thesis hassan3-1

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Faculty of Engineering and Material Science

Bachelor Thesis

“Structural design of a Research Centre A”

Submitted by:

Hasan Ahmed Gamal El-din

Submitted to Department of Civil Engineering Major Structure

Registration Number: 25-0294

Date of submission: 24/5/2015

Supervisor: Dr. Amr Shaat

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Abstract

The structural engineering has an essential role in the construction of a steel structure as Research Center. Project includes five main phases, which are proposing a general layout, assuming reasonable loads, structural analyzing, designing, drawing and detailing. After that building could be constructed. Assumption of the loads is done with the aid of Egyptian code. Normally, the structural analysis is performed utilizing computer software. Afterwards, the designing is carried out as per standard codes. Last but not least, drawing and detailing are done to present the designs on sheets to be implemented later on. The purpose of this paper is to design and implement a research center steel structure with all information and provide all details need to construct the project.

Key words: Structure, Design, Steel, Research center

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Contents Abstract ................................................................................................................................................... 2

Chapter 1 ................................................................................................................................................. 9

Introduction ............................................................................................................................................. 9

1.1 Aim and motivation ....................................................................................................................... 9

1.2 Background ................................................................................................................................... 9

Chapter 2 ............................................................................................................................................... 12

Glass types and application .................................................................................................................... 12

2.1Glass types and production overview: ........................................................................................... 12

2.2Glass usage and applications: ........................................................................................................ 14

Chapter 3 ............................................................................................................................................... 15

Structural design of Research ................................................................................................................ 15

3.1 Building loads .............................................................................................................................. 15

3.1.1 Dead load .............................................................................................................................. 15

3.1.2 Live Load ............................................................................................................................. 15

3.1.3 Wind Load ............................................................................................................................ 15

3.1.3.1 Wind West ..................................................................................................................... 15

3.1.3.2 Wind East....................................................................................................................... 15

3.1.3.3 Wind North .................................................................................................................... 15

3.1.3.4 Wind South .................................................................................................................... 16

3.2 Structural analysis ........................................................................................................................ 16

3.2.1 Defining Sections and Assigning Loads ................................................................................. 16

3.2.2 Straining Actions .................................................................................................................. 22

3.2.2.1 Secondary Beams ........................................................................................................... 22

3.2.2.1.1 Secondary Beams B1 ............................................................................................... 22

3.2.2.1.2 Secondary Beams B2 ............................................................................................... 22

3.2.2.2 Main Girders .................................................................................................................. 23

3.2.2.2.1 Main Girders G1 ...................................................................................................... 23

3.2.2.2.2 Main Girders G2 ...................................................................................................... 23

3.2.2.2.3 Main Girders G3 ...................................................................................................... 24

3.2.2.2.4 Main Girders G4 ...................................................................................................... 24

3.2.2.3 Vertical Bracing ............................................................................................................. 25

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3.2.2.3.1 Vertical Bracing Column 5m.................................................................................... 25

3.2.2.3.2 Vertical Bracing Column 6.25m ............................................................................... 26

3.2.2.3.2.1 Diagonal member .............................................................................................. 26

3.2.2.3.2.2 Horizontal member ........................................................................................... 26

3.2.2.3.3 Vertical Bracing Column 7.5m ................................................................................. 27

3.2.2.3.3.1 Diagonal member .............................................................................................. 27


3.2.2.3.4 Vertical Bracing for Column 8.75m ......................................................................... 28

3.2.2.3.4.1 Diagonal member .............................................................................................. 28


3.2.2.4 Horizontal Bracing ......................................................................................................... 29

3.2.2.5 Columns ......................................................................................................................... 29

3.2.2.5.1 Columns 5m edge C5 ............................................................................................... 29

3.2.2.5.2 Columns 5m not edge C6 ......................................................................................... 30

3.2.2.5.3 Column 6.25 edge C1 .............................................................................................. 31

3.2.2.5.4 Column 6.25 not edge C2 ......................................................................................... 32

3.2.2.5.5 Column 7.5 edge C2’ ............................................................................................... 33

3.2.2.5.6 Column 7.5 not edge C4........................................................................................... 34

3.2.2.5.7 Column 8.75m edge C7 ........................................................................................... 35

3.2.2.5.8 Column 8.75m not edge C3 ...................................................................................... 36

3.2.2.5.9 Column 6.25m between 10m spans .......................................................................... 37

3.2.2.5.10 Column 8.75m between 10m spans ........................................................................ 38

3.2.2.5 Space Truss .................................................................................................................... 39

