STRUCTURAL AND CONSTRUCTION DESIGN OF 102 COMMERCIAL COMPLEX (THIẾT KẾ CƠ CẤU VÀ XÂY DỰNG 102 COMMERCIAL COMPLEX)

NATIONAL UNIVERSITY OF CIVIL ENGINEERINGFINAL YEAR PROJECTFACULTY OF CIVIL INDUSTRIAL ENGINEERING102 COMMERCIAL COMPLEXCONTENTSPART IARCHITECTURE7CHAPTER I: PROJECT INFORMATION81.1. GENERAL INFORMATION8CHAPTER II: DESIGN SOLUTION91.1. FLOOR FUNCTION91.2. TRAFFIC SOLUTION91.3. VENTILATION AND LIGHTING SOLUTION91.4. FIRE PROTECTION SYSTEM91.5. WATER AND POWER SUPPLY SYSTEM101.6. SECURITY SYSTEM10PART IISTRUCTURE18CHAPTER I: STRUCTURAL SOLUTION191.1. FEATURES OF DESIGNING HIGHRISE BUILDING191.2. GENERAL SOLUTION191.2.1. Popular solutions for main forceresisting system191.2.2. Analytical diagrams for calculation191.3. STRUCTURAL SOLUTION FOR BEAMS, SLABS AND FOUNDATION201.3.1. Solution for beams and slabs201.3.2. Structural solution for foundation211.4. MATERIALS22CHAPTER II: PRELIMINARY DIMENTIONS OF STRUTURAL ELEMENTS232.1. SLABS232.1.1. Flat slab for 8th to 22nd floor232.1.2. Two way slab232.2. COLUMNS232.1.1. Column C1242.1.2. Column C1A242.3. SHEAR WALL242.4. BEAMS262.4.1. Beams supporting slabs 1st to 7th floor262.4.2. Boundary beam 8th to 22nd floor26CHAPTER III: LOADS273.1. REFERENCES273.2. LOADS273.2.1. Gravity loads273.2.2. Wind loads29CHAPTER IV: INTERNAL FORCES ANALYSIS424.1. REFERENCES424.2. MODEL OF CALCULATION424.3. LOAD COMBINATION424.4. STRUCTURE RIGIDITY44CHAPTER V: COLUMN DESIGN475.1. REFERENCES:475.2. PRINCIPLES:475.3.1. Materials:485.3.2. Internal forces485.3.3. Rebar calculation:485.3.4. Column tie:49CHAPTER VI: DESIGN OF BEAM616.1. REFERENCES616.2. PRINCIPLES616.2.1. Calculation of reinforcement of beam carrying shagging moment:616.2.2. Calculation of reinforcement of beam carrying hogging moment:626.2.3. Calculation of stirrups:636.3. CALCULATION OF BEAM B1 (40X60)636.3.1. Materials:636.3.2. Internal forces:636.3.3. Rebar calculation:636.3.4. Calculate in Excel66CHAPTER VII: DESIGN OF FLAT SLAB687.1. REFERENCES687.2. PRINCIPLES687.2.1. Thickness of slab687.2.2. Calculate the reinforcement697.3. CALCULATION FOR TYPICAL FLAT SLAB – 10TH FLOOR707.3.1. Check deflection and punching condition707.3.2. Calculation of slab reinforcement737.3.3. Design of strengthening reinforcement86CHAPTER VIII: FOUNDATION DESIGN878.1. REFERENCES:878.2. GEOLOGICAL FEATURES:878.2.1. Geological survey878.2.2. Stratigraphy:878.2.3. Ground water level:878.2.4. Allowable settlement:878.3. DESIGN SOLUTIONS OF FOUNDATION:878.3.1. Proposal878.3.2. Foundation solution for 102 Commercial Complex908.3. MATERIAL908.4. BEARING CAPACITY OF BORED PILE:908.4.1. Determine bearing capacity of bored pile by material:908.4.2. Determine bearing capacity of bored pile using Japanese formula:908.4.3. Determine bearing capacity of bored pile based on Meyerhof formula:918.5. BORED PILE QUANTITY AND ARRANGEMENT:948.5.1. Pile quantity948.5.2. Pile arrangement948.6. BORED PILE CALCULATION958.6.1. Hypotheses958.6.2. Load applied on bored pile:968.6.3. Calculation of foundation under column C1A (node 2A)968.6.4. Calculation of combined foundation under 2 columns C1 (axis 2BC)103PART IIICONSTRUCTION110A. GENERAL INFORMATION1111. Architectural solution1112. Structural solution111B. DESIGN OF UNDERGROUND CONSTRUCTION METHOD1121. Bottomup construction method1122. TopDown Construction1133. Deep