Report.docx

STRUCTURAL DESIGN 2

FACULTY OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING Second Semester 2017/2018

ECV3206 – STRUCTURAL DESIGN 2 PROJECT FINAL REPORT

LECTURER

: DR. NOR AZIZI BINTI SAFIEE

DATE OF SUBMISSION

: 21ST MAY 2018

GROUP MEMBERS

:

NO

MATRIC NO.

NAME

1

181802

SIVAN A/L SEGHAR

2

182139

LAW KAY MIN

3

182232

MUHAMAD FARHAN BIN PAUZI

4

185006

UMMI AMIRA BINTI RASHID Page | 0

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TABLE OF CONTENTS 1.

INTRODUCTION ............................................................................................................................... 2

2.

OBJECTIVES ..................................................................................................................................... 4

3.

ARCHITECTURAL DRAWING ............................................................................................................ 5

4.

PROJECT BRIEF ................................................................................................................................ 6

5.

BASIC DESIGN INFORMATION ......................................................................................................... 9

6.

STRUCTURAL DRAWINGS .............................................................................................................. 10

7.

MANUAL CALCULATIONS .............................................................................................................. 11

8.

SOFTWARE OUTPUT...................................................................................................................... 12

9.

COMPARISON VALUE MANUAL CALCULATION AND SOFTWARE ................................................. 24

10.

DISCUSSION............................................................................................................................... 26

11.

RECOMMENDATIONS................................................................................................................ 28

12.

CONCLUSION ............................................................................................................................. 29

13.

REFERENCES .............................................................................................................................. 30

LIST OF TABLES Table 5.1: Basic Dimensions of the Building ............................................................................ 9 Table 9.1: Comparison of Manual Calculation and Software Output ..................................... 24

LIST OF FIGURES Figure 8.1: Front view.............................................................................................................. 12 Figure 8.2: Side view .............................................................................................................. .12 Figure 8.3: Top view ................................................................................................................ 13 Figure 8.4: 3D-view view ........................................................................................................ 13

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1. INTRODUCTION This is a project of designing a steel structure by adopting the design procedure mentioned in Eurocode 3 : Design of a steel structure. In this project, students of 4 in a group are required to produce a complete documentation on the steel structural system of a double storey residential building. In this case, the type of residential building selected is a double storey bungalow. First and foremost, the architectural drawing of a double-storey building which consists of floor plans, elevations and sectional plan are being collected. The drawings are then analyzed to determine the project detail, such as size of rooms, the location of beams and location of columns. Moreover, basic design information and assumption used in structural designed were being determined. In this project, only 1 floor of the structure is being analysed, which is the first floor. The number and the location of the beam and column on the drawing are being designed. The length of the beam should not be designed with a total length of more than 6m. Then, analysis should be carried out to determine the load transferred to the structural element, such as restrained beam, unrestrained beam, connection, column and base plate. Further analysis is then carried out to determine the appropriate size to be used for each structural element while fulfilling the requirement of ultimate limit state and serviceability limit state. Software analysis and manual calculation are done in this project. The software used in this project to design steel structure is Staadpro. Based on the assumption proposed in the project, the steel structure is being analysed by using the software. Detail drawings of the elements to be compared with manual calculation are obtained. STAAD Pro is comprehensive structural engineering software that addresses all aspects of structural engineering including model development, verification, analysis, design and review of results. It includes advanced dynamic analysis and push over analysis for wind load and earthquake load. In STAAD Pro we can analyze the structures in 2D and 3D, for the convenience of modelling and defining the structure for analysis, STAAD uses different templates for 2D and 3D structures.

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Staadpro is capable of analyzing any structure exposed to static loading, a dynamic response, wind, earthquake, and moving loads. STAAD Pro provides FEM analysis and design for any type of project, including towers, culverts, plants, bridges, stadiums, and marine structures. In STAAD we use the several types of structures such as space structures, plane structures, floor structures and truss structures. Then, the manual calculation is done to be compared with the output of the software. Any variation between software analysis and manual calculation are then identified and recommendations are being suggested to reduce the variation.