Chapter 4 ............................................................................................................................................... 40

Design and Calculation sheet ................................................................................................................. 40

4.1 Building Loads ............................................................................................................................ 40

4.2 Design of Secondary Beams and Main Beams .............................................................................. 44

4.3 Design of Columns ...................................................................................................................... 66

4.4 Design of Bracing ...................................................................................................................... 106

4.5 Design of Space Truss................................................................................................................. 120

4.6 Design of Connections ............................................................................................................... 124

Chapter 5 ............................................................................................................................................. 147

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Drawing and implementation ............................................................................................................... 147

Chapter 6 ............................................................................................................................................. 194

Additional Project ............................................................................................................................... 194

6.2 Background ............................................................................................................................... 194

6.2.1 Loads .................................................................................................................................. 194

6.2.2 Structural Analysis .............................................................................................................. 194

6.2.2.1 Portal frame with mezzanine floor ................................................................................ 194

6.2.2.2 Portal frame with crane ................................................................................................. 195

Chapter 7 ............................................................................................................................................. 197

Design and Calculation Sheet for Additional Project ............................................................................ 197

7.1 Design of Secondary Beam and Main Beam Mezzanine ............................................................. 197

7.2 Loads and Design of Portal Frame of Mezzanine ........................................................................ 205

7.3 Design of Portal Frame with Crane ............................................................................................ 216

7.4 Design of Connections ............................................................................................................... 223

7.6 Design Of Crane Girder ............................................................................................................. 238

7.7 Design of Purlins ........................................................................................................................ 245

Chapter 8 ............................................................................................................................................. 250

Drawings and detailing for additional project ....................................................................................... 250

Chapter 9 ............................................................................................................................................. 257

Conclusion .......................................................................................................................................... 257

References........................................................................................................................................... 258

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Table of Figures

Figure 1-Location Building.................................................................................................................... 10 Figure 2-3D view .................................................................................................................................. 10 Figure 3-Sky Light ................................................................................................................................ 11 Figure 4-Define Sections ....................................................................................................................... 16 Figure 5-Define Load Patterns ............................................................................................................... 17 Figure 6-Define Load Combinations ...................................................................................................... 18 Figure 7-3D modeling ........................................................................................................................... 19 Figure 8- Plan 0 level ............................................................................................................................ 20 Figure 9-Vertical Bracing ...................................................................................................................... 20 Figure 10-D.L on Secondary Beam ........................................................................................................ 21 Figure 11-Wind West ............................................................................................................................ 21 Figure 12-Straining action B1 ................................................................................................................ 22 Figure 13-Straining Action B2 ............................................................................................................... 22 Figure 14-Straining Action G1............................................................................................................... 23 Figure 15-Straining Actions G2 ............................................................................................................. 23 Figure 16-Straining Action G3............................................................................................................... 24 Figure 17-Bending moment & Shear Stress G4 ...................................................................................... 24 Figure 18-Axial Force G4 ...................................................................................................................... 25 Figure 19-Axial Force column 5m ......................................................................................................... 25 Figure 20-Diagonal member Column 6.25m .......................................................................................... 26 Figure 21-Horizontal member Column 6.25m ........................................................................................ 26 Figure 22-Diagonal member 7.5m ......................................................................................................... 27 Figure 23-Horizontal member Column 7.5m .......................................................................................... 27 Figure 24-Diagonal member Column 8.75m .......................................................................................... 28 Figure 25-Horizontal member Column 8.75m ........................................................................................ 28 Figure 26-Axial Force Horizontal Bracing ............................................................................................. 29 Figure 27-Bending moment C5 .............................................................................................................. 29 Figure 28-Axial Force C5 ...................................................................................................................... 30 Figure 29-Bending Moment C6 ............................................................................................................. 30 Figure 30-Axial Force C6 ...................................................................................................................... 31 Figure 31-Bending Moment C1 ............................................................................................................. 31 Figure 32-Axial Force C1 ...................................................................................................................... 31 Figure 33-Bending Moment C2 ............................................................................................................. 32 Figure 34-Axial Force C2 ...................................................................................................................... 32 Figure 35-Bending Moment C2' ............................................................................................................. 33 Figure 36-Axial Force C2' ..................................................................................................................... 33 Figure 37-Bending Moment C4 ............................................................................................................. 34 Figure 38-Axial Force C4 ...................................................................................................................... 34