basement construction method for 102 Commercial Complex project114CHAPTER: DESIGN OF DIAPHRAGM WALL CONSTRUCTION1151.1. DIAPHRAGM WALL PARAMETERS1151.1.1. Structural parameters1151.1.2. Materials for diaphragm wall1161.1.3. Joint construction methods for diaphragm wall construction1171.2. CALCULATION OF WORKLOAD AND LABOR1181.2.1. Determination of length of excavation step1181.2.2. Guide wall construction workload1191.2.3. Diaphragm wall construction workload1201.3. CONSTRUCTION MACHINE1211.3.1. Seleting grab cutter1211.3.2. Base Carrier Machine1211.3.3. Bentonite mixer1231.3.4. Bentonite pumping machine1231.3.5. Air compressor1231.3.6. Concrete mixer truck1241.3.8. Dumping truck1241.3.9. Excavator1251.4. DESIGN OF CONSTRUCTION METHOD1271.4.1. Primary panel excavation for diaphragm wall construction1271.4.2. Slurry cleaning and desanding for diaphragm wall construction1271.4.3. Construction order of wall panels.1281.5. DIAPHRAGM WALL CONSTRUCTION SCHEDULE .1291.5.1. Construction time of executing one wall panel1291.5.2. Labor consumption on siteday1291.6. QUALITY, SAFETY AND ENVIROMENTAL CONTROLS130CHAPTER II: DESIGN OF BORED PILE CONSTRUCTION1312.1. PILING CONSTRUCTION METHOD1312.1.1. About bored pile1312.1.2. Bored pile parameters1312.2. CALCULATION OF CONSTRUCTION PARAMETERS1322.2.1. Excavating soil volume1322.2.2. Bentonite volume1332.2.3. Concrete volume1332.3. CONSTRUCTION MACHINES1332.3.1. Pile boring machine1332.3.2. Bentonite mixer1342.3.3. Bentonite pumping machine1342.3.4. Air compressor1352.3.5. Concrete mixer truck1352.3.6. Dumping truck1352.3.7. Crawler Crane1362.3.8. Excavator1382.4. DESIGN OF CONSTRUCTION METHOD1402.4.1. Machine moving path1402.4.2. Bored pile construction sequence1402.5. CONSTRUCTION TIMING AND MAN POWER1432.5.1. Construction time for one bored pile1432.5.2. Man power1442.6. CONSTRUCTION ORGANIZATION144CHAPTER III: DEEP EXCAVATION WITH ANCHORED DIAPHRAGM WALL1463.1. LATERAL SUPPORT METHODS FOR DEEP EXCAVATION1463.2. DESIGN OF ANCHOR GROUND CONSTRUCTION1483.2.1. Materials1483.2.2. Calculation of construction parameters1493.2.3. Construction machine1503.2.4. Construction procedure1503.2.5. Organization parameters1513.3. DESIGN OF EXCAVATION CONSTRUCTION1513.3.1. Excavation method1513.3.2. Calculation of workload and labor1533.3.3. Machine for excavation work1533.3.4. Excavation organization156CHAPTER IV: DESIGN OF FOUNDATION CONSTRUTION1574.1. DESIGN OF FORMWORK1574.1.1. Structural component stats1574.1.2. Material for foundation formwork1584.1.3. Calculation of steel formwork1644.2. CALCULATION OF WORKLOAD AND LABOR1674.2. DESIGN CONSTRUCTION METHOD1694.2.1. Foundation construction1694.2.2. Ground floor (3rd basement floor) construction1734.2.3. Massive volume concrete pouring method1744.3. CONSTRUCTION MACHINES1754.3.1. Tower crane1754.3.2. Static concrete pump1774.3.3. Concrete truck1784.3.4. Vibrator1794.5. ORGANIZATION PARAMETERS179CHAPTER V: BASEMENT CONSTRUCTION1815.1. PRELIMINARY METHOD FOR BASEMENT CONSTRUCTION1815.1.1. Basic parameters1815.2. DESIGN OF FORMWORK1835.2.1. Column formwork1835.2.2. Corewall formwork1865.2.3. Beam formwork1905.2.4. Slab formwork1965.3. CALCULATION OF WORKLOAD AND LABOR2005.4. CONSTRUCTION MACHINES AND EQUIPEMENT2035.4.1. Tower crane2035.4.2. Static concrete pump2055.4.3. Concrete truck2065.4.4 Vibrator207CHAPTER