Design and Analysis of A Multifunctional Building

Design and Analysis of A Multifunctional Building

Manju R

Assistant Professor, Department of Civil Engineering

Musaliar College of Engineering and Technology, Pathanamthitta, Kerala, India

Libinmon John Aprem

B. Tech IVth year, Department of Civil Engineering

Musaliar College of Engineering and Technology, Pathanamthitta, Kerala, India

Rahul Krishna

B.Tech th year, Department of Civil Engineering

Musaliar College of Engineering and Technology, Pathanamthitta, Kerala, India

Sreevignesh V R

B.Tech th year, Department of Civil Engineering

Musaliar College of Engineering and Technology, Pathanamthitta, Kerala, India

Noble Sam Louis

B.Tech th year Department of Civil Engineering

Musaliar College of Engineering and Technology, Pathanamthitta, Kerala, India

Abstract- The paper presents a new design of multifunctional building. We propose this building at Jagathy, Trivandrum. The manual designing of building includes the design of pile foundation, design of column, beam, slab, using a set of procedures and building codes such as IS 456. The design of multi-storey building 3B+G+6 by using the softwares AutoCAD 2019, STAAD PRO, SketchUp is carried out.

Keywords: Deflection; Bending moment; Shear force; Multifunctional building.

1. INTRODUCTION

   Multifunctional building is a structure that contains at least two different destination spaces. Development of modern urban structures follows the tendencies of efficient space management which manifests itself in the form of a multifunctional building. Multifunctional buildings are absorbing an increasing number of people through an ever- expanding service sector. Present day urban regions are characterized by using very intensive use of area. Nowadays, buildings are being constructed larger and contain greater diverse functions to fulfill the desires of a huge quantity of customers in a single capability. A multi-storey is a building that has multiple floors above the ground. In this project the analysis and design of multi-storey building 3B+G+6 by using the softwares AutoCAD 2019, STAAD PRO, SketchUp and manual designing. We propose this building at Jagathy, Trivandrum. Because waste from industries and community areas is disposed in this site.

2. OBJECTIVES

   • Carry out a complete analysis and design of the structural elements of a multi storey building including foundation, beam, column, slab.

   • Creating plan drawings using AutoCAD.

   • Creating 3D model using SketchUP.

   • Analysis of frame by STAAD PRO

3. METHODOLOGY

   Jagathy is a place within the city of Thiruvananthapuram in the state of Kerala, is selected for the study and proposed a multifunctional building. Now its a waste dumping area, after the coming of this building the face of the area will change. Soil study and investigation must be done in order to know the strength of the soil and for proper design of the building. The optimum moisture content was obtained as 34%, Liquid limit 3.2%, Specific Gravity 2.7. Loose very fine sand was found upto more than 3m depth.

   3 Basement + Ground Floor + 6 Floors are planned and design the structure can be done with the help of AutoCAD and SketchUp software. Multi storied building is to be designed using design codes and analysis with use of STAAD PRO software. The cost estimation of building is done with the help of data obtained.

4. BUILDING INFORMATIONS

   In this project the building is the combination of public and private sectors. This building consists of 6 stories. Ground floor is for public space and they are car showroom and restaurant, from 1st floor to 6th floor is for private spaces like IT companies.

   Fig. 1. Site plan of proposed site

   Fig. 2. 3rd Basement plan

   Fig. 3. 2nd Basement plan

   Fig. 4. 1st Basement plan

   Fig. 5. Ground Floor plan

   Fig. 6. 1st Floor plan

   Fig. 7. 2nd Floor plan

   Fig. 8. 3rd Floor plan

   Fig. 9. 4th Floor plan

   Fig. 10. 5th Floor plan

   Fig. 11. 6th Floor plan

5. 3D MODELLING IN SKETCHUP

   The proposed building structure was modelled using SketchUP software. The model is prepared as the plan and other details.

   Fig. 12. 3D Modelling by SketchUP

6. MODELLING IN STAAD PRO

   The proposed building structure was modelled using STAAD. Pro. The geometric properties of various members such as slab, beams, columns etc and material properties were defined and assigned.

   Fig. 13. Structural analysis diagram

   Fig. 14. 3D view of structure

7. LOAD ACTING

   1. Dead Load

      Dead loads consist of the permanent construction material loads compressing the roof, floor, wall, and foundation systems, including claddings, finishes and fixed equipment. Dead load is the total load of all of the components of the building that generally do not change over time, such as the steel columns, concrete floors, bricks, roofing material etc. In Staad pro assignment of dead load is automatically done by giving the property of the member. Dead load is calculated as per IS 875 part 1.

      Fig. 15. Structure Under Dead Load

   2. Live Load

      The live load considered in each floor was 3KN/ m2 and for the terrace level it was considered to be 1.5 KN/sq m. The live loads were generated in a similar manner as done in the earlier case for dead load in each floor. This may be done from the member load button from the load case column. Live loads are calculated as per IS 875 part 2.