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Figure 39-Bending Moment C7 ............................................................................................................. 35 Figure 40-Axial Force C7 ...................................................................................................................... 35 Figure 41-Bending Moment C3 ............................................................................................................. 36 Figure 42-Axial Force C3 ...................................................................................................................... 36 Figure 43-Bending Moment C 6.25m between 10m spans ...................................................................... 37 Figure 44-Axial Force C 6.25m between 10m spans .............................................................................. 37 Figure 45-Bending Moment C 8.75m between 10m spans ...................................................................... 38 Figure 46-Axial Force C 8.75m between 10m spans .............................................................................. 38 Figure 47- Space Truss .......................................................................................................................... 39 Figure 48- Axial force of chords ............................................................................................................ 39 Figure 49-3D model "Tekla" ................................................................................................................ 147 Figure 50-Vertical Bracing "Tekla" ..................................................................................................... 148 Figure 51-Connections "Tekla" ............................................................................................................ 148 Figure 52-Create drawings "Tekla" ...................................................................................................... 149 Figure 53-Drawing List ....................................................................................................................... 150 Figure 54-Base Plate............................................................................................................................ 151 Figure 55-Level +0 .............................................................................................................................. 152 Figure 56-Level +5m ........................................................................................................................... 153 Figure 57-Level +6.25m ...................................................................................................................... 154 Figure 58-Level +7.5m ........................................................................................................................ 155 Figure 59-Level +8.75m ...................................................................................................................... 156 Figure 60-Level +10m ......................................................................................................................... 157 Figure 61-Level +11.25m .................................................................................................................... 158 Figure 62-Level +12.5m ...................................................................................................................... 159 Figure 63-Level +13.75m .................................................................................................................... 160 Figure 64-Level +15m ......................................................................................................................... 161 Figure 65-Level +16.25m .................................................................................................................... 162 Figure 66- Level +17.5m ..................................................................................................................... 163 Figure 67-Level +18.75m .................................................................................................................... 164 Figure 68-GRID A .............................................................................................................................. 165 Figure 69-GRID B ............................................................................................................................... 166 Figure 70-GRID C ............................................................................................................................... 167 Figure 71-GRID D .............................................................................................................................. 168 Figure 72-GRID E ............................................................................................................................... 169 Figure 73-GRID F ............................................................................................................................... 170 Figure 74-GRID H .............................................................................................................................. 171 Figure 75-GRID I ................................................................................................................................ 172 Figure 76-GRID J ................................................................................................................................ 173 Figure 77-GRID K .............................................................................................................................. 174 Figure 78-GRID L ............................................................................................................................... 175 Figure 79-GRID M .............................................................................................................................. 176 Figure 80-SIDE VIEW 13 ................................................................................................................... 177 Figure 81-SIDE VIEW 1 ..................................................................................................................... 178 Figure 82-HORIZONTAL BRACING ................................................................................................. 179

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Figure 83-COLUMN HEA320 C (5).................................................................................................... 180 Figure 84-COLUMN HEA360 C (1).................................................................................................... 181 Figure 85-COLUMN HEA400 C (6).................................................................................................... 182 Figure 86-COLUMN HEA 450 C (2) @ EDGE ................................................................................... 183 Figure 87-COLUMN HEA 450 C (2)................................................................................................... 184 Figure 88-COLUMN HEA 500 C (4)................................................................................................... 185 Figure 89-COLUMN HEA 550 C (7)................................................................................................... 186 Figure 90-COLUMN HEA 650 C (3)................................................................................................... 187 Figure 91-COLUMN HEA 650 PL400*10 C (3') ................................................................................. 188 Figure 92-IPE240 ................................................................................................................................ 189 Figure 93-IPE270 ................................................................................................................................ 190 Figure 94-IPE300 ................................................................................................................................ 191 Figure 95-IPE600 ................................................................................................................................ 192 Figure 96-IPE360 ................................................................................................................................ 193 Figure 97-Portal Frame with mezzanine ............................................................................................... 194 Figure 98-Maximum positive moment on Rafter .................................................................................. 195 Figure 99-Portal Frame with crane ....................................................................................................... 195 Figure 100-Load combinations ............................................................................................................ 196 Figure 101-Bending moment on column .............................................................................................. 196 Figure 102-Straining action on Rafter .................................................................................................. 197 Figure 103-3D of factory "Tekla" ........................................................................................................ 250 Figure 104-General Layout .................................................................................................................. 251 Figure 105- General layout 2 ............................................................................................................... 252 Figure 106- Portal Frame with Crane ................................................................................................... 253 Figure 107- Rafter of PF with Crane and Connection ........................................................................... 254 Figure 108- Portal Frame with mezzanine ............................................................................................ 255 Figure 109- Rafter in PF with mezzanine ............................................................................................. 256