VI: CONSTRUCTION SCHEDULE2086.1. OVER VIEW2086.2. CONSTRUCTION SCHEDULE SETUP PROCEDURE2086.3. LIST OF TASKS2096.3.1. Foundation2096.3.2. Basement construction2096.4. QUANTIFICATION2106.5. LABOR CONSUMPTION210CHAPTER VII: SITE LOGISTICS2137.1. OVERVIEW2137.2. CALCULATION2147.2.1. Amount of material for storage2147.2.2. Temporary facilities2157.2.3. Water supply2167.2.4. Power supply2177.3. SAFETY AND ENVIRONMENT2187.3.1. Training, implement, examination of safety2187.3.2. Occupational safety in each stage of construction2197.3.3. Safety in working with equipment, machines on site2227.3.4. Environmental management222PART IARCHITECTURE CHAPTER I: PROJECT INFORMATION1.1. GENERAL INFORMATIONProject name:102 COMMERCIAL COMPLEXInvestor:VINACOMIN JSC Location:Nguyen Tuan Street, Thanh Xuan, HanoiFloor count:23Land area2.020 m2Constructed area1624 m2Floor area:102 Commercial Complex is a multifunctioned building, which includes a 7floor commercial block, a 13floor residential block and other functional blocks (pen house, parking area…).Its architectural style among other complex and commercial centers of Thanh Xuan district makes a harmonic view. Since the convenience in traffic, the building is one of the most ideal location for company and business office. CHAPTER II DESIGN SOLUTION1.1. FLOOR FUNCTIONFloorFunction3rd, 2nd and 1st basementParking area1st to 2nd floorCommercial area3rd To 6th floorOffices7th floorTechnical floor8th to 20th floorApartment21th to 22th floorPent house1.2. TRAFFIC SOLUTIONExternal traffic solution: private path around the building.Vertical internal traffic solution: two staircases, three 1350 kG elevators for residents and one 1600 kG elevator for commodity.Horizontal internal traffic solution: corridor system with a minimum of 2.67m wide is convenient and comfortable for residents to move inside the building.1.3. VENTILATION AND LIGHTING SOLUTIONAccording to artificial lighting standard for civil building (TCXD 161986), the building was designed windows for every essential spaces inside. Hence, all of rooms can get sufficient natural light and fresh air.Central air condition system of commercial and office area is arranged on technical floor (7th floor).1.4. FIRE PROTECTION SYSTEMFire protection system is located at the hallway of each story. Fire hoses have independent pipe with water supply system and has independent pump Moreover, outside of the building have 2 fire hydranrts to supply water when inside water supply system drying up.fire protection system is designed follow fire safety standard for high rise buildings.Beside modern smoke and fire alarm, firefighting system is fully equipped at each floor.1.5. WATER AND POWER SUPPLY SYSTEMWater supplying system: Water is taken from the city network. The system includes underground water tanks to meet the demand of residents inside the building. Power for the building is taken from the city network and distributed to floors and rooms respectively. Moreover, the generator is always ready to supply power automatically for elevators and hallway lighting when electricity goes off.Information system such as television, telephone and internet cable are hidden in the plastered wall.1.6. SECURITY SYSTEM102 Commercial Complex is equipped with sophisticated security system with 247 camera at each floor.

