(Đồ án hcmute) luxury apartment brg park residence

CHAPTER 2: STRUCTURE SOLUTION OF PROJECT 1 OVERALL: - Structure system of building is frame structure and pier wall.. - To ensure the structural requirements, the full-block concrete ri

TECHNOLOGY AND EDUCATION

HO CHI MINH CITY UNIVERSITY OF

LECTURER: Assoc Prof TRAN TUAN KIET STUDENT: NGUYEN HOANG AN

DESIGN LUXURY APARTMENT BRG PARK RESIDENCE

S K L 0 1 0 4 9 2

GRADUATION THESIS CIVIL CONSTRUCTION ENGINEERING TECHNOLOGY

FACULTY FOR HIGH QUALITY TRAINING

CAPSTONE PROJECT LUXYRY APARTMENT BRG PARK RESIDENCE INSTRUCTORS: TRẦN TUẤN KIỆT Assoc Prof

STUDENT NAME: NGUYỄN HOÀNG AN

STUDENT ID: 17149001 MAJOR: CIVIL CONSTRUCTION ENGINEERING TECHNOLOGY

Ho Chi Minh city, February 2023

HO CHI MINH CITY UNIVERSITY OF TECHNOLOGY AND EDUCATION

FACULTY FOR HIGH QUALITY TRAINING

CAPSTONE PROJECT LUXYRY APARTMENT BRG PARK RESIDENCE INSTRUCTOR: TRẦN TUẤN KIỆT Assoc Prof

STUDENT NAME: NGUYỄN HOÀNG AN

STUDENT ID: 17149001 MAJOR: CIVIL CONSTRUCTION ENGINEERING TECHNOLOGY

Ho Chi Minh city, February 2023

HO CHI MINH UNIVERSITY OF

TECHNOLOGY AND EDUCATION

FACULTY FOR HIGH QUALITY TRAINING

CỘNG HÒA XÃ HỘI CHỦ NGHĨA VIỆT NAM

Độc lập – Tự do – Hạnh phúc

COMMENT OF INSTRUCTOR Student name: NGUYỄN HOÀNG AN Student ID: 17149001

Major: Civil Construction Engineering Technology

Project: Design Luxury Apartment BRG PARK RESIDENCE

Instructor: TRẦN TUẤN KIỆT Assoc Prof

Comment:

1) About the contents and the quantity of implementation:

2) Advantage:

3) Disadvantage:

4) Recommendation for protection or not?

5) Reviews, rates:

6) Score: (By text: )

Ho Chi Minh city, Febuary 13 th , 2023

Instructor

(Sign & write full name)

HO CHI MINH UNIVERSITY OF

TECHNOLOGY AND EDUCATION

FACULTY FOR HIGH QUALITY TRAINING

CỘNG HÒA XÃ HỘI CHỦ NGHĨA VIỆT NAM

Độc lập – Tự do – Hạnh phúc

COMMENT OF RESPONSER Student name: NGUYỄN HOÀNG AN Student ID: 17149001

Major: Civil Construction Engineering Technology

Project: Design Luxury Apartment BRG PARK RESIDENCE

Responeser: HÀ DUY KHÁNH Assoc Prof

Comment:

1) About the contents and the number of implementation:

2) Advantage:

3) Disadvantage:

4) Recommendation for protection or not?

5) Reviews, rates:

6) Score: (By text: )

Ho Chi Minh city, Febuary 13 th , 2023

Responeser

(Sign & write full name)

FOREWORD

First of all, I would like to sincerely thank all the teachers of Ho Chi Minh City University of Technology and Education in general and the teachers of the Faculty of Civil Engineering in particular, who have taught me in the past years, from the first steps to learning From basic knowledge to specialized knowledge, it helps me to clearly understand the work of a Civil Engineer in many different aspects The knowledge imparted by the teachers is indispensable baggage in my future career

The graduation project ends the study at the university, and at the same time opens up a new direction for us in life in the future The process of making these helps us synthesize a lot of knowledge learned in previous semesters and collect and add new knowledge, thereby training our calculation, research, and problem-solving abilities problems can arise in practice, besides, there are also valuable experiences that will help us a lot in practice later

During the time of completing the graduation project, I received the enthusiastic help of Mr Nguyen The Anh as well as other teachers in the Faculty You have helped me have a correct view, more generally about the design, access to the software, and the important calculation methods needed for a Civil engineer It was a valuable experience for me in the future

I would like to thank my classmates, who have always stood by me throughout the years

Thank you for your cooperation in exchanging, discussing, and providing comments to help the process of making my thesis complete Thank you to my parents and family who have been solid support for me over the years

Although I have tried my best, due to limited knowledge and experience, my graduation project cannot avoid errors, I hope to receive your guidance so that I can complete my graduation improve your knowledge

Finally, I would like to wish you success and good health so that you can continue your career

of imparting knowledge to the next generation

Thank you sincerely!