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Chapter 1

Introduction

1.1 Aim and motivation To construct a research center requirements have to be taken in consideration. First of all architectural plans done by engineers should take care that type of these buildings need large areas for labs, decrease number of columns to allow researchers moving from one office to the other easily, provide a place for eating and drinking where it is away from offices and labs. Also a research center need to be located in area with less pollution and sky lights to allow sun light from entering building. In addition, structural engineering choose best way and criteria for design to combine and gather information from plans of architecture and any of imagination of architectural engineering. Also, structural designer have to take care of electricity such as lightings and mechanical devices in the building. Finally, implementation done by forming drawings and details of design which help to build and construct any building.

The purpose of this paper to design and implement a research center steel structure with all information taken from architectural plans and draw all details needed after that to construct that building if needed. Also, share information and experience gained from this project to other engineers.

1.2 Background The structure is steel frame to cover area of 60m*60m of a managerial building “Research Center”. The structure located in Cairo. Research Center consists of ground floor and 3 floors. Each floor has 4 levels with difference 1.25m between them except ground floor that has one level. The floors are typical in design as they are replicate from ground floor. In addition, the structure contains large areas especially in labs which better way for design is to use frame structure than beam-column. Moreover, outer area of building covered by glass façade to allow sun light to go into the building. There is a void in center of the building while offices and labs are around this void. The total height of building is 18.75m and a space truss for a sky light at roof. Frame type is used and other direction vertical bracing. Horizontal bracing used in building for wind load till pouring of concrete. Columns reached level -3m for garage usage. In columns will find that normal force and buckling length is the critical in design. Designs of columns in edge differ than between spans due to normal force. In labs main beams have high largest section due to its span. Also, the largest section of secondary beam found in cafeteria area. In this project hot rolled sections used in design except in one types of columns. The code used for loads ECP 2008 and for design ECP 205-2001. Steel used in design is Steel 37 mild steel. In this structure analysis are done using SAP2000 by adding load (Dead, Live and Wind) according to Egyptian code. After that designs using Egyptian code and calculation sheets are formed.

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Research Center found in Cairo “Tagamo Elkhames” (Figure 1). Also building is characterized by its large areas and outer are is a square shape with 4 levels in each floor with sky light at roof and glass façade at the outer areas, void at center of building with a cafeteria inside that void with also a square shape.

Figure 1-Location Building

Figure 2-3D view

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Figure 3-Sky Light

General layout formed with main elements and secondary elements, analysis using SAP2000 V16 where straining actions are taken and deflections, calculation sheets with design in it according Egyptian Code, 3D modeling, drawings and detailing using Tekla and Autocad programs.

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Chapter 2

Glass types and application

2.1Glass types and production overview: Over decades, glass productions in terms of types and ingredients have witnessed great

evolution. Including various compositions such as; Fused silica glass, Sodium borosilicate glass,

Lead-oxide glass, Alumino-silicate glass, Oxide glass and the Soda-lime-silica glass and Soda-

lime glass, also called soda-lime-silica glass. These types are considered to be the most known

types of glass that are usually used for glass containers, windowpanes and other commodity

items. Moving to the most common type of glass that have been developed over time to become

the most important type of glass used in today's constructions which is the float glass.

Float glass manufacturing consumes some of the earth’s most rich raw materials which are the

silica sand, counting for 60 % (by weight) of the materials that are called the batch. Minerals and

dolomite are added to assist in the enduring and weathering properties of the finished glass,

while other components are added to help melting the sand such as soda ash and sulfate. The

following figure illustrates the production process of the float glass including all the stages that

the glass goes through for manufacturing.

Moreover, there are many types of glass final products in terms of physical properties and

appearance. First, the extra clear glass which is a final product derived from melted glass (float

glass). This specific type of glass is made of very low quantities of iron component in order to its

properties of sun and heat reflection. It is considered the most applicable option to use for solar

energy applications where the heat is needed to be absorbed and reach the solar cells.

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Another product is the mirrored glass which is coated with a metal layer to one of the sides of the

glass the coating is mostly made of aluminum, silver, chrome or gold. Mirrored glass is widely

used for architectural purposes and may be used for essential functional reasons as well as for the

visual effect and even for privacy purposes.