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NATIONAL UNIVERSITY OF CIVIL ENGINEERING FINAL YEAR PROJECT FACULTY OF CIVIL & INDUSTRIAL ENGINEERING 102 COMMERCIAL COMPLEX

CONTENTS

PART I

ARCHITECTURE 7

CHAPTER I: PROJECT INFORMATION 8

1.1 GENERAL INFORMATION 8

CHAPTER II: DESIGN SOLUTION 9

1.1 FLOOR FUNCTION 9

1.2 TRAFFIC SOLUTION 9

1.3 VENTILATION AND LIGHTING SOLUTION 9

1.4 FIRE PROTECTION SYSTEM 9

1.5 WATER AND POWER SUPPLY SYSTEM 10

1.6 SECURITY SYSTEM 10

PART II

STRUCTURE 18

CHAPTER I: STRUCTURAL SOLUTION 19

1.1 FEATURES OF DESIGNING HIGH-RISE BUILDING 19

1.2 GENERAL SOLUTION 19

1.2.1 Popular solutions for main force-resisting system 19

1.2.2 Analytical diagrams for calculation 19

1.3 STRUCTURAL SOLUTION FOR BEAMS, SLABS AND FOUNDATION 20

1.3.1 Solution for beams and slabs 20

1.3.2 Structural solution for foundation 21

1.4 MATERIALS 22

CHAPTER II: PRELIMINARY DIMENTIONS OF STRUTURAL ELEMENTS 23

2.1 SLABS 23

2.1.1 Flat slab for 8 th to 22 nd floor 23

2.1.2 Two way slab 23

2.2 COLUMNS 23

2.1.1 Column C1 24

2.1.2 Column C1A 24

2.3 SHEAR WALL 24

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2.4 BEAMS 26

2.4.1 Beams supporting slabs 1 st to 7 th floor 26

2.4.2 Boundary beam 8 th to 22 nd floor 26

CHAPTER III: LOADS 27

3.1 REFERENCES 27

3.2 LOADS 27

3.2.1 Gravity loads 27

3.2.2 Wind loads 29

CHAPTER IV: INTERNAL FORCES ANALYSIS 42

4.1 REFERENCES 42

4.2 MODEL OF CALCULATION 42

4.3 LOAD COMBINATION 42

4.4 STRUCTURE RIGIDITY 44

CHAPTER V: COLUMN DESIGN 47

5.1 REFERENCES: 47

5.2 PRINCIPLES: 47

5.3.1 Materials: 48

5.3.2 Internal forces 48

5.3.3 Rebar calculation: 48

5.3.4 Column tie: 49

CHAPTER VI: DESIGN OF BEAM 61

6.1 REFERENCES 61

6.2 PRINCIPLES 61

6.2.1 Calculation of reinforcement of beam carrying shagging moment: 61

6.2.2 Calculation of reinforcement of beam carrying hogging moment: 62

6.2.3 Calculation of stirrups: 63

6.3 CALCULATION OF BEAM B1 (40X60) 63

6.3.1 Materials: 63

6.3.2 Internal forces: 63

6.3.3 Rebar calculation: 63

6.3.4 Calculate in Excel 66

CHAPTER VII: DESIGN OF FLAT SLAB 68

7.1 REFERENCES 68

7.2 PRINCIPLES 68

7.2.1 Thickness of slab 68

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7.2.2 Calculate the reinforcement 69

7.3 CALCULATION FOR TYPICAL FLAT SLAB – 10TH FLOOR 70

7.3.1 Check deflection and punching condition 70

7.3.2 Calculation of slab reinforcement 73

7.3.3 Design of strengthening reinforcement 86

CHAPTER VIII: FOUNDATION DESIGN 87

8.1 REFERENCES: 87

8.2 GEOLOGICAL FEATURES: 87

8.2.1 Geological survey 87

8.2.2 Stratigraphy: 87

8.2.3 Ground water level: 87

8.2.4 Allowable settlement: 87

8.3 DESIGN SOLUTIONS OF FOUNDATION: 87

8.3.1 Proposal 87

8.3.2 Foundation solution for 102 Commercial Complex 90

8.3 MATERIAL 90

8.4 BEARING CAPACITY OF BORED PILE: 90

8.4.1 Determine bearing capacity of bored pile by material: 90

8.4.2 Determine bearing capacity of bored pile using Japanese formula: 90

8.4.3 Determine bearing capacity of bored pile based on Meyerhof formula: 91

8.5 BORED PILE QUANTITY AND ARRANGEMENT: 94

8.5.1 Pile quantity 94

8.5.2 Pile arrangement 94

8.6 BORED PILE CALCULATION 95

8.6.1 Hypotheses 95

8.6.2 Load applied on bored pile: 96

8.6.3 Calculation of foundation under column C1A (node 2-A) 96

8.6.4 Calculation of combined foundation under 2 columns C1 (axis 2-B-C) 103

PART III

CONSTRUCTION 110

A GENERAL INFORMATION 111

1 Architectural solution 111

2 Structural solution 111

B DESIGN OF UNDERGROUND CONSTRUCTION METHOD 112

1 Bottom-up construction method 112

2 Top-Down Construction 113

3 Deep basement construction method for 102 Commercial Complex project 114

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CHAPTER: DESIGN OF DIAPHRAGM WALL CONSTRUCTION 115

1.1 DIAPHRAGM WALL PARAMETERS 115

1.1.1 Structural parameters 115

1.1.2 Materials for diaphragm wall 116

1.1.3 Joint construction methods for diaphragm wall construction 117

1.2 CALCULATION OF WORKLOAD AND LABOR 118

1.2.1 Determination of length of excavation step 118

1.2.2 Guide wall construction workload 119

1.2.3 Diaphragm wall construction workload 120

1.3 CONSTRUCTION MACHINE 121

1.3.1 Seleting grab cutter 121

1.3.2 Base Carrier Machine 121

1.3.3 Bentonite mixer 123

1.3.4 Bentonite pumping machine 123

1.3.5 Air compressor 123

1.3.6 Concrete mixer truck 124

1.3.8 Dumping truck 124

1.3.9 Excavator 125

1.4 DESIGN OF CONSTRUCTION METHOD 127

1.4.1 Primary panel excavation for diaphragm wall construction 127

1.4.2 Slurry cleaning and desanding for diaphragm wall construction 127

1.4.3 Construction order of wall panels 128

1.5 DIAPHRAGM WALL CONSTRUCTION SCHEDULE 129

1.5.1 Construction time of executing one wall panel 129

1.5.2 Labor consumption on site/day 129

1.6 QUALITY, SAFETY AND ENVIROMENTAL CONTROLS 130

CHAPTER II: DESIGN OF BORED PILE CONSTRUCTION 131

2.1 PILING CONSTRUCTION METHOD 131

2.1.1 About bored pile 131

2.1.2 Bored pile parameters 131

2.2 CALCULATION OF CONSTRUCTION PARAMETERS 132

2.2.1 Excavating soil volume 132

2.2.2 Bentonite volume 133

2.2.3 Concrete volume 133

2.3 CONSTRUCTION MACHINES 133

2.3.1 Pile boring machine 133

2.3.2 Bentonite mixer 134

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2.3.3 Bentonite pumping machine 134