Ho Chi Minh city, Febuary 13 th , 2023

Student

NGUYỄN HOÀNG AN

SUMMARY OF THE CAPSTONE PROJECT Student name: NGUYỄN HOÀNG AN Student ID: 17149001

Faculty: Faculty of High Quality Training

Major: Civil Construction Engineering Technology

Project: Luxury Apartment BRG PARK RESIDENCE

Input information:

✓ Architectural record (A little dimension are edited follow Instructor)

✓ Soil Profile (provided by Advitor)

A part content of theory and calculations:

✓ Overview of Architecture

✓ Overview of Structure

✓ Calculation loads and effects

✓ Calculation and design for the typical floor

✓ Calculation and design for the stairs

✓ Calculation and design for the slab with beams

✓ Calculation and design for the pier wall

✓ Calculation and design for the foundations

Presentation and drawing:

✓ One presentation by Word

✓ Twenty-five drawing A1 (Six architecture drawings, Seven teen structure drawings, Two construction drawings)

Instructor: TRẦN TUẤN KIỆT Assoc Prof

Assignment date: 30/08/2023

Complete date: 13/02/2023

Ho Chi Minh city, Febuary 13 th , 2023

CONTENTS

CHAPTER 1: INTRODUCTION 17

1) DEMAND AND PURPOSE OF THE CONSTRUCTION: 17

2) PROJECT INTRODUCTION: 17

3) ARCHITECTURE SOLUTIONS: 18

3.1) Function subdivision ground plan: 18

3.2) Facade and cube solutions: 19

3.2.1) Traffic system solutions: 19

3.2.2) Electric system: 19

3.2.3) Water system: 19

3.2.4) Firefighting: 20

3.2.5) Domestic water drainage: 20

3.2.6) Ventilation and lighting systems: 20

3.2.7) Fire and escape prevention: 20

3.2.8) Lightning protection system: 20

3.2.9) Garbage drainage system: 21

3.2.10) Green space solution: 21

CHAPTER 2: STRUCTURE SOLUTION OF PROJECT 27

1) OVERALL: 27

2) CHOOSE STRUCTURE SOLUTION: 27

2.1) Main load-bearing structural system: 27

2.2) Structural floor system: 28

3) PRINCIPLES OF STRUCTURAL CALCULATION: 29

4) METHODS OF DETERMINATION OF INTERNAL FORCE: 30

5) MATERIALS: 31

6) CHOOSE PRELIMINARY DIMENSION OF STRUCTURE: 31

6.1) Choose preliminary dimension of beam: 31

6.2) Choose preliminary of slab: 32

6.3) Choose preliminary dimension of pier wall: 32

6.4) Choose thickness of cover concrete layer: 33

CHAPTER 3: DESIGN STAIRCASE 35

1) OVERALL: 35

1.1) Dimension of staircase: 35

1.2) Structure of staircase: 35

2) LOADING: 36

2.1) Static load on landing: 36

2.2) Static load on ladder: 37

2.3) Live load: 38

3) CALCULATE REINFORCEMEN: 38

3.1) Calculate internal force by SAP2000 software: 39

3.2) Calculate reinforcement for ladder: 44

3.3) Calculate reinforcement for landing: 44

3.4) Calculate stirrup: 45

3.5) Check deflection: 46

CHAPTER 4: DESIGN SLAB FOR THE TYPICAL FLOOR 49

1) OVERALL: 49

2) LOADING: 49

2.1) Static load: 50

2.2) Live load: 51

3) MODELLING SLAB BY SAFE SOFTWARE: 52

3.1) Calculate internal force method: 52

3.2) Computational model: 52

4) CALCULATE REINFORCEMENT: 59

4.1) Check short-term deflection of slab: 59

4.2) Check long-term deflection of slab: 60

4.3) Calculate reinforcement: 61

4.3.1) Calculate reinforcement from X-direction: 63

4.3.2) Calculate reinforcement from Y-direction: 66

4.4) Check the shear resistance of slab: 69

4.5) Check crack width in slab: 70

CHAPTER 5: DESIGN FRAME STRUCTURE 74

1) OVERALL: 74

2) LOADING: 74

2.2) Live load: 76

2.3) Wind load: 76

2.3.1) Static wind load: 76

2.3.2) Dynamic wind load: 80

2.4) Earthquake load: 88

2.4.1) Overall, about earthquake load: 88

2.4.2) Calculate earthquake load: 88

3) COMBINATION LOAD: 94

4) MODEL BUILDING BY ETABS: 98

4.1) Check the displacement of the top building: 98

4.2) Anti-roll test for construction: 100

5) CALCULATE THE REINFORCEMENT FOR BEAM 100

5.1) Calculate the longitudinal reinforcement: 101

5.2) Calculate belt reinforcement: 108

5.2.1) Choose preliminary belt: 108

5.2.2) Check the condition after selecting the belt reinforcement: 108

5.2.3) Layout of belt reinforcement: 109

5.3) Anchor and connecting reinforcement: 109

5.3.1) Base reinforcement anchor length: 109

5.3.2) Calculation of reinforced anchor length: 110

5.3.3) Calculating the length of the reinforcement connection: 111

6) CALCULATION OF FRAME: 111

6.1) Basic theories: 112

6.2) Calculation steps for longitudinal reinforcement for pier walls: 112

6.3) Calculation of horizontal reinforcement for pier wall: 115

6.4) Result: 116

CHAPTER 6: DESIGN FOUNDATION 119

1) OVERALL: 119

2) GEOLOGICAL DATA STATISTICS: 119

3) CALCULATION OF LOAD RESISTANCE OF PILES: 121

3.1) Statistical calculation data: 121

3.2) Foundation design plan: 122

3.2.1) Choose the size, material, and depth of the pile: 122

3.2.2) Select pier wall for calculation: 123

3.2.3) Types of loads used for calculation: 123

3.2.4) Load capacity according to the pile material: 123

3.2.5) Load bearing capacity according to the physical and mechanical criteria of the ground: 124 3.2.6) According to criteria of ground strength (Appendix G TCVN 10304:2014):126 3.2.7) Load capacity of pile according to SPT test: 129

