DESIGN OF MULTI STOREY SHOPPING MALL BY USING STAAD PRO

PROJECT MEMBERS

T.ANNADURAIK.GOPALA KRISHNANA.THIRUMURUGANP.PITCHAIMANI

GUIDED BY ER.SENTHAMARI KANNAN

ABSTRACT Nowadays peoples are like to go for shopping at one place and don’t like to go for shopping to more then one placeIn shopping mall shopping things are available in to close and it fulfil the needs of people for shopping.So the peoples are like go to shopping mall for shopping needs Therefore the need for constructing shopping mall is growing upSoft wares are used widely in various departments for various purpose. In civil engineering various software’s are available such as AutoCAD, archicad, staad pro, etc.Software’s are the important tolls in civil engineering for designing, drafting, planning estimating, etc and it making comfort to civil engineers.In such as software’s staad pro is the most popular structural engineering software product for 3D model generation analysis and multi material design.By using staad pro in design of structures requires less manual work compare the normal manual design and also it requires less time to complete the design.In this project structural elements in shopping mall are analyzed and designed by using staad pro and results are taken out.   

A shopping mall, shopping centre, shopping precinct or simply mall is one or more buildings forming a complex of shops representing merchandisers, with interconnecting walkways enabling visitors to easily walk from unit to unit, along with a parking area – a modern, indoor version of the traditional marketplace

INTRODUCTION

Modern "car-friendly" strip malls developed from the 1920s, and shopping malls corresponded with the rise of suburban living in many parts of the Western World, especially the United States, after World War II. From early on, the design tended to be inward-facing, with malls following theories of how customers could best be enticed in a controlled environment. Similar, the concept of a mall having one or more "anchor" or "big box" stores was pioneered early, with individual stores or smaller-scale chain stores intended to benefit from the shoppers attracted by the big stores. Choosing Retail Locations For Shopping Malls In India.Store location and real estate markets are two most important areas of concern for a retailer by the virtue of the fact that real estate is the largest fixed investment for a retailer. For a retailer, being at the right place at the right time facilitates the development of sustainable competitive advantage. The decline in real estate prices in last 4-5 years has boosted the morale of the retailers. Because of this there has also been an increase in the supply of property for retail locations.

Live load :5 KN/m² at typical floor

:1.5 KN/m² on terrace

Floor finish :1.0 KN/m² Terrace finish :2.0 KN/m² Depth of foundation below ground : 2.5 m Allowable bearing pressure : 150 KN/m² Storey height : Typical

floor:4m, GF:3m Floors : G.F.+3 upper

floors. Plinth level : 0.4 m Walls : 230 mm thick brick

masonry walls only at periphery. Grade of concrete : M30 Grade of steel : Fe500

Design Data

Roof slabSelf weight of slab = 0.2

* 25

=5 KN/m²Weathering course = 2

KN/m²Total Dead load = 7

KN/m² Total Live load = 1.5

KN/m²

Load Calculation

Floor slabSelf wt of slab = 5 KN/m²Floor finish = 1 KN/m²Total Dead load = 6 KN/m²Total Live load = 5KN/m²

Member load Self weight of wall = 0.23*19+

2*0.012*20 = 4.9 KN/m²Parapet = 4.9*1

=4.9KN/mMain beam (around) = 4.9(4-0.6) =16.66 KN/mGround beam (around) = 4.9*(3 -0.6+0.3) =13.23 KN/mGround beam (inside) =4.9*0.3 =1.47 KN/m

Staircase Load Wt of waist slab =0.2*25*1.4 =7 KN/m Wt of slab in horizontal =0.7/0.3*√(0.15)²+(0.3) =7.6 KN/m No of steps per meter =1000/300= 3.33 Wt of step =3.33*19*1/2*0.3*0.125*1.4 Total =12.5 KN/m Span l =6.74 m Load on floor beam =12.5*6.74/2 =42.125 KN =30.0 KN/m Load on loading beam =2*wl/2 =2*12.5*6.74/2 =84.25 KN =60 KN /m =30 KN/m Live load =5*6.74*1,4/2 =23.6/1.4 =17 KN/m =30+17 =47 KN /m Escalator load (0.5*1.85*5) = 97/2 = 48.56 KN 48..56/1.85 =26.25 KN/m