2.3.4 Air compressor 135

2.3.5 Concrete mixer truck 135

2.3.6 Dumping truck 135

2.3.7 Crawler Crane 136

2.3.8 Excavator 138

2.4 DESIGN OF CONSTRUCTION METHOD 140

2.4.1 Machine moving path 140

2.4.2 Bored pile construction sequence 140

2.5 CONSTRUCTION TIMING AND MAN POWER 143

2.5.1 Construction time for one bored pile 143

2.5.2 Man power 144

2.6 CONSTRUCTION ORGANIZATION 144

CHAPTER III: DEEP EXCAVATION WITH ANCHORED DIAPHRAGM WALL 146

3.1 LATERAL SUPPORT METHODS FOR DEEP EXCAVATION 146

3.2 DESIGN OF ANCHOR GROUND CONSTRUCTION 148

3.2.1 Materials 148

3.2.2 Calculation of construction parameters 149

3.2.3 Construction machine 150

3.2.4 Construction procedure 150

3.2.5 Organization parameters 151

3.3 DESIGN OF EXCAVATION CONSTRUCTION 151

3.3.1 Excavation method 151

3.3.2 Calculation of workload and labor 153

3.3.3 Machine for excavation work 153

3.3.4 Excavation organization 156

CHAPTER IV: DESIGN OF FOUNDATION CONSTRUTION 157

4.1 DESIGN OF FORMWORK 157

4.1.1 Structural component stats 157

4.1.2 Material for foundation formwork 158

4.1.3 Calculation of steel formwork 164

4.2 DESIGN CONSTRUCTION METHOD 169

4.2.1 Foundation construction 169

4.2.2 Ground floor (3 rd basement floor) construction 173

4.2.3 Massive volume concrete pouring method 174

4.3 CONSTRUCTION MACHINES 175

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4.3.1 Tower crane 175

4.3.2 Static concrete pump 177

4.3.3 Concrete truck 178

4.3.4 Vibrator 179

4.5 ORGANIZATION PARAMETERS 179

CHAPTER V: BASEMENT CONSTRUCTION 181

5.1 PRELIMINARY METHOD FOR BASEMENT CONSTRUCTION 181

5.1.1 Basic parameters 181

5.2 DESIGN OF FORMWORK 183

5.2.1 Column formwork 183

5.2.2 Core-wall formwork 186

5.2.3 Beam formwork 190

5.2.4 Slab formwork 196

5.4 CONSTRUCTION MACHINES AND EQUIPEMENT 203

5.4.1 Tower crane 203

5.4.2 Static concrete pump 205

5.4.3 Concrete truck 206

5.4.4 Vibrator 207

CHAPTER VI: CONSTRUCTION SCHEDULE 208

6.1 OVER VIEW 208

6.2 CONSTRUCTION SCHEDULE SET-UP PROCEDURE 208

6.3 LIST OF TASKS 209

6.3.1 Foundation 209

6.3.2 Basement construction 209

6.4 QUANTIFICATION 210

6.5 LABOR CONSUMPTION 210

CHAPTER VII: SITE LOGISTICS 213

7.1 OVERVIEW 213

7.2 CALCULATION 214

7.2.1 Amount of material for storage 214

7.2.2 Temporary facilities 215

7.2.3 Water supply 216

7.2.4 Power supply 217

7.3 SAFETY AND ENVIRONMENT 218

7.3.1 Training, implement, examination of safety 218

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7.3.2 Occupational safety in each stage of construction 219 7.3.3 Safety in working with equipment, machines on site 222 7.3.4 Environmental management 222

PART IARCHITECTURE

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CHAPTER I:

PROJECT INFORMATION 1.1 GENERAL INFORMATION

Its architectural style among other complex and commercial centers of Thanh Xuandistrict makes a harmonic view Since the convenience in traffic, the building is one of themost ideal location for company and business office

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CHAPTER II

DESIGN SOLUTION 1.1 FLOOR FUNCTION

External traffic solution: private path around the building

Vertical internal traffic solution: two staircases, three 1350 kG- elevators forresidents and one 1600 kG- elevator for commodity

Horizontal internal traffic solution: corridor system with a minimum of 2.67mwide is convenient and comfortable for residents to move inside the building

1.3 VENTILATION AND LIGHTING SOLUTION

According to artificial lighting standard for civil building (TCXD 16-1986), thebuilding was designed windows for every essential spaces inside Hence, all of rooms canget sufficient natural light and fresh air

Central air condition system of commercial and office area is arranged on technicalfloor (7th floor)