3.2.8) Determination of design load capacity: 130

3.2.9) Determine the allowable bearing capacity of the pile: 131

3.2.10) Determine the stiffness of the spring: 132

3.3) Result: 134

4) DESIGN FOUNDATION M1: 135

4.1) Determine the number of piles and the arrangement of piles: 135

4.2) Check ground pressure under pile tip: 136

4.3) Settlement test for foundation: 139

4.4) Check the condition of penetration resistance: 141

4.5) Test the resistance to shearing of the foundation M1: 142

4.6) Calculate reinforcement for mat foundation: 142

5) DESIGN FOUNDATION M2: 145

5.1) Determine the number of piles and the arrangement of piles: 145

5.2) Check ground pressure under pile tip: 147

5.3) Settlement test for foundation: 150

5.4) Check the condition of penetration resistance: 152

5.5) Test the resistance to shearing of the foundation M2: 153

5.6) Calculate reinforcement for mat foundation: 153

6) DESIGN FOUNDATION MLTM: 156

6.1) Determine the number of piles and the arrangement of piles: 156

6.2) Check ground pressure under pile tip: 157

6.3) Settlement test for foundation: 161

6.4) Check the condition of penetration resistance: 162

6.5) Test the resistance to shearing of the foundation MLTM: 163

6.6) Calculate reinforcement for mat foundation: 164

CHAPTER 7: CONSTRUCTION RETAINING WALL PROCESS 166

1) OVERALL: 166

2) CONSTRUCTION OF THE LEAD WALL: 166

2.1) Mission of the lead wall: 166

2.2) The process of constructing the lead wall: 167

2.3) Preparation of bentonite solution: 167

2.4) Construction of digging retaining wall: 170

2.5) The work of cleaning the bottom of the excavation pit: 173

2.6) Check the surrounding sand wall of the diaphragm wall: 174

2.7) Anti CWS gasket mounting kit: 174

2.8) Fabrication and erection of reinforced cages: 176

2.9) Pouring concrete for drilling: 178

2.10) Completed drilling and digging of retaining wall: 180

REFERENCES 181

LIST OF TABLE Table 1: The values of concrete 31

Table 2: The values of steel 31

Table 3: Dimension section of main beam 31

Table 4: Dimension section of secondary beam 32

Table 5: The thickness of concrete cover layer 33

Table 6: Static load on landing 37

Table 7: Static load on the ladder 38

Table 8: Result of calculation reinforcement for ladder 44

Table 9: Result of calculate reinforcement for landing 45

Table 10: Static load from structure of toilet 50

Table 11: Static load from structure of logia, livingroom, 51

Table 12: Wall load 51

Table 13: Values live load of each slab 51

Table 14: Calculate reinforcement X-direction 65

Table 15: Calculate reinforcement Y-direction 68

Table 16: Static load of living room, logia, hallway … 74

Table 17: Static load of toilet, roof floor, … 75

Table 18: Static load of basement 75

Table 19: Wall load of story 1 75

Table 20: Wall load of story 5-17 76

Table 21: Static wind load in X-direction and Y-direction 78

Table 22: Result period and frequency of 4 modals 82

Table 23: Limited value of frequency fL 82

Table 24: Spatial correlation coefficient 83

Table 25: Determine 𝜉𝑖 84

Table 26: Determined coefficient ψ 84

Table 27: Component standard pressure 85

Table 28: Result of static wind load and dynamic wind load 87

Table 29: Value of earthquake calculation 90

Table 30: Table of loads 95

Table 31: Combinations follow Limit State 1 95

Table 32: Combinations follow Limit State 2 96

Table 33: : Reinforcement for main beam 102

Table 34: : Reinforcement for secondary beam 105