Load combination 5 = 1.5*(self weight + live load + dead load + member load + staircase load + escalator load)

Load combination 7 = (self weight + live load + dead load + member load

+staircase load + escalator load)

MODELING

Load 1X

Y

Z

STRUCTURE MODEL

LOAD ON STRUCTURE

Load 5X

Y

Z

Bending ZLoad 5 : X

Y

Z

BENDING MOMENT DIAGRAM

ANALYSIS REPORT

Beam L/C Dist m Fx kN Fy kN Fz kN Mx kNm My kNm Mz kNm

1013

5 COMBINATION LOAD

CASE 5 0 -17.08 34.229 0.136 -0.882 0.133 35.085

3.31 -17.08 -1.146 0.136 -0.882 0.584 -19.667

6.62 -17.08 -36.52 0.136 -0.882 1.035 42.669

1014

5 COMBINATION LOAD

CASE 5 0 -1.122 13.891 0.45 0.166 -2.632 6.45

1.425 -1.122 -1.337 0.45 0.166 -1.991 -2.495

2.85 -1.122 -16.565 0.45 0.166 -1.35 10.26

1015

5 COMBINATION LOAD

CASE 5 0 -13.722 33.927 -0.266 0.491 1.254 34.042

3.31 -13.722 -1.447 -0.266 0.491 0.372 -19.711

6.62 -13.722 -36.821 -0.266 0.491 -0.51 43.623

2014

5 COMBINATION LOAD

CASE 5 0 -8.372 12.806 2.374 -0.12 -12.658 21.572

1.425 -8.372 0.719 2.374 -0.12 -9.275 11.936

2.85 -8.372 -11.367 2.374 -0.12 -5.892 19.522

FRAME AA

2015

5 COMBINATION

LOAD CASE 5 0 -31.427 156.703 26.687 13.95 -36.847 183.78

1.399 -31.427 113.532 26.687 13.95 0.475 -11.954

2.797 -31.427 60.876 26.687 13.95 37.797 -127.885

5013

5 COMBINATION

LOAD CASE 5 0 65.606 153.601 -29.644 55.532 42.959 179.858

1.638 65.606 103.232 -29.644 55.532 -5.585 -34.721

3.275 65.606 52.12 -29.644 55.532 -54.128 -156.612

5014

5 COMBINATION

LOAD CASE 5 0 -5.948 24.876 23.379 72.075 -13.866 66.983

1.425 -5.948 -54.111 23.379 72.075 19.447 91.725

2.85 -5.948 -99.603 23.379 72.075 52.76 205.155

5015

5 COMBINATION

LOAD CASE 5 0 76.391 108.084 5.26

-

42.238 -22.209 42.078

3.31 76.391 -13.116 5.26

-

42.238 -4.799 -142.27

6.62 76.391

-

203.233 5.26

-

42.238 12.61 246.756

5013

5 COMBINATION

LOAD CASE 5 0 62.486 -78.88 31.487

-

36.885 -59.378 -223.171

1.672 62.486

-

132.279 31.487

-

36.885 -6.717 -52.034

3.345 62.486 -224.69 31.487

-

36.885 45.943 241.034

117

5 COMBINATION

LOAD CASE 5 0 1414.195 -9.052 -16.703 -2.232 13.24 -3.649

0.9 1398.609 -9.052 -16.703 -2.232 -1.793 4.497

1.8 1383.023 -9.052 -16.703 -2.232 -16.826 12.643

217

5 COMBINATION

LOAD CASE 5 0 1273.397 -26.441 -16.701 -2.626 23.487 -19.244

1.65 1244.822 -26.441 -16.701 -2.626 -4.07 24.383

3.3 1216.248 -26.441 -16.701 -2.626 -31.627 68.011

517

5 COMBINATION

LOAD CASE 5 0 286.161 -68.113 -54.78 27.629 93.796 -96.405