1.4 FIRE PROTECTION SYSTEM

Fire protection system is located at the hallway of each story Fire hoses haveindependent pipe with water supply system and has independent pump Moreover, outside

of the building have 2 fire hydranrts to supply water when inside water supply systemdrying up.fire protection system is designed follow fire safety standard for high risebuildings

Beside modern smoke and fire alarm, firefighting system is fully equipped at eachfloor

1.5 WATER AND POWER SUPPLY SYSTEM

Water supplying system: Water is taken from the city network The systemincludes underground water tanks to meet the demand of residents inside the building

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Power for the building is taken from the city network and distributed to floors androoms respectively Moreover, the generator is always ready to supply powerautomatically for elevators and hallway lighting when electricity goes off

Information system such as television, telephone and internet cable are hidden inthe plastered wall

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s ca le : 1/250

elevation v ie w a - d

d c

b a

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sc a l e: 1/200

section a - a

b1 - 3 750 b2 - 7 050 b3 -10 350

B2 B1 B1

S 1

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s ect ion c - c

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b3 -10 350

S TO REY 1

S 1 + 0.000

+ 7.300

S 2 + 5 500

S TO REY 3

S 3 + 10 600

TS + 27 100

+ 79 600

HS + 4 000

S TO REY 4

S 4 + 13 900

S TO REY 5

S 5 + 17 200

S TO REY 6

S 6 + 20 500

S TO REY 7

S 7 + 23 800

S TO REY 8

S 8 + 30 100

S TO REY 9

S 9 + 33 400

S TO REY 10

S 10 + 36 700

S TO REY 11

T 11 + 40 000

S TO REY 12

S 12 + 43 300

S TO REY 13

S 13 + 46 600

S TO REY 14

T 14 + 49 900

S TO REY 15

S 15 + 53 200

S TO REY 16

S 16 + 56 500

S TO REY 17

S 17 + 59 800

S TO REY 18

S 18 + 63 100

S TO REY 19

S 19 + 66 400

S TO REY 20

S 20 + 69 700

S TO REY 21

S 21 + 73 000

+ 76 300

YA RD

Y + 0.000

R OOF

R + 83 600

b1 - 3 750 b2 -7 050 b3 -10 350

B2 B1 B1

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PART II

STRUCTURE

Task:

1 Design of deep foundation – bored pile

2 Design of structural frame 2-2

3 Design of flat slab of 8th to 21st floor

Drawings:

1 Drawing S-01: Foundation design

2 Drawing S-02, S-03: Reinforcement layout of frame 2-2

3 Drawing S-04, S-05: Slab rebar layout

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CHAPTER I

STRUCTURAL SOLUTION 1.1 FEATURES OF DESIGNING HIGH-RISE BUILDING

In designing high-rise building, it is important to sort out a compatible structuralsolution since different solutions bring about the differences in the construction and thecost as well

 Limit of lateral displacement

Lateral displacement (sway/drift) and floor oscillation due to wind/earthquake loadsshould be limited for the safety and comfort of the occupants (acceleration causessickness)

 Reduce the self-weight:

Reducing the self-weight loads will result in the reduction of effects of dynamicloads (wind, seimic load), saving the cost due to cutting down the amount of materials,and more compatibility with architecture

1.2 GENERAL SOLUTION

1.2.1 Popular solutions for main force-resisting system

Force-resisting wall system (shear wall):

Rigid Frame

Beams are rigidly connected to columns Flexural stiffness of columns and beamsresist lateral load Horizontal movement due to lateral load is relative large This is acommon system in low- or medium-rise buildings (up to 25~30 storeys)

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In this case, the fame may have hinges at its nodes, or its lateral stiffness is not enough forresisting lateral loads.

Brace-framing diagram

In an integrated system, if the rigid frame has efficient lateral stiffness so that it canresist lateral loads together with shear walls/cores Thus, the system can be analysedfollowing brace-framing diagram In brace-framing diagram, the frame has rigid nodes,the lateral connection (which is the floors) can be assumed to have infinite axial stiffness

so that lateral loads can be transferred between the elements

 Main diagrams for calculation: Brace-framing diagram

1.3 STRUCTURAL SOLUTION FOR BEAMS, SLABS AND FOUNDATION

1.3.1 Solution for beams and slabs

a Flat slab (Column-supported slabs)

A flat slab is a reinforced concrete slab supported directly by concrete columns without the use of beams

Uses of column heads:

- Increase shear strength of slab

- Reduce the moment in the slab by reducing the clear or effective span

Uses of drop panels:

- Increase shear strength of slab

- Increase negative moment capacity of slab

- Stiffen the slab and hence reduce deflection

Beamless slabs are advantageous by minimizing the story height The savings inheight lead to other economies for a given number of floors, since mechanical featuressuch as elevator shafts and piping are shorter

