
 
Entrance arch japanese
daidesign
 
Audiotorium Calcs.pdf
mjnasarkhanjamal
 
6. diseño de puente compuesto2
ing_eliali4748
 
Lana formwork timber_beam_habe_h20
Kapil Mall
 
54307684 beam-column
Shashikant Gaur
 
Footing
SurendraBhatta2
 
Design of concrete structure 2 project-Loay Qabaha &Basel Salame
Loay Qabaha
 
MAIN CANOPY BAJAJ HR(22.09.2016)
sufiyan shaikh
 
phase 2ppt.pptx
Gokul408032
 
IRJET - Design and Analysis of Residential Institute Building
IRJET Journal
 
Analysis and design of 15 storey office and
Masroor Alam
 
Analysis and design of 15 storey office and
Masroor Alam
 
onw way slab design
Palak Patel
 
Pvc conduit pipe fittings
YANG Xianjie
 

Recently uploaded (20)

PDF
International_Financial_Reporting_Standa.pdf
VrindaTayade1
 
PDF
MBA _Common_ 2nd year Syllabus _2021-22_.pdf
DrAnubha4
 
PDF
medical_surgical_nursing_10th_edition_ignatavicius_TEST_BANK_pdf.pdf
victor kamau
 
PDF
BP 505 T. PHARMACEUTICAL JURISPRUDENCE (UNIT 1).pdf
CMEmpire
 
PDF
BP 505 T. PHARMACEUTICAL JURISPRUDENCE (UNIT 2).pdf
CMEmpire
 
PDF
BP 704 T. NOVEL DRUG DELIVERY SYSTEMS (UNIT 1)
CMEmpire
 
PPTX
Share_Module_2_Power_conflict_and_negotiation.pptx
Lavanyaj33
 
PDF
Vision Prelims GS PYQ Analysis 2011-2022 www.upscpdf.com.pdf
navneetgupta711851
 
DOCX
Cambridge-Practice-Tests-for-IELTS-12.docx
ssuser0d93ff
 
PDF
LIFE & LIVING TRILOGY- PART (1) WHO ARE WE.pdf
sureshkumarsoni26
 
PPTX
Computer Architecture Input Output Memory.pptx
Gunasundari Selvaraj
 
PDF
Race Reva University – Shaping Future Leaders in Artificial Intelligence
RACE REVA University
 
PPTX
B.Sc. DS Unit 2 Software Engineering.pptx
Dr. Pallawi Bulakh
 
PDF
Τίμαιος είναι φιλοσοφικός διάλογος του Πλάτωνα
iliaskessaris
 
PDF
Environmental Education MCQ BD2EE - Share Source.pdf
Dr Raja Mohammed T
 
PPTX
A powerpoint presentation on the Revised K-10 Science Shaping Paper
JericEstaco2
 
PPTX
Virtual and Augmented Reality in Current Scenario
Shruti Dalela
 
PDF
MICROENCAPSULATION_NDDS_BPHARMACY__SEM VII_PCI .pdf
SabsKhan1
 
PPTX
Core Concepts of Personalized Learning and Virtual Learning Environments
Dr. Bushra Sumaiya
 
PDF
Mucosal Drug Delivery system_NDDS_BPHARMACY__SEM VII_PCI.pdf
SabsKhan1
 
International_Financial_Reporting_Standa.pdf
VrindaTayade1
 
MBA _Common_ 2nd year Syllabus _2021-22_.pdf
DrAnubha4
 
medical_surgical_nursing_10th_edition_ignatavicius_TEST_BANK_pdf.pdf
victor kamau
 
BP 505 T. PHARMACEUTICAL JURISPRUDENCE (UNIT 1).pdf
CMEmpire
 
BP 505 T. PHARMACEUTICAL JURISPRUDENCE (UNIT 2).pdf
CMEmpire
 
BP 704 T. NOVEL DRUG DELIVERY SYSTEMS (UNIT 1)
CMEmpire
 
Share_Module_2_Power_conflict_and_negotiation.pptx
Lavanyaj33
 
Vision Prelims GS PYQ Analysis 2011-2022 www.upscpdf.com.pdf
navneetgupta711851
 
Cambridge-Practice-Tests-for-IELTS-12.docx
ssuser0d93ff
 
LIFE & LIVING TRILOGY- PART (1) WHO ARE WE.pdf
sureshkumarsoni26
 
Computer Architecture Input Output Memory.pptx
Gunasundari Selvaraj
 
Race Reva University – Shaping Future Leaders in Artificial Intelligence
RACE REVA University
 