2 251.525 -68.113 -54.78 27.629 -15.763 39.821

4 216.89 -68.113 -54.78 27.629 -125.323 176.048

118

5 COMBINATION

LOAD CASE 5 0 946.366 8.305 -1.698 7.473 19.956 10.415

0.9 930.78 8.305 -1.698 7.473 18.428 2.941

1.8 915.194 8.305 -1.698 7.473 16.9 -4.533

218

5 COMBINATION

LOAD CASE 5 0 864.783 24.263 -2.011 11.141 17.948 31.686

1.65 840.291 24.263 -2.011 11.141 14.629 -8.348

3.3 815.799 24.263 -2.011 11.141 11.31 -48.381

518

5 COMBINATION

LOAD CASE 5 0 308.942 68.434 -8.107

-

59.809 -76.529 99.681

2 279.254 68.434 -8.107

-

59.809 -92.743 -37.186

4 249.566 68.434 -8.107

-

59.809 -108.956 -174.054

119

5 COMBINATION

LOAD CASE 5 0 1214.41 -2.922 -0.922 -6.76 17.622 5.246

0.9 1198.823 -2.922 -0.922 -6.76 16.792 7.876

1.8 1183.238 -2.922 -0.922 -6.76 15.962 10.506

219

5 COMBINATION

LOAD CASE 5 0 1132.745 -15.521 -0.206 -9.364 16.287 -13.276

1.65 1108.253 -15.521 -0.206 -9.364 15.947 12.334

3.3 1083.761 -15.521 -0.206 -9.364 15.607 37.944

519

5 COMBINATION

LOAD CASE 5 0 763.471

-

113.026 -184.458 53.756 -43.547 -126.478

2 733.783

-

113.026 -184.458 53.756 -412.462 99.574

4 704.095

-

113.026 -184.458 53.756 -781.378 325.627

120

5 COMBINATION

LOAD CASE 5 0 975.342 12.816 1.455 -0.58 4.225 17.398

0.9 959.756 12.816 1.455 -0.58 5.534 5.864

1.8 944.17 12.816 1.455 -0.58 6.843 -5.67

220

5COMBINATION

LOAD CASE 5 0 874.526 28.542 3.077 0.65 -0.929 36.368

1.65 845.952 28.542 3.077 0.65 4.148 -10.727

3.3 817.378 28.542 3.077 0.65 9.224 -57.822

520

5 COMBINATION

LOAD CASE 5 0 251.932 75.106 3.935 -0.636 -12.307 91.568

2 217.296 75.106 3.935 -0.636 -4.436 -58.643

4 182.661 75.106 3.935 -0.636 3.434 -208.855

1031

5 COMBINATION

LOAD CASE 5 0 -113.299 57.508 101.893 27.051 -148.906 77.013

1.22 -113.299 47.156 101.893 27.051 -24.556 13.147

2.441 -113.299 36.805 101.893 27.051 99.795 -38.086

2015

5 COMBINATION

LOAD CASE 5 0 -15.557 74.12 3.479 20.582 -1.862 99.393

1.22 -15.557 63.769 3.479 20.582 2.383 15.253

2.441 -15.557 53.417 3.479 20.582 6.628 -56.253

1093

5 COMBINATION LOAD

CASE 5 0 -12.451 10.986 -1.932 -22.606 5.379 -81.168

0.692 -12.451 5.118 -1.932 -22.606 4.042 -86.738

1.383 -12.451 -0.749 -1.932 -22.606 2.706 -88.249

2015

5 COMBINATION LOAD

CASE 5 0 -10.871 -59.803 -2.093 -2.876 3.286 -92.389

1.398 -10.871 -85.931 -2.093 -2.876 0.361 6.712

2.796 -10.871 -112.055 -2.093 -2.876 -2.565 147.842

2013

5 COMBINATION LOAD

CASE 5 0 -16.708 135.05 2.835 13.155 -3.239 152.555