      Fig. 16. Structure Under Live Load

   3. Wind Load

   The wind load values were generated by the software itself in accordance with IS 875. Under the define load command section, in the wind load category, the definition of wind load was supplied. The wind intensities at various heights were calculated manually and fed to the

   software. Based on those values it generates the wind load at different floors. The calculation of wind load is as per IS 875 part 3.

   Fig. 17. Wind Load Effect Along X Direction

   Fig. 18. Wind Load Effect Along Z Direction

8. MANUAL DESIGN AND STAAD ANALYSIS

   1. Design of Pile Foundation

      Fig. 19. Pile cap arrangement

      Service Load = 300 KN Ultimate Load = 300 × 1.5

      = 450 KN

      Depth of foundation = 6 m

      Fck = 40 N/mm2

      Fy = 500 N/mm2

      Length of pile above ground level is 0.6 m Total length of pile = 6 + 0.6 = 6.6 m Assume a pile of diameter 0.45 m

      Pu = 0.4 Fck Ag + ( 0.67 Fy – 0.4 Fck ) Asc

      450×103 = 0.4×40×0.45²× + (0.67×500 0.4 ×40) A

      Provide 8mm Ø ties at 75mm c/c.

      4 SC

      ASC = 1410. 39 mm2

      For piles of length, L = 30 D = 30×450 = 13500 mm Reinforement is 1.25% of cross section

      ASC =

      1.25×

      100

      ×0.45² 4

      = 1987.03 mm²

      Hence provide 10 bars of 16mm Ø with a

      clear cover of 50 mm Ties

      Lateral reinforcement in the central portion of the pile = 0.2% of gross volume.

      Using 8mm dia ties

      Volume of one tie = 50 [4 (450 100)] = 70000mm3 If P = Pitch of ties

      Volume of piles per pitch = ( × 0 .45² × P) = 158962.5 P

      4

      Fig. 20. Pile cap detailing

   2. Design of circular column

      70000 = 0 .2 ×158962.5 P

      100

      P = 220.17 mm

      Maximum permissible pitch = = 450 = 225 mm

      2 2

      Provide 8mm ties at 200mm c/c

      Fig. 21. Column no. 563 in the structure

      Lateral Reinforcement near pile ends

      Volume of ties = 0.6 % of gross volume of concrete for a length of 3D = 3×45 = 1350mm.

      Using 8mm Ø ties AS = 50.24 mm² Volume of ties = 70000 mm3

      70000 = 0.006 × ×450² ×P

      4

      Column no. 563 Span = 3m Diameter D = 1.2m Fck = 40 N/mm2

      Fy = 500 N/mm2

      P = 73.39

      Service Load = Self weight × No. of floors

      = 20.3472 KN

      Factored Load = 1.5 × 20.3472

      = 30.5208 KN

      Slenderness Ratio = = 3000 = 2.5

      Provide 8 mm diameter helical spirals at a pitch of 30 mm. The STAAD diagrams are following,

      1200

      Hence column is designed as short column.

      Minimum eccentricity,

      e

      min = [

      +

      [

      ] = 3000

      1200

      + ] = 10mm < 20mm

      500 30

      500 30

      Also 0.05 D = 0.05 × 1200 = 60 mm

      Main Reinforcement

      According to clause 39.4 of IS 456- 2000

      Pu = 1.05[0.4 Fck Ag + ( 0.67 Fy 0.4 Fck ) Asc]

      = 30.52×10³ = [0.4×40××1200²] +[ ( 0.67× 500) (0.4× 40)

      Fig. 22. Dimensional details of Member 563 in the structure

      Asc]

      1.05 4

      Asc = 5660 mm2

      Asc min = 0.8 % of cross section

      = ( 0.008××1200² ) = 9043.2 mm²

      4

      Provide 45 bars of 16 mm diameter

      Adopting clear cover 50 mm over spirals

      Core diameter = [ 1200 ( 2×50 )] = 1100 mm

      Fig. 23. Reinforcement details of Member 563 in the structure

      Area of core , Ac = [ ( 3.14 ×

      1100²

      4

      ) 9043.2 ]

      = 940806.8 mm²

      Volume of core, Vc = 940806.8×103 mm2

      1200²

      Gross area of section , Ag = (3.14×

      4

      ) = 1130400 mm²

      Use 8 mm diameter helical spirals at a pitch pmm Vus = ( 1200-100-8) 50× 1000/p)

      = 30144000/p mm³/m

      According to clause 39.4.1 of IS 456 Vus / Vc < 0.36[(Ag / Ac ) 1] ( Fck / Fy )

      P < 75 mm core dia / 6 = 1100 = 183.33 mm

      6

      Fig. 24. Shear bending diagram of Member 563 in the structure

      Fig. 25. Deflection diagram of Member 563 in the structure

      P < 3×8 =24 mm

   3. Design of beam

   Mu = ( 0.87 Fy Ast d ) [1-

   Ast Fy]