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2. OBJECTIVES The objectives of this project to be carried out is to provide an opportunity for students to learn the design procedure of designing a steel structure that is fit to be used throughout its intended design period. The design structure is designed is such a way to satisfy the requirement of ultimate limit state and serviceability limit state. Apart from this, students will be able to learn the method of extracting important information from the real architectural drawing for structural designing purpose. Besides, this project also aims to promote teamwork spirit by allowing students to work as a group. Through this method, students’ teamwork skills can be cultivated and it serves as an important value to be applied in future workplace. Students will be able to work as a team effectively. Moreover, this process also enhances students’ understanding to designing steel structure through the practise in manual calculation. Next, this project also aims to make students familiar with structural design software. Students can get to learn the method of analysing structural elements in designing a structure. In this project, Staadpro is the software to be used for designing steel structure. By mastering the software, it increases the skill that a possessed by students.

Other objectives are as followed:



To analyze the structures in 2D and 3D, for the convenience of modelling and defining the structural analysis and design of steel.



To compare the data analysis from integrated software with manual calculation.



To implement the updated software structural analysis in order to familiarize on building design analysis stress, bending moment and shear force.



To identify the basics of structural building with accurate specification and interactive steel design.

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3. ARCHITECTURAL DRAWING

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4. PROJECT BRIEF PROJECT TITLE PEMBINAAN RUMAH BANGLO DUA TINGKAT

PROJECT DETAIL LOCATION LOT 33140, NO. 12, JALAN DESA PERMAI 1, TAMAN DESA PERMAI, MUKIM CHERAS DAERAH HULU LANGAT, SELANGOR DARUL EHSAN

RESIDENTIAL BUILDING RELEVANT BUILDING DESIGN CODE OF PRACTICE Eurocode Eurocode 1 Eurocode 3

: Basis of Structural Design : Actions on Structures : Design of Steel Structures

INTENDED USE OF STRUCTURES Residential Building SUB-SOIL CONDITIONS Flat Surface Condition FIRE RESISTANCE REQUIREMENT 2 Hours For All Elements CHARACTERISTIC STRENGTH OF REINFORCEMENT & CONCRETE DESIGNATION Hot rolled mild steel High yield steel Grade of Concrete

CHARACTERISTIC STRENGTH, N/mm2 fyv = 250 fy = 500

MARKING R T 30 N/mm2

EXPOSURE CONDITIONS ENVIRONMENT Mild

EXPOSURE CONDITION Concrete surfaces protected against weather or aggressive conditions. Page | 6

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WIND SPEED LOCATION Cheras, Selangor

BASIC WIND SPEED 7km/h

GENERAL LOADING CONDITIONS DEAD LOAD Materials

Weight

MAIN FRAME i.

Reinforced Concrete Density

25.0kN/m3

ii.

Steel unit weight

78.5 kN/m3

iii.

Brickwall 110 mm with 20mm thk, cement plaster (bothsides)

3.0 kN/m2

iv.

Superimposed Dead Load

1.5 kN/ m2

ROOF TRUSSES i.

Metal Roofing

ii.

Purlin + Insulation

iii.

-

150mm fiberglass

-

Damp proof membrane

0.07 kN/m2

0.40 kN/m2

Ceiling + Services

LIVE LOAD Floor Usage

0.60 kN/m2

i.

Bathrooms and toilets

Uniform kN/m2 2.00

ii.

Bed rooms

2.00

iii.

Living room / Dining room

2.00

iv.

Kitchen

2.00

v.

Corridors, passages, stair cases

4.00

vi.

Balconies (exterior)

vii.

Garages

3.00

viii.

Store room

3.00

ix.

Pitch Roof

0.75

distributed

load

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OTHERS DESIGN / DETAILING PARAMETER DESCRIPTION

i.

Minimum Breath of Beam, b

FIGURE

200m

(2 Hours Fire Resistance) ii.

Minimum Thickness of Slab At Wet Area

150mm

`

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5. BASIC DESIGN INFORMATION 

All structural drawing to be read in conjunction in architectural drawing and specifications. Any variation brought to the notice of architect or engineer.