There is also the coated glass which is made to adjust its appearance and provide it with several

advanced features and functions available in flat glass products, such as special reflection, scratch

resistance, transmission and low maintenance. On the other hand there is the tinted glass which is

made by small metal additions to the float glass in order to give the glass some colors such as

green, bronze, grey or blue, however it does not affect the basic functions of the glass excluding

some modifications in the solar energy transmission. Finally, the frosted or sandblasted glass,

which is manufactured by acid engraving or sandblasting of clear sheet glass. It has the effect of

sprinkling of light transmission, thus blurring images while still diffusing light.

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2.2Glass usage and applications: There is a very specific design of glass that is commonly used for structural and architectural

purposes which is "Glass-fiber-reinforced concrete (GFRC) panels". This system is light weight

system that includes various colors and textures which make these panels very adaptable for many

designs and architectural applications. GFRC can also be designed similarly to the precast

concrete panels. These lightweight systems like GFRC, stone facings and thin brick are very

beneficial as they are easy to construct and do not involve heavy steel structural support in the

principal structure of the building. Therefore, GFRC and other lightweight systems are more cost-

effective and reasonable steel frames.

GFRC systems usually weight among 9 and 25 psf depending on the type of the panel shape and

size, external finish, and back-up frame structure. Usual wall systems are embraced of the panel

skin, anchors fastening the skin to the back-up frame, while the panel back-up frame and

connectors are attaching the panel frame to the main building structure. GFRC generally are not

load bearing and are not deliberated as a part of the lateral load resisting system. Thereby, the

primary structure of the building must be designed with separate lateral force resisting system and

requires the support for the weight and lateral loads from the panel system. So that it could be

transferred from the panel skin to the main building structure. This system mechanism and

components are illustrated in the following figure in more details.

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Chapter 3

Structural design of Research

3.1 Building loads

3.1.1 Dead load Use R.C thickness 0.12m, specific weight for concrete 2.5t/m2 (ECP Table (3-1) P17), floor cover 0.2 t/m’ and spacing between secondary beams is 1.67m.

Wd.l= (0.12*2.5+0.2)-1.67= 0.84t/m’

3.1.2 Live Load Use Live load= 0.4t/m2 (ECP Table (4-1) P32)

Wl.l= 0.4*1.67= 0.67t/m’

3.1.3 Wind Load The building located at Cairo q=70kg/m2 and spacing between frames are 5m

Ww= C*K*q*s

3.1.3.1 Wind West Ww1= 0.8*1*0.07*5= 0.28t/m’

Ww2= 0.5*1*0.07*5= 0.175t/m’

Ww3= -0.7*1*0.07*5= -0.245t/m’

Ww4= -0.7*1*0.07*5= -0.245t/m’

Ww5= -0.8*1*0.07*5= -0.28t/m’

3.1.3.2 Wind East Ww1= -0.8*1*0.07*5= -0.28t/m’

Ww2= -0.5*1*0.07*5= -0.175t/m’

Ww3= -0.7*1*0.07*5= -0.245t/m’

Ww4= -0.7*1*0.07*5= -0.245t/m’

Ww5= -0.8*1*0.07*5= -0.28t/m’

3.1.3.3 Wind North Ww1= 0.8*1*0.07*5= 0.28t/m’

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Ww2= 0.5*1*0.07*5= 0.175t/m’

Ww3= -0.7*1*0.07*5= -0.245t/m’

Ww4= -0.7*1*0.07*5= -0.245t/m’

Ww5= -0.8*1*0.07*5= -0.28t/m’

3.1.3.4 Wind South Ww1= 0.8*1*0.07*5= 0.28t/m’

Ww2= 0.5*1*0.07*5= 0.175t/m’

Ww3= -0.7*1*0.07*5= -0.245t/m’

Ww4= -0.7*1*0.07*5= -0.245t/m’

Ww5= -0.8*1*0.07*5= -0.28t/m’

3.2 Structural analysis In step of structural analysis, SAP2000 V16 used to find out all straining actions needed for design and check for deflection. First of all, define material used in project which is St37, all sections needed in projects as I use hot rolled section as show in (Figure 4). Define load patterns which are Dead load, Live load and Wind load as in (Figure 5).