1.399 -16.708 91.874 2.835 13.155 0.726 -12.896

2.797 -16.708 39.225 2.835 13.155 4.691 -98.547

1098

5 COMBINATION LOAD

CASE 5 0 -17.961 17.096 5.764 41.916 4.426 -93.845

0.239 -17.961 13.647 5.764 41.916 5.804 -97.5

0.478 -17.961 11.145 5.764 41.916 7.181 -100.444

2013

5 COMBINATION LOAD

CASE 5 0 -19.927 -65.42 -5.132 -22.083 12.248 -126.069

1.672 -19.927 -79.606 -5.132 -22.083 3.666 -4.795

3.345 -19.927 -93.792 -5.132 -22.083 -4.917 140.204

DESIGN

Design of beam

Distance

(m)

Span Moment

(kNm)

As Req.

(mm2)

As' Req.

(mm2)

Bottom Layers Top Layers

Bars Area Bars Area

0.000 1(s) 235.200 1041 0 3T16 603 6T16 1206

0.000 385 0

3.310 1 0.000 385 0 3T16 603 4T16 804

-134.189 576 0

6.620 1(e) 244.472 1086 0 3T16 603 6T16 1206

0.000 385 0

6.620 2(s) 244.472 1086 0 3T16 603 6T16 1206

0.000 385 0

8.045 2 0.000 0 0 3T16 603 4T16 804

-5.449 385 0

9.470 2(e) 63.084 385 0 3T16 603 6T16 1206

0.000 0 0

9.470 3(s) 244.522 1085 0 3T16 603 6T16 1206

0.000 385 0

12.780 3 0.000 385 0 3T16 603 4T16 804

-134.036 574 0

16.090 3(e) 234.825 1038 0 3T16 603 6T16 1206

MAIN STEEL SUMMARY

Range(m)

Asv Provided(mm2)

Legs Spacing(cm)

0.001 - 3.070 101 2 22.0

3.070 - 6.619 101 2 21.5

6.619 - 9.469 151 3 22.5

9.469 - 12.904 101 2 21.5

12.904 - 16.089 101 2 22.0

Shear Zones Summary

DESIGN OF COLUMN

Eff. Length Factors Braced

Member Type Length

(m)

Major Minor Major Minor Cover

(cm)

Link

Size

M63 Column 17.100 1.00 1.00 No No 4.0 8

Member L/C Axial

(kN)

Major

(kNm)

Minor

(kNm)

Design

Axis

As Req.

(mm2)

Total

Bars

As Prov.

(mm2)

M63 C5 790.220 224.723 174.750 Biaxl maj 1744 16T12 1810

Column Input Data

Column Main Reinforcement

DESIGN OF SLAB

Design Data Clear Length of shorter span of slab,Lx = 7600.000 mm

Clear Length of longer span of slab,Ly = 16090.000 mm Clear Cover,c = 15.0 mm Diameter of bar in shorter direction, b= 12.0 mm Diameter of the bar in longer direction,l = 8.0 mm Total depth of slab, Df = 200.000 mm Effective depth of slab, de= 179.000 mm Effective span of slab, l = 7779.000 mm Effective width of Slab, w= 1000.000 mm Superimposed Dead Load on slab, DLudl = 0.001

N/mm2

Superimposed Live Load on slab, LLudl = 0.005 N/mm2

Superimposed Other Load on slab, OLudl = 0.000 N/mm2

Self-weight of the slab, wd= D*G*w = 4.893 N/mm

Reinforcement of the slab having UDL Design BM span = 123594178.332 N-mm Limiting Moment, Mlim= 149830534.325 N-mm