Footing = 40mm



Ground beam = 40mm (beam below ground) o =25mm(beam above ground)



Column size = 40mm(column size above 225 mm) o = 25mm(column size 150mm and below)



Member in contact with ground/soil = 40mm



Floor slabs and staircase = 20mm(above ground)



Minimum lapping length to reinforcement o Column = 40mm×dia. o Beam = 40mm×dia.



Basic dimensions of the buildings are:-

Table 5.1: Basic Dimensions of the Building

SUBJECT

FLOOR

AREA

Master bedroom

First floor

6705mm×5450mm

Bedroom 5

First floor

4250mm×5450mm

Bedroom 3

First floor

3750mm×5450mm

Bedroom 4

First floor

4250mm×5580mm

Bedroom 2

First floor

3950mm×6280mm

AV Room

Ground floor

5200mm×5450mm

Guest room

Ground floor

4650mm×3600mm

Maid room

Ground floor

3400mm×2230mm

o Built-up area of ground floor : 24335mm×13250mm o Built-up area of first floor ; 24335mm×13250mm o Built-up area of tank floor ; 3000mm ×10050mm

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6. STRUCTURAL DRAWINGS

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7. MANUAL CALCULATIONS

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8. SOFTWARE OUTPUT

Figure 8.1 : Front view

Figure 8.2 : Side view

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Figure 8.3: Top view

Figure 8.4: 3D view Page | 13

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Restrained beam

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Unrestrained beam

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Column

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Connection

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Base plate

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9. COMPARISON VALUE MANUAL CALCULATION AND SOFTWARE Table 9.1: Comparison of Manual Calculation and Software Output

TYPE OF DESIGN

VALUE MANUAL

SOFTWARE

VARIATION

Design of restrained beam (2C-4/C) 

Shear force, Ved

82.3kN

95kN

13.37%



Moment, Med

80.25kNm

86.22kNm

6.92%



Deflection

0.867mm

0.934mm

7.17%



Proposed size

356×171×57 UB 356×171×57 S275

UB S275-

Design of unrestrained beam (3/E-F) 

Shear force, Ved

100.29kN

125.94kN

20.37%



Moment, Med

136.646kNm

140.03kNm

2.42%



Deflection

1.673mm

2.108mm

20.64%



Proposed size

356×171×57 UB 356×171×57 S275

UB S275

Design of column (3F) 

Axial load, Ned

319.391kN



Moment, My

11.634kNm



Moment, Mz

21kNm



Deflection



Proposed size

42.95kNm

72.91%

3.072mm 203×203×60 UC 203×203×60 S275

UC S275

Design of connection (column 3F to beam 2b-3/F) 

Resultant force, Fr

38.515kN



Proposed diameter

M20

M20



Proposed bolt class

4.6

4.6



Proposed number of bolts

16

16

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Design of base plate (column 3F) 

Axial load, Ned

639.021kN



Med

15.267kNmm/mm



Pressure under plate

5.019N/mm2



Proposed size

400mm×400mm×

400mm×400m

30mm

m×30mm

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10. DISCUSSION

In this project, there are altogether five elements to be analysed, which includes the restrained beam, unrestrained beam, column, bolted connection and base plate. All of the elements are selected from first floor of the building. Manual calculation is compared with the software output to check for its accuracy. For the element of restrained beam, the proposed section is 356×171×57 UB S275. The design shear force obtained for beam 2C-4/C from manual calculation is 100.29kN while the design shear obtained from the software analysis is 125.94kN, showing a variation of 20.37% in value. On the other hand, the designed bending moment obtained through manual calculation and software analysis are 80.25kNm and 86.22kNm respectively. The deflection of the beam element is quite small, with a value of 0.867mm in manual calculation and 0.934mm in software analysis. Thus, small value in deflection of the beam elements showing that the proposed size is adequate. Besides, for the element of unrestrained beam, the proposed section is 356×171×57 UB S275. The design shear force obtained for beam 3/E-F from manual calculation is 82.3kN while the design shear obtained from the software analysis is 95kN, showing a variation of 13.37% in value. On the other hand, the designed bending moment obtained through manual calculation and software analysis are 136.646 kNm and 140.03kNm respectively. The deflection of the beam element is quite small, with a value of 1.673mm in manual calculation and 2.108mm in software analysis. Thus, small value in deflection of the beam elements showing that the proposed size is adequate. For the column, the proposed section is 203×203×60 UC S275. The My value obtained for column 3F from manual calculation is 11.634kNm while the My value obtained from the software analysis is 42.95kNm, showing a variation of 72.91% in value. The axial load acting on the column is 319.391kN while the value of Mz is 21kNm. The value of deflection of the column is considered small, with a value of 3.072mm. The type of connection used in this project is bolted connection. The connection between column 3F and beam 2b-3/F is chosen. This is because it is a more common type of the connection to be used at the site. The proposed bolt class is 4.6, double bracket, with bolt diameter of 20mm. the number of bolts is designed to be 16, and the bolted connection is subjected to a resultant force of 38.515kN. Page | 26