3.2.1 Defining Sections and Assigning Loads

Figure 4-Define Sections

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Figure 5-Define Load Patterns

Load combinations used in this project are

D.L

D.L+L.L

D.L+L.L+W.E

D.L+L.L+W.W

D.L+L.L+W.S

D.L+L.L+W.N

D.L+W.E

D.L+W.W

D.L+W.S

D.L+W.N

MAX “Envelope”

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Figure 6-Define Load Combinations

3D modeling and draw frames with all its aspects and importing 3D from Autocad (Figure 7)

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Figure 7-3D modeling

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Figure 8- Plan 0 level

Figure 9-Vertical Bracing

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Assign frame loads, dead load and live load on secondary beams and wind load on columns (Figure 9 & Figure 10)

Figure 10-D.L on Secondary Beam

Figure 11-Wind West

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3.2.2 Straining Actions Axial force, bending moment, shear stress and deflection are gained

3.2.2.1 Secondary Beams

3.2.2.1.1 Secondary Beams B1 B1 is found in all frames of building with span 5 meters except in cafeteria

Figure 12-Straining action B1

3.2.2.1.2 Secondary Beams B2 B2 is found in cafeteria area with span 10m

Figure 13-Straining Action B2

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3.2.2.2 Main Girders

3.2.2.2.1 Main Girders G1 G1 is not at edges and found in frames not having horizontal bracing.

Figure 14-Straining Action G1

3.2.2.2.2 Main Girders G2 G2 is found at edges of frames, these girders have negative moment greater than other due to continuity of moment.

Figure 15-Straining Actions G2

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3.2.2.2.3 Main Girders G3 G3 are beams with span 10m long found at edges, these long members are for labs area, where negative moment value is close to positive moment value.

Figure 16-Straining Action G3

3.2.2.2.4 Main Girders G4 G4 found in middle of frames of horizontal bracing where we find a great value of normal force which is formed due to wind load.

Figure 17-Bending moment & Shear Stress G4

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Figure 18-Axial Force G4

3.2.2.3 Vertical Bracing

3.2.2.3.1 Vertical Bracing Column 5m In Column 5m long there is vertical bracing which is cross designed as double angle.

Figure 19-Axial Force column 5m

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3.2.2.3.2 Vertical Bracing Column 6.25m In column 6.25m long bracing divide into two parts both 3.125m

3.2.2.3.2.1 Diagonal member

Figure 20-Diagonal member Column 6.25m

3.2.2.3.2.2 Horizontal member

Figure 21-Horizontal member Column 6.25m

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3.2.2.3.3 Vertical Bracing Column 7.5m In column 6.25m long bracing divide into two parts both 3.75m


Figure 22-Diagonal member 7.5m



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3.2.2.3.4 Vertical Bracing for Column 8.75m In column 6.25m long bracing divide into two parts both 4.375m


Figure 24-Diagonal member Column 8.75m



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3.2.2.4 Horizontal Bracing Horizontal bracing designed as its maximum compression force

Figure 26-Axial Force Horizontal Bracing

3.2.2.5 Columns Columns in this building have tall spans which increase value of buckling length. Also, normal forces are critical with highest value while bending moments doesn’t affect too much on design.

3.2.2.5.1 Columns 5m edge C5 These columns are found at edges of building with tall 5m

Figure 27-Bending moment C5

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Figure 28-Axial Force C5

3.2.2.5.2 Columns 5m not edge C6 These columns are found inside building not at edge with tall 5m.

Figure 29-Bending Moment C6

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3.2.2.5.3 Column 6.25 edge C1 These columns are found at edge of building with tall 6.25m



32

3.2.2.5.4 Column 6.25 not edge C2 These types of columns are found inside building not at edge with tall 6.25m.



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3.2.2.5.5 Column 7.5 edge C2’ These columns are found in the edge of building with tall 7.5m.

Figure 35-Bending Moment C2'

Figure 36-Axial Force C2'

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3.2.2.5.6 Column 7.5 not edge C4 These Columns are found inside building not at edge with tall 7.5m.



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3.2.2.5.7 Column 8.75m edge C7 These columns are found at edge of research center with tall 8.75m



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3.2.2.5.8 Column 8.75m not edge C3 These types of column found inside building of research center not at edge between 5m spans.


.


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3.2.2.5.9 Column 6.25m between 10m spans These types of column with tall 6.2m are found in labs area which has span 10m.

Figure 43-Bending Moment C 6.25m between 10m spans

Figure 44-Axial Force C 6.25m between 10m spans

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3.2.2.5.10 Column 8.75m between 10m spans These types of column with tall 8.75m are found in labs area which has span 10m.