Table 35: Result of detailed calculation of 3-D axis frame reinforcement 117

Table 36: Statistical design geological data 120

Table 37: Concrete parameters 121

Table 38: Reinforcement parameters 121

Table 39: Data of piles 122

Table 40: Table of wall resistance according to physico-mechanical criteria 125

Table 41: The load-bearing coefficient of the soil under the pile tip according to Meyerhof 1976 127

Table 42: Friction force of pile wall in sandy soil layer 128

Table 43: Friction force of pile wall in clay layer 128

Table 44: Friction force of pile wall in sandy soil layer 130

Table 45: Friction force of pile wall in clay layer 130

Table 46: Summary table of load capacity under the hard wall 130

Table 47: Calculation results of the ground spring stiffness around the pile body along the vertical and horizontal 134

Table 48: Hard wall foot reaction P1 135

Table 49: Relationship coefficient e - p of soil layer No 3 140

Table 50: Results of settlement calculation for foundation M1 140

Table 51: Calculate the reinforcement for M1 145

Table 52: Hard wall foot reaction P3 145

Table 53: Relationship coefficient e - p of soil layer No 3 151

Table 54: Results of settlement calculation for foundation M1 151

Table 55: Calculate the reinforcement for M2 155

Table 56: Hard wall foot reaction PLTM 156

Table 57: Results of settlement calculation for foundation MLTM 162

Table 58: Calculate the reinforcement for MLTM 165

LIST OF FIGURE Figure 1: The geographical location of the project 17

Figure 2: The section of building 22

Figure 3: The typical floor plan 23

Figure 4: The roof floor plan 24

Figure 5: The ground floor plan 25

Figure 6: The basement floor plan 26

Figure 7: Architectural plan of the stairs 35

Figure 8: The section of landing layers 36

Figure 9: Calculation diagram of staircase 39

Figure 10: Static load on part 1 of staircase 40

Figure 11: Static load on part 2 of staircase 40

Figure 12: Live load on part 1 of staircase 41

Figure 13: Live load on part 2 of staircase 41

Figure 14: Momen on part 1 of staircase 42

Figure 15: Momen on part 2 of staircase 42

Figure 16: Shear force on part 1 of staircase 43

Figure 17: Shear force on part 2 of staircase 43

Figure 18: Momen on landing 45

Figure 19: Shear force on landing 45

Figure 20: The maximum deflection value of staircase 46

Figure 21: The section of staircase 47

Figure 22: The typical structure staircase 48

Figure 23: The typical floor plan 49

Figure 24: The section of slab layers 50

Figure 25: The typical floor in SAFE 53

Figure 26: The 3D of typical floor in SAFE 54

Figure 27: Wall load 55

Figure 28: Static load 56

Figure 29: Live load 1 57

Figure 30: Live load 2 58

Figure 31: The value of short-term deflection 59

Figure 32: The value of long-term deflection 60

Figure 33: Slab layout 61

Figure 34: Design strip X-direction 63

Figure 35: Momen on strip X-direction 64

Figure 36: Design strip Y-direction 66

Figure 37: Momen on strip Y-direction 67

Figure 38: The result of shear force 69

Figure 39: Short-term crack width max = 0.2 (mm) 70

Figure 40: Long-term crack width max = 0.1 (mm) 71

Figure 41: Reinforcement X-direction of the typical floor 72

Figure 42: Reinforcement Y-direction of the typical floor 73

Figure 43: Calculation diagram of wind load effect on building 77

Figure 44: The partition table of the acceleration of the background by administrative landmarks 89

Figure 45: Table about determination of behavior coefficient q according to TCVN 9386:2012