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On the other hand, the base plate for column 3F is chosen, with a proposed size of 400mm×400mm×30mm. The axial load transferred to the base plate is determined to be 639.021kN, with Med of 15.267kNmm/mm, and the pressure under base of 5.019kN/mm2. From the comparison table of manual calculation and software analysis, it can be observed that percentage of variation of the manual calculation with the software analysis result is still within acceptable range for the element of restrained beam and unrestrained beam, as the highest variation percentage is only 20.64%. However, the percentage of variation of column element between manual calculation and software analysis reach 72.91%, which is a relatively high figure. Thus, some errors must have taken place either in manual calculation or software analysis. For the element of connection and base plate, due to some constraint of software as it is trial version, the analysis of those elements cannot be processed. Thus, comparison between manual calculations and software output is unable to be made.

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11. RECOMMENDATIONS

Throughout analyzing the project, there are some improvement that can be made to obtain more accurate result. The requirement in designing must take into account seriously to avoid mistake in calculation. There are some recommendation and precautions can be done in order to get more accurate result. 1. In analyzing beam, the load from the slab must be taken into account to know the load that applied on the beam. Because of this all the load must be taken into account so that the analysis can be done properly. 2. In manual calculations, students tend to make mistakes and inaccuracy happened. This will affect in determining the suitable size of beam that can be used. So, comparing the value with the software output will help in doing the manual calculations. 3. Students have to be familiar in handling the software. This will affect their comparison with the manual calculations as there might be not enough information in the software because of lack of understanding. 4. Use more advanced software in obtaining the software output to get more accurate result. 5. Proper analyzing should be made so that the design can be economical.

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12. CONCLUSION In conclusion, the structural components that were mainly designed in this project are restrained beam, unrestrained beam, column, connections and base plate. All these designs are going through software and manual calculations. Furthermore, all these structural components plays an important role in frame steel. Therefore, it is important for structural engineers to design the structural components accurately based on the load that is expected to carry to ensure the serviceability and also the safety of people. In terms of the project output, the results obtained from the manual calculation and the software analysis has been compared. There are discrepancies between the values produced by the software analysis and also the manual calculation. This is due to the fact that, some assumptions has been used in the manual calculations and some values obtained through manual calculations has been rounded-off to the nearest value. Apart from that, insufficient experience in handling the software also leads to inaccurate values. However, this project gave a detailed information and knowledge on the steps of analysis in structural design and also the use of the software. Therefore, the objective of this project has been achieved.

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13. REFERENCES

i.

McCormac, J. C., & Nelson, J. K. (2008). Structural steel design. pearson prentice hall.

ii.

Csernak, S. F., & Csernak, S. F. (2012). Structural Steel Design. Pearson.

iii.

Eurocode 3-1-1 & Eurocode 3-1-8

iv.

Faella, C., Piluso, V., & Rizzano, G. (1999). Structural steel semirigid connections: theory, design, and software (Vol. 21). CRC press.

v.

Brockenbrough, R. L., & Merritt, F. S. (1999). Structural steel designer's handbook (pp. 13-35). New York: McGraw-Hill.

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