Figure 45-Bending Moment C 8.75m between 10m spans

Figure 46-Axial Force C 8.75m between 10m spans

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3.2.2.5 Space Truss Space truss used to hold double laminated glass at roof to allow sun light to enter building with area 30*30m2 and columns support it every 10m.

Figure 47- Space Truss

Figure 48- Axial force of chords

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Chapter 4

Design and Calculation sheet

4.1 Building Loads

44

4.2 Design of Secondary Beams and Main Beams

66

4.3 Design of Columns

106

4.4 Design of Bracing

120

4.5 Design of Space Truss

124

4.6 Design of Connections

147

Chapter 5

Drawing and implementation In this chapter will talk about steps for drawing and implantation. First of all, I used Tekla program to draw actual section that I designed according to Egyptian code. 3D modeling using Tekla help to see building with its section and connections needed for building and if there any clash could happen. In Tekla one could draw and implement building as it will be constructed in reality (Figure 49). In addition, Tekla program helps to create drawings and import it to Autocad for any changes I want. Moreover, detailing and sections done easily with only some steps. Assembly and drawing parts for all section could be done easily, these drawing parts used to manufacturing of sections with its actual dimensions and actual connections with more details in factory. Also, Tekla doesn’t stop in those parts but they can calculate total weight of building from all parts and section. Engineers used this program for implementing and create drawings in easily way. In Autocad changes are done by adding some additional information and changing template box needed. Also, Autocad helps to add lines and erase it easily.

Figure 49-3D model "Tekla"

148

Figure 50-Vertical Bracing "Tekla"

Figure 51-Connections "Tekla"

149

Figure 52-Create drawings "Tekla"

Numbering and naming of drawings is important for good arrangement of drawings. Also, doing a drawing list is a key to facilitate process of searching and finding of drawings.

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DWG LIST

MADE BYHassan Ahmed

Number Name NotesST-0 BASE PLATEST-1 PLAN LEVEL +0ST-2 PLAN LEVEL +5mST-3 PLAN LEVEL +6.25mST-4 PLAN LEVEL +7.5mST-5 PLAN LEVEL +8.75mST-6 PLAN LEVEL +10mST-7 PLAN LEVEL +11.25mST-8 PLAN LEVEL +12.5m ST-9 PLAN LEVEL +13.75mST-10 PLAN LEVEL +15mST-11 PLAN LEVEL +16.25mST-12 PLAN LEVEL +17.5mST-13 PLAN LEVEL +18.75mST-14 ELEVATION GRID AST-15 ELEVATION GRID BST-16 ELEVATION GRID CST-17 ELEVATION GRID DST-18 ELEVATION GRID EST-19 ELEVATION GRID FST-20 ELEVATION GRID GST-21 ELEVATION GRID HST-22 ELEVATION GRID IST-23 ELEVATION GRID JST-24 ELEVATION GRID KST-25 ELEVATION GRID LST-26 ELEVATION GRID MST-27 SIDE VIEW GRID 13ST-28 SIDE VIEW GRID 1ST-29 HORIZONTAL BRACINGST-30 IPE 240 A3ST-31 IPE 270 A3ST-32 IPE 300 A3ST-33 IPE 600 A2ST-34 IPE 360 A2ST-35 COLUMN HEA 320 C(5) A3ST-36 COLUMN HEA 360 C(1) A2ST-37 COLUMN HEA 400 C(6) A2ST-38 COLUMN HEA 450 C(2) @ EDGE A2ST-39 COLUMN HEA 450 C(2) A2ST-40 COLUMN HEA 500 C(4) A2ST-41 COLUMN HEA 550 C(7) A2ST-42 COLUMN HEA 650 C(3) A2ST-43 COLUMN HEA 650 PL400*10 C(3') A3

PROJECT : RESEAECH CENTER

Figure 53-Drawing List

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Figure 54-Base Plate

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Figure 55-Level +0

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Figure 56-Level +5m

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Figure 57-Level +6.25m

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Figure 60-Level +10m

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Figure 64-Level +15m

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Figure 66- Level +17.5m

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Figure 68-GRID A

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Figure 69-GRID B

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Figure 70-GRID C

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Figure 71-GRID D

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Figure 72-GRID E

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Figure 73-GRID F

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Figure 74-GRID H

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Figure 75-GRID I

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Figure 76-GRID J

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Figure 77-GRID K

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Figure 78-GRID L

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Figure 79-GRID M

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Figure 80-SIDE VIEW 13

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Figure 81-SIDE VIEW 1

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Figure 82-HORIZONTAL BRACING