Since BMspan < Mlim O.K. Area of main reinforcement required = 1864.829 mm2

Area of main reinforcement provided,Astmain = 1884.956 mm2

Provide bars at a spacing of 60.000 mm Design BMsupport =61797089.166 N-mm Limiting Moment,Mlim= 149830534.325 N-mm

Since BMsupport < Mlim O.K. Area of support reinforcement required = 932.414 mm2

Area of support reinforcement provided, Astsupport = 942.478 mm2

Provide bars at a spacing of 120.000 mm Distribution Reinforcement Area of Reinforcement provided = 218.546 mm2

Provide bars at a spacing of 230.000 mm

DESIGN OF FOOTING

Footing Size Calculations Foundation Dimension in X-Direction(L x ) = 4.900 m Foundation Dimension in Y-Direction(L y ) = 4.900 m Stability Calculation of Foundation against

Serviceability Criteria Weight of Foundation(Wfdn) = 411.187 kN Weight of Backfill(Wbkfl)= 828.607 kN Vertical load on Column in Load Case 1 (P)=

2313.000 kN Load on foundation due to surcharge in Load Case 1

(P)= 0.000 kN Total Vertical load in Load Case 1 (P)= 3552.794 kN

Total Moment in X-direction in Load Case 1 ( Mx)= 0.006 kNm

Total Moment in Y-direction in Load Case 1 ( My)= 0.009 kNm

Maximum Bearing Pressure developed in Load Case 1 ( Prmax)= 147.972 kN/sq.m

Minimum Bearing Pressure developed in Load Case 1 ( Prmin)= 147.971 kN/sq.m

Allowable Gross Bearing Pressure in Load Case 1 ( Q All ) = 150.000 kN/sq.m

Total Restoring Moment about Y-axis in Load Case 1 = 8704.346 kN-m

Total Overturning Moment about Y-axis in Load Case 1= 0.006 kN-m

FOS against overturning about Y-axis in Load Case 1 (FOS ovrX )= 1550195.165

Total Restoring Moment about X-axis in Load Case 1= 8704.346 kN-m

Total Overturning Moment about X-axis in Load Case 1= 0.009 kN-m

FOS against overturning about X-axis in Load Case 1 (FOS ovrY )= 955471.553

Allowable FOS against overturing in Load Case 1( Fos over-turn)= 1.500

FOS ovrX in Load Case 1 > Fosover-turn in Load Case 1 Hence OK.

FOS ovrY in Load Case 1 > Fosover-turn in Load Case 1 Hence OK.

Total Sliding Force Along X-Direction in Load Case 1= 8.000 kN

Total Resisting Force against sliding in Load Case 1= 1776397.113 kN

FOS against sliding along X-axis in Load Case 1 (FOS slidingX ) = 222049.639

Allowable FOS against sliding in Load Case 1 (FOS sliding )= 1.500

FOS slidingX in Load Case 1 > Fossliding in Load Case 1 Hence OK.

Total Sliding Force Along Y-Direction in Load Case 1= 13.000 kN Total Resisting Force against sliding in Load Case 1=

1776397.113 kN FOS against sliding along Y-axis in Load Case 1 (FOS slidingX

) = 136645.932 Allowable FOS against sliding in Load Case 1 (FOS sliding )=

1.500 FOS slidingY in Load Case 1 > Fossliding in Load Case 1

Hence OK. Contact Area in Load Case 1 (A contact )= 24.010 sq. m Percentage of Contact Area in Load Case 1 (A percentage

contact )= 100.000 Allowable percentage of contact area in Load Case 1(A

contPerc )= 100.000 Tension does not occur

Hence,the foundation is safe against all serviceability criteria

Transfer of Load at the Base of Column as per clause 34.4 of IS:456-2000

Maximum Actual Bearing Stress on the Loaded Area = 4720.409 kN/sq.m

Supporting Area for Bearing of Footing ( A 1 )= 12.250 m2

Loaded area at the column base ( A 2 )= 0.490 m2

Permissible Bearing Stress = 0.45*Fck*sqrt(A1/ A2) = 27000.000 kN/sq.m

Calculation of Bottom Reinforcement of the footing Design soil pressure under the foundation. Pressure on Foundation in Load Case 1 (PrDesign)=