B.Sc. DS Unit 2 Software Engineering.pptx
Dr. Pallawi Bulakh
 
Τίμαιος είναι φιλοσοφικός διάλογος του Πλάτωνα
iliaskessaris
 
Environmental Education MCQ BD2EE - Share Source.pdf
Dr Raja Mohammed T
 
A powerpoint presentation on the Revised K-10 Science Shaping Paper
JericEstaco2
 
Virtual and Augmented Reality in Current Scenario
Shruti Dalela
 
MICROENCAPSULATION_NDDS_BPHARMACY__SEM VII_PCI .pdf
SabsKhan1
 
Core Concepts of Personalized Learning and Virtual Learning Environments
Dr. Bushra Sumaiya
 
Mucosal Drug Delivery system_NDDS_BPHARMACY__SEM VII_PCI.pdf
SabsKhan1
 

DESIGN BUILDING BY STAD PRO

  • 2. 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.
  • 3. PLAN OF COLLEGE BUILDING
  • 7. Assume the load of slab •Overall of slab=?? Lx/d=32 7500/32=d D=234.375mm h= Ø/2+c+d =12/2+20+234.375 =260.375mm *Loading on 1m of slab Dl 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 2.5 Wu=14.136kn/m2 LX = 7.5m LY = 10.6m
  • 8. Distribution of slab S1 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 S2 Ly/lx = 7500/7203=1.4 1.4 < 2 two way slab Long 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 S3 Ly/lx = 7500/5353=1.4 1.4 < 2 two way slab Long 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 S4 Ly/lx = 8804.5/7500=1.4 1.1< 2 two way slab Long beam=((Wu x lx)/6) x (3-(Lx/Ly)2) = ((14.136 x 7.5)/6) x (3-(7.5/8.8)2) = 40.17 kn/m2 Short beam=(Wu x lx)/3 = (14.136 x 7.5)/3 = 35.34 kn/m2 S5 Ly/lx = 45771/3251=14 14> 2 one way slab (Wu x lx)/2 = (14.136 x 3)/2 =21.204kn/m2
  • 9. 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 250mm 1m 150mm Ø Tan Ø=150/250 Ø =30.9° Cos 30.9° =1/x X= 1.16m
  • 10. Sunken slab load 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 slab short 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 Filling material SLAB
  • 11. Self weight of beam = 1 x 0.25 x 0.6 x 24 = 3.6 x 1.4 = 5.04 kn/m2 250mm 600mm Load of wall = 1x 0.200 x 3 x 15 = 9 x 1.4 =12.6 kn/m2 0.2m 3m
  • 12. 34 34 43 43 43 43 43 43 43 34 34 34 34 35.34 35.34 35.34 35.34 31.4 31.4 44.15 44.15 27.13 35.34 35.34 35.34 35.34 35.34 35.34 35.34 35.34 43 44.15 44.15 44.15 44.15 25.22 25.22 40.17 40.17 44.15 44.15 44.15 44.15 20.7 20.7 27.13 49.35 49.35 21.2 21.2
  • 13. Beam designation Table 1 : Total slap load for each beam Slap load Wall load KN/M2 Beam self weight KN/M2 Total load LHS RHS KN/M2 KN/M2 KN/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
  • 14. Beam designation Slap load Wall load Beam self Total load LHS RHS KN/M2 weight KN/M2 KN/M2 KN/M2 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
  • 35. 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)
  • 36. . Table : bars of steel for beam Beam Size Top Bars Bottom Top Extra Bottom Extra Links Name mm Bars 0.25L 0.7L AB 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@150 C/c BC 600X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@171C/c CD 600X250 2 T 32 2 T 12 2 T 25 1 T 16 8Ø@166C/c DE 800X250 2 T 32 2 T 16 2 T 25 1 T 25 10Ø@150C/c EF 800X250 2 T 32 2 T 16 2 T 25 1 T 20 8Ø@146C/c FG 600X250 2 T 16 2 T 8 2 T 12 1 T 8 8Ø@223C/c GH 450X250 2 T 10 2 T 8 2 T 8 1 T 10 8Ø@216C/c IJ 600X250 2 T 32 2 T 16 2 T 25 1 T 16 10Ø@150C/c JK 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c KL 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@100 C/c LM 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c MN 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@163C/c NN1 OP 600X250 2 T 25 2 T 