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Figure 83-COLUMN HEA320 C (5)

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Figure 86-COLUMN HEA 450 C (2) @ EDGE

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Figure 87-COLUMN HEA 450 C (2)

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Figure 91-COLUMN HEA 650 PL400*10 C (3')

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Figure 92-IPE240

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Figure 93-IPE270

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Figure 94-IPE300

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Figure 95-IPE600

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Figure 96-IPE360

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Chapter 6

Additional Project

6.2 Background In this chapter a new project designed and implemented. The factory accommodates machine hall, welding area and end products. There is an overhead crane 20t capacity. This project is a factory with area 22*48m2 with height 10m. In this factory there is a mezzanine floor in first span then the others span used for factory. The factory designed as a portal frame with span 6m and inaccessible roof. The factory located in Egypt.

6.2.1 Loads In mezzanine floor a concrete slab with thickness 10cm, dead load is 0.85t/m’ and live load 0.8t/m’. There is a wind load with q=70kg/m2. Horizontal bracing and vertical bracing in structure to resist wind load.

6.2.2 Structural Analysis In this portal frame SAP2000 program used to analysis. 2D frames used for analysis by assigning frame loads. Egyptian code used for design from straining action found from max load combinations. All frames are designed as hot rolled and haunch attached in negative bending moment.

6.2.2.1 Portal frame with mezzanine floor By designing secondary beams and main beams of mezzanine floor and convert reaction of frames on them.

Figure 97-Portal Frame with mezzanine

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Figure 98-Maximum positive moment on Rafter

Normal force on column is 13.78t

6.2.2.2 Portal frame with crane In the frames with crane girders on it, bending moment on column and rafter increase due to loads of crane and wind. Load combinations in this frame increase and scenarios could happen (Figure 100).

Figure 99-Portal Frame with crane

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Figure 100-Load combinations

Figure 101-Bending moment on column

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Figure 102-Straining action on Rafter

Chapter 7

Design and Calculation Sheet for Additional Project

7.1 Design of Secondary Beam and Main Beam Mezzanine

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7.2 Loads and Design of Portal Frame of Mezzanine

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7.3 Design of Portal Frame with Crane

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7.4 Design of Connection

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7.6 Design of Crane Girder

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7.7 Design of Purlins

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Chapter 8

Drawings and detailing for additional project In step of create drawing and detailing, general layout are formed using Autocad. After that Tekla is used for modeling structure as 3D (Figure 103) then create elevation drawings and detailings with some changes using Autocad.

Figure 103-3D of factory "Tekla"

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Figure 104-General Layout

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Figure 105- General layout 2

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Figure 106- Portal Frame with Crane

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Figure 107- Rafter of PF with Crane and Connection

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Figure 108- Portal Frame with mezzanine

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Figure 109- Rafter in PF with mezzanine

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Chapter 9

Conclusion As it was previously stated, the research center building needs a special design due to its specifications and requirements. In this building some large areas found and tall columns could make some problems but by using some innovative solution and computer aid, the structure will match and fulfill architectural vision. Design team must coordinate responsibilities among the architect, building frame engineer, façade engineer, general contractor, steel fabricator, steel erector and façade subcontractor(s). As in some special project, choosing best type for design building help to match economic and safety required due to loads. In this project a roof has special requirement that sun light should enter building, best solution to achieve this is to use space truss with double laminated glass. Design structure as a frame type is better than beam-column type especially in large areas that reduce sections weight and this will reduce cost of building. Using some 3D programs help to maintain time of designing and drawing.

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References

ECP 205-2001

ECP 201

JAMES C. PARKER, P.E. (2008). Façade Attachments to Steel-Framed Buildings

ALUMCO KSA Sharing Knowledge Series Seminar# 02. Architectural Glass and Glazing

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Aknowlegment

I wish to express my sicere thanks to [Dr. Amr Shaat], for providing me with all the necessary

facilities for the research and for the continuos encouragement. I am also grateful to [Engineer

Ahmed], in the Department of [Civil Engineering]. I am extremly thankful and indebted to him for

sharing expertise, and sincere and valuable guidance and encouragement extended to me.

I take this opportunity to express gratitude to all of the Department faculty members for their help

and support. I also thank my parents for the unceasin encouragement, support and attention. I am

also grateful to my partner [Heba Ahmed] who supported me throught this venture.

I also place on record, my sense of gratitude to one and all, who directly or indirectly, have lemt

their hand in this venture.

thesis hassan3-1

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