144.503 kN/sq.m Maximum upward soil pressure under the

foundation(PrDesign ) = 144.503 kN/sq.m Moment along X-direction on foundation at critcal

section on right side of Column = Prdesign* (((Lx- BCriticalx) / 2)- Ex) 2 /2 = 0.319 kNm

per mm length Moment along X-direction on foundation at critcal section on

left side of Column= Prdesign* (((Lx- BCriticalx) / 2)+ Ex) 2 /2 = 0.319 kNm per mm length

Moment along Y-direction on foundation at critcal section on right side of Column= Prdesign* (((Ly- BCriticaly) / 2)- Ey) 2 /2 = 0.319 kNm per mm length

Moment along Y-direction on foundation at critcal section on left side of Column= Prdesign* (((Ly- BCriticaly) / 2)+ Ey) 2 /2

= 0.319 kNm per mm length Characteristic strength of concrete (f ck ) = 30.000

N/sq.mm Yeild strength of reinforcing steel (f y ) = 500.000 N/sq.mm Limiting MU/BD 2 of the footing section = 4.008 N/sq.mm Calculated MU/BD 2 in X direction at bottom (Right of

Column) = 0.793 N/sq.mm Calculated MU/BD 2 in X direction at bottom (Left of

Column) = 0.793 N/sq.mm Calculated MU/BD 2 in Y direction at bottom (Right of

Column) = 0.824 N/sq.mm Calculated MU/BD 2 in Y direction at bottom (Left of

Column)= 0.824 N/sq.mm

Calculated MU/BD 2 in X direction at bottom (Right of Column) < Limiting MU/BD 2 Hence OK.

Calculated MU/BD 2 in X direction at bottom (Left of Column) < Limiting MU/BD 2 Hence OK.

Calculated MU/BD 2 in Y direction at bottom (Right of Column) < Limiting MU/BD 2 Hence OK.

Calculated MU/BD 2 in Y direction at bottom (Left of Column) < Limiting MU/BD 2 Hence OK.

Required Reinforcement along X-direction at Bottom on right side of Column( Ast bxRight ) = 1331.40 mm 2 /m length

Required Reinforcement along X-direction at Bottom on left side of Column( Ast bxLeft) = 1331.40 mm 2 /m length

Required Reinforcement along Y-direction at Bottom on right side of Column( Ast byRight ) = 1368.40 mm 2 /m length

Required Reinforcement along Y-direction at Bottom on left side of Column( Ast byLeft)= 1368.40 mm 2 /m length

Spacing Provided for Reinforcement along X-direction at Bottom on right side of Column(S bxRightprov ) = 80.00 mm

Spacing Provided for Reinforcement along X-direction at Bottom on left side of Column(S bxLeftprov ) = 80.00 mm

Spacing Provided for Reinforcement along Y-direction at Bottom on right side of Column(S byRightprov ) = 80.00 mm

Spacing Provided for Reinforcement along Y-direction at Bottom on left side of Column(S byLeftprov ) = 80.00 mm

Provided Reinforcement along X-direction at Bottom on right side of Column

( Ast bxRightprov ) = 1413.72 mm 2 /m lengthProvided Reinforcement along X-direction at Bottom on left side

of Column ( Ast bxLeftprov ) = 1413.72 mm 2 /m length Provided Reinforcement along Y-direction at Bottom on

right side of Column ( Ast byRightprov ) = 1413.72 mm 2 /m length Provided Reinforcement along Y-direction at Bottom on

left side of Column ( Ast byLeftprov ) = 1413.72 mm 2 /m length

One way shear calculation for bottom Reinforcement Maximum permissible shear stress of concrete ( tcmax )