Beamless slabs will be at a disadvantage if they are used in structures that mustresist large horizontal loads by frame action rather than by shear walls or other lateralbracing The transfer of moments between columns and a slab sets up high localmoments, shears, and twisting moments that may be hard to reinforce for

b Beam-supported slabs

In structural term, since the reduction of self-weight compared with flat slab thevibration amplitude and the affection of lateral loads are reduced Moreover, internalforces appearing inside structure are also smaller  Saving the cost

It is disadvantageous by limiting the story height and the complication in executing

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c Waffle slabs

Waffle slabs consist of equally spaced ribs in a two-way system It is not a commonform of construction due to its low fire rating and formwork costs For a two-hour firerating, a minimum of 125 millimeter rib thickness and 120 millimeter slab thickness isrequired

Cost savings due to the reduced quantity of concrete and reinforcement associatedwith waffle slabs are offset by the complication in formwork and placing reinforcement.Formwork complication can be minimized, however, by using standard, reusable,modular formwork

Besides, there are also some disadvantages Depth of slab between the ribs maycontrol the fire rating In terms of construction, it requires special or proprietaryformwork Greater floor-to-floor height Large vertical penetrations are more difficult tohandle

d Post-tensioning slab

The use of post-tensioned reinforcement to construct floor slabs can result in thinnerconcrete sections and/or longer spans between supports Designers commonly takeadvantage of this method to produce buildings and structures with clear open spacesallowing more architectural freedom Reducing the thickness of each structural floor in abuilding can reduce the total weight of the structure and decrease the ceiling to floorheight of each level In below grade structures, this can mean less excavation, and inabove grade structures, it can mean a reduced overall building height In areas withbuilding height restrictions, saving of height on each level can add up by the time youreach 10 or 12 levels The use of post-tensioning commonly is applied to “flat slab” or

“flat plate” construction in multilevel structures The longer spans cut down on thenumber of columns required and give the designer more freedom to layout the building

e Solution for 102 Commercial Complex slab

In this project, the type of flat slab without drop panels or head columns is chosen

1.3.2 Structural solution for foundation

Foundation solution for 102 Commercial Complex

Since the depth of the lowest basement floor slab and the scale of building, deepfoundation is chosen as foundation solution for 102 Commercial Complex

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Vietnamese Standard: Beam

Rb=17 (Mpa); Rbt=1.2(Mpa); Eb=29E3 (Mpa) Column Core Wall ACI:

fc’=26.57 (Mpa); Ec = 29600 MPa

d < 10mm

Rs=Rsc=225 (Mpa); Rsw=175 (Mpa); Es=2E6 (Mpa)

d < 10mm

Rs=Rsc=280 (Mpa); Rsw=225 (Mpa); Es=2E6 (Mpa)

d ≥10mm

Rs=Rsc=365(Mpa); Rsw=290(Mpa); Es=2E6(Mpa)

fy=390(Mpa)

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CHAPTER II

PRELIMINARY DIMENTIONS OF STRUTURAL ELEMENTS 2.1 SLABS

2.1.1 Flat slab for 8 th to 22 nd floor

Preliminarily choose the height of slab:

2.1.2 Two way slab

Slab thickness of office floor is selected based on empirical formula (“Khung betong cot thep toan khoi”, Le Ba Hue)

b

D l h

k : Coefficient of bending moment

R b : Compressive strength of concrete

N : Total axial force applied on column; N = nSq

n : Floor quantity of building (including basement)

S : Load transferring area of column

q : Total load applied on 1m2 slab (preliminarily calculate with q = 1÷ 2 T / m2 )

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In accordance to article 3.4.1-TCXDVN 198:1997, thickness of shear wall and

core must be satisfied these conditions:

3.30.165

Total area of wall and core can be calculated by: Score = 0.015Sslab

Where:

Score: Total cross-section area of core wall per floor

Sslab: Total area of slab per floor

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framing layout of 8th - 22nd floor

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2.4 BEAMS

2.4.1 Beams supporting slabs 1 st to 7 th floor

Following the empirical formula:

Main beams dimensions:

Dimensions of beams can be calculated based on equivalent stiffness of beam

 Preliminary section of beam: b b xh b = 400x600 mm

2.4.2 Boundary beam 8 th to 22 nd floor

Following the empirical formula:

Main beams dimensions:

 Preliminary section of beam: b b xh b = 300x700 mm

framing layout of 2nd - 7th floor

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CHAPTER III

LOADS 3.1 REFERENCES

+ Vietnamese standard TCVN 2737:1995: Loads and effects – Design standard + Vietnamese standard TCXD 229:1999: Guidance for the determination of dynamiccomponent of the wind loads under TCVN 2737-1995

+ Vietnamese standard TCVN 356:2005: Concrete and reinforced concrete structures– Design standard

Unit-Unfactored

Factored load

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Factored load

weight

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wall

(1m

high)

Mortar2x1.5cm

+ Distributed load applying on columns

+ Distributed load applying on beams

+ Concentrated load (when floor is assumed to be absolutely rigid to transfer lateralloads)