   Fck

   = 0.87×500 Ast ×500 [ 1- Ast = 1205.76 mm²

   500Ast ]

   500×500×40

   Provide 6 bars of 16 mm diameter

   Check for shear

   Fig. 26. Beam no. 621 in the structure

   v =

   Vu =

   86.7×10³

   500×500

   = 0.3468 N/mm²

   Beam no. 621

   Pt =

   100Ast =

   100 ×1205.76

   500×500

   = 0.482

   Span = 12 m Service load = 3 KN Fck = M40

   Refer table 19 of IS 456 2000

   c = 0.63 > v

   Provide nominal shear reinforcements using 8 mm diameter stirrups.

   Fy = 500 N/mm2

   Load Factor = 1.5

   Sv =

   Ast 0.87 Fy

   0.46

   = 2×50.24×0.87×500

   0.4×500

   = 218.544 mm

   Effective span = = 12000 = 600 mm

   20 20

   Adopt , d = 500 mm

   b = 500 mm

   0.75d = 0.75×500 = 375 mm

   Sv < 0.75d

   Adopt spacing of stirrups 210 mm c/c

   Effective span = clear span + effective depth

   = 12 + 0.5 = 12.5 m

   Loads

   Self weight = 0.5 × 0.5 × 25 = 6.25 KN/m Live load = 3 KN/m

   Total load = 9.25 KN/m = 9.25 ×1.5 = 13.875 KN/m Mu = 0.125 Wu L2

   = 0.125×13.875×12.5 ² = 270.99 KNm Vu = 0.5 Wu L

   = 0.5×13.875×12.5 = 86.71 KN

   Mu limit = 0.138 Fck bd2

   = ( 0.138×40×500×500² ) 10-6 = 690 KNm

   Mu < Mu limit , section is under reinforced

   Fig. 27. Dimensional details of Member 621 in the structure

   Fig. 28. Reinforcement details of Member 621 in the structure

   Fig. 29. Shear bending diagram of Member 621 in the structure

   Fig. 30. Deflection diagram of Member 621 in the structure

   D Design of Slab

   Clear span = 12 m

   Width of support = 500 mm Floor finish = 1 KN/m²

   Fck = 40 N/mm² Fy = 500 N/mm²

   Depth of slab, d = = 12000 = 480 mm

   25 25

   Assuming a clear cover of 20 mm and using 8 mm dia bars

   d = 480 mm

   Effective span = clear span + effective depth

   = 12 + 0.48 = 12.48 m

   L = 12.48 m

   Loads

   Self weight = 12 KN/m Floor finish = 1

   Total service load = 13 KN/m Ultimate load = 19.5 KN/m

   Ultimate moment and Shear force Mu = 0.125 Wu L2

   = 379.64 KN/m Vu = 0.5 Wu L

   = 121.68 KN

   Mu limit = 0.138 Fck bd2

   = 1271.808 KNm

   Mu < Mu limit, section is under reinforced

   Use 10 mm dia bars adopt a spacing of 160 mm & alternate bar are bent up at support.

   Distribution bars

   Ast = 0.12% of gross cross sectional area

   = 576 mm2

   Provide 8 mm dia bars @ 250 mm c/c.

9. CONCLUSION

• All the drafting was done using AutoCAD

• The analysis and design of the entire structure has been completed using STAAD.Pro.

• The structural components of the building are safe in shear and flexure.

REFERENCES

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[3]. Vikas, M., Lamba, A. (2020). Design and Analysis of Multi Story (G+4) Parking using Staad-pro Software. International Research Journal of Engineering and Technology. Vol 7, Issue 8, pp. 1762- 1766.

[4]. Subramani,T.,Sathiyaraj, R., Ravikumar, K., Manivannan, M., Gopalsamy, R. (2019). Planning , Analyzing and Designing of Shopping Complex By Using STAAD Pro. International Journal of Application or Innovation in Engineering & Management. Vol 8, Issue 3, pp. 151-161.

[5]. Prabin, K., R. Sanjaynath.. (2018).A Study On Design Of Multi Storey Residential Building -A Review. International Journal of Pure and Applied Mathematics Vol 119, Issue 17, pp. 1314-3395.

[6]. Deevi Krishna, C., Santhosh, K. (2017).Analysis And Design Of A (G+ 6) Multi Storey Residential Building Using STAAD Pro.,Anveshanas International Journal Of Research In Engineering And Applied Sciences , Vol 2, Issue 1, pp. 700-704.

[7] IS: 875 (Part 1) 1987( Dead Load ).

[8]. IS: 875 (Part 2) 1987( Live Load ).

[9]. Design Aids For Reinforced Concrete to IS: 456-1978 [10]. IS. 456: 2000