= 3.500 N/sq.mm Effective thickness of footing at the critical section (parallel to

X-axis) of failure against one way shear (D sfx ) = 634.000 mm Effective thickness of footing at the critical section (parallel to

Y-axis) of failure against one way shear (D sfy ) = 622.000 mm Upward shear force on footing at the critical section on right

side of column parallel to Y-axis (SF xRight ) = 211.842 kN per m length

Upward shear force on footing at the critical section on left side of column parallel to Y-axis (SF xLeft ) = 211.842 kN per m length

Upward shear force on footing at the critical section on right side of column parallel to X-axis (SF yRight ) = 213.576 kN per m length

Upward shear force on footing at the critical section on left side of column parallel to X-axis (SF yLeft ) = 213.576 kN per m length

Shear stress at the critical section parallel to Y-axis on right side of column= 0.334 N/sq.mm

Shear stress at the critical section parallel to Y-axis on left side of column= 0.334 N/sq.mm

Shear stress at the critical section parallel to X-axis on right side of column= 0.343 N/sq.mm

Shear stress at the critical section parallel to X-axis on left side of column= 0.343 N/sq.mm

Permissible shear stress at the section parallel to Y-axis on right side of column= 0.351 N/sq.mm

Permissible shear stress at the section parallel to Y-axis on left side of column= 0.351 N/sq.mm

Permissible shear stress at the section parallel to X-axis on right side of column= 0.354 N/sq.mm

Permissible shear stress at the section parallel to X-axis on left side of column= 0.354 N/sq.mm

t cxRight > t vxRight . Hence OK. t cxLeft > t vxLeft . Hence OK. t cyRight > t vyRight . Hence OK. t cyLeft > t vyLeft . Hence OK. Punching Shear Calculation Ratio of minimum to maximum dimension of column (bc) =

1.000 Value of Ks = 1.000 Minimum thickness of footing at critical section of punching

shear 622.000 mm Perimeter of the punching shear zone (PeriPunch ) = 5312.000

mm Area of the punching shear zone (AreaPunch ) = 1763548.000

sq. mm Shear force for punching (SF punch ) = 3214.688 kN Actual punching shear stress ( tvPunch ) = 0.973 N/sq.mm Allowable punching shear stress ( tAllPunch ) = Ks* 0.25 * SQRT(fck) = 1.369 N/sq.mm AllPunch > vPunch Hence OK.

REINFORCEMENT DRAWING

BEAM DRAWING

COLUMN DRAWING

SLAB DRAWING

FOOTING DRAWING

CONCLUSION Shopping malls are fulfilling the needs of peoples

those are going to shopping and it making comfort to people for shopping.

For designing multi-storey shopping mall there are two ways number way is manual design another one is designing by using software’s like staad pro, etap, etc.

For designing multi storey shopping mall by manually requires more effort and consume more time also it contain large number of numerous calculation.

In case of designing the structure by using staad pro requires less effort and consumes less time also no need for large amount of numerous calculations and it is easy quick to design and get results.

So it is best suitable one for adopting staad pro software for such type multi-storey shopping mall.

REFERANCE    

The American Historical Review, Volume 101, Issue 4 (Oct., 1996), 1111-1121(Kenneth T. Jackson)

  Limit State design of Reinforced Concrete –Dr. B.C. PUNMIA.-

Ashok kumar jain- Arun kumar jain.  

Kolter (1973), Author of one of the first Articles;  

CIBSE, 2005. Transportation Systems in buildings CIBSE Guide D, Chartered Instiution of building services Engineers, London. (LB 690.183 T7)

  Design Example of a Six Storey Building- Dr, H. J. Shah

Department of Applied Machanics, M.S. University of Baroda, Vadodara.

 

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