In accordance with TCVN 2737:1995, wind load includes 2 components: static anddynamic wind loads

3.2.2.1 Static wind load

Standard value of static component of wind load: W W k c n 0

Where:

W0: Velocity pressure (Table 8 – TCXD 229:1999) (daN/m2)

k: Height-dependent factor (Table 7 – TCXD 229:1999)

c: Aerodynamic factor (Table 6 – TCVN 2737:1995)

Construction location: Hanoi

Wind region: IIB

Velocity pressure: W o =95 kG/m2

Terrain type: B

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3.2.2.2 Dynamic wind load

In accordance with TCXD 229:1999, calculating dynamic component of wind load

is necessary for project having height greater than 40m (Article 6.2 – TCVN 2737:1995)

The limit frequency f L(Hz) of the proper vibration (Table 2 – TCXD 229:1999)

δ = 0.3 (Reinforced concrete structure)

L

f = 1.3Hz (Wind region: II)

Case 1: When the natural vibration frequency greater than the limit frequency

 : The dynamic pressure factor at the height z (Table 3 – TCXD 229:1999)

: The space correlation coefficient of the dynamic wind load (Table 4, 5 – TCXD229:1999)

Case 2: When the natural vibration frequency smaller than the limit frequency

i

W f

: Coefficient obtained by the following formula, where the structure is divided

in n parts and the wind load is constant for each part

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1 2 1

n

ji Fj j

j n

ji j j

y : The horizontal displacement of the structure at the height z, corresponding to

the first mode of its proper vibration

Fj

W

: Standard value of dynamic component of wind load corresponding to

different vibration modes:

W W   S j

S

: Wind receiving area at jth floor (m2)

Design value of dynamic component of wind load:

s

i i

X : Moment, shear force, normal force or displacement due to dynamic

component of wind load

s: The quantity of vibration modes

3.2.2.4 Calculation

a Analyzing model:

In accordance with Table 1 – TCXD 229:1999, mass participating in vibrationsincludes: 100% Dead load + 50% Live load

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Figure 3.1 - Mass source in ETABs Software

To determine the natural vibration frequency in X direction and Y direction, set themodel to vibrate in plane XZ and YZ respectively

Figure 3.2 - Determine natural frequency of

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9 64

Mass center and rigid center:

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Figure 3.4 - Displacement diagram of mode 1,2,3 in X direction

Figure 3.5 - Displacement diagram of mode 1,2,3 in Y direction

c Calculating cases:

In accordance with Article 4.4 – TCXD 229:1999, for structures and structuralcomponents having natural vibration frequency f1 satisfied fs<fL<fs+L, s first modes ofvibrations must be taken in account in dynamical analysis

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Wind region: IIB Ly=40.0m

2 Dynamic component due to wind gust velocity:

Standard value applied on jth floor: WFj=Wpj Sj

3 Dynamic component due to wind gust velocity and inertia force:

Factor for service life of structure: X (f1): b = 1.00 Y (f1): b = 1.00

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Wind load in X direction - Mode 1 (f1):

Floor Storey

height

Elev ation

Height depen dent factor

Standard pressure - Static componen t

Intera c-ting height

Intera c-ting width

Dynami c pressure factor

Standard pressure - Dynamic componen t

Standard value applied

on jth floor

Mass Horizontal

ment of mass j

displace-Standard value - Static componen t

Standard value - Dynamic component

Design value - Static component

Design value - Dynamic compone nt

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Floor Storey

height

Elev ation

Height depen dent factor

Intera c-ting width

Dynamic pressure factor

on jth floor

Mass Horizontal

ment of mass j

displace-Standar

d value Static compon ent

-Standard value - Dynamic componen t

Design value - Static compon ent

Design value - Dynamic component

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nt factor

Intera c-ting width

on jth floor

Mass Horizontal

ment of mass j

Standard value - Dynamic componen t

Design value - Static compon ent

Design value - Dynami c compon ent

j h(m) z(m) k W j (T/m 2 ) (m) (m) z W pj (T/m 2 ) W Fj (T) M j (T) y j W j (T) W pj (T) W j (T) W pj (T)

ROOF 4 83.6 1.190 0.1582 2 22.5 0.5050 0.0536 2.41 14.17 -0.0109 7.12 -0.35 8.54 -0.42

AF 3.3 79.6 1.173 0.1561 3.65 22.5 0.5083 0.0532 4.37 156.9 -0.0090 12.82 -3.21 15.38 -3.86 22F 3.3 76.3 1.160 0.1542 3.3 22.5 0.5112 0.0529 3.93 149.1 -0.0075 11.45 -2.54 13.74 -3.05

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Intera c-ting width

on jth floor

Mass Horizontal

ment of mass j

Standard value - Dynamic component

Design value - Static componen t

Design value - Dynamic component

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