16 2 T 20 1 T 25 8Ø@109C/c PQ 800X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c QR 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@66C/c RS 800X250 2 T 32 2 T 25 2 T 25 1 T 32 10Ø@120C/c ST 600X250 2 T 25 2 T 20 2 T 20 1 T 20 10Ø@120C/c TT1 450X250 2 T 25 2 T 10 2 T 20 1 T 12 10Ø@120C/c UV 600X250 2 T 32 2 T 16 2 T 25 1 T 16 8Ø@160C/c VW 800X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@110C/c WX 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c XY 800X250 2 T 32 2 T 20 2 T 25 1 T 20 8Ø@103C/c
  • 37. . Beam Size Top Bars Bottom Top Extra Bottom Extra Links Name Mm Bars 0.25L 0.7L AI 600X250 2 T 25 2 T 25 2 T 20 1 T 25 8Ø@104C/c IO 450X250 2T25 2T20 2T20 1T16 10Ø@120 C/c OU 600X250 2 T 25 2 T 25 2 T 20 1 T 25 10Ø@120C/c G G1 450X250 2 T 25 2 T 16 2 T 20 1 T 16 8Ø@168C/c H H1 450X250 2 T 16 2 T 12 2 T 12 1 T 16 8Ø@116C/c G1 H1 450X250 2 T 10 2 T 12 2 T 10 1 T 12 8Ø@218C/c H1 T 450X250 2 T 16 2 T 8 2 T 16 1 T 10 10Ø@120C/c TZ 600X250 2 T 20 2 T 20 2 T 16 1 T 25 10Ø@120C/c G1 T1 600X250 2 T 25 2 T 16 2 T 20 1 T 16 10Ø@120C/c BJ 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c CK 600X250 2 T 32 2 T 32 2 T 25 1 T 40 10Ø@120C/c DL 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c EM 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c FN 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c PV 600X250 2 T 32 2 T 25 2 T 25 1 T 32 8Ø@120 C/c QW 600X250 2 T 32 2 T 25 2 T 25 1 T 25 8Ø@64C/c RX 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c SY 600X250 2 T 32 2 T 25 2 T 25 1 T 25 10Ø@120C/c
  • 43. 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)
  • 44. Table : bars of steel for column NO. of Links Bars Size MM Column Name A 600mm X 250mm T 16 6 8T @ 150 c/c B 250mm X 600mm T 16 8 8T @ 150 c/c C 250mm X 600mm T 16 4 8T @ 150 c/c D 250mm X 600mm T 16 8 8T @ 150 c/c E 250mm X 600mm T 16 8 8T @ 150 c/c F 250mm X 600mm T 16 4 8T @ 150 c/c G 250mm X 600mm T 16 4 8T @ 150 c/c G1 250mm X 600mm T 16 4 8T @ 150 c/c H 250mm X 600mm T 16 4 8T @ 150 c/c H1 250mm X 600mm T 16 4 8T @ 150 c/c I 600mm X 250mm T 16 4 8T @ 150 c/c J 600mm X 250mm T 25 6 8T @ 150 c/c K 250mm X 600mm T 20 4 8T @ 150 c/c L 250mm X 600mm T 20 8 8T @ 150 c/c M 250mm X 600mm T 20 8 8T @ 150 c/c N 250mm X 600mm T 20 4 8T @ 150 c/c O 600mm X 250mm T 16 4 8T @ 150 c/c P 250mm X 600mm T 20 8 8T @ 150 c/c
  • 45. NO. of Links bars Size MM Column Name Q 250mm X 600mm T 20 8 8T @ 150 c/c R 250mm X 600mm T 20 8 8T @ 150 c/c S 250mm X 600mm T 16 4 8T @ 150 c/c T 600mm X 250mm T 16 4 8T @ 150 c/c T1 250mm X 600mm T 16 4 8T @ 150 c/c U 250mm X 600mm T 16 4 8T @ 150 c/c V 250mm X 600mm T 20 6 8T @ 150 c/c W 250mm X 600mm T 20 6 8T @ 150 c/c X 250mm X 600mm T 25 4 8T @ 150 c/c Y 250mm X 600mm T 20 6 8T @ 150 c/c Z 600mm X 250mm T 16 8 8T @ 150 c/c
  • 47. 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
  • 48. 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 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 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
  • 49. Bar Size (mm) Table 3.15: Cross-sectional area per meter width (mm2) Slabs 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
  • 51. Long side reinforceme nt Short side reinforceme nt Overall depth mm Slab size mm Slab name S1 1O604 X 7500 234 12T@200 C/C 10T@200C/C S2 7203 x7500 234 10T@200C/C 8T@175C/C S3 7203 x7500 234 10T@200C/C 10T@200C/C S4 10604 x 7500 234 12T@175C/C 10T@200C/C S5 8804 x 7500 234 12T@200C/C 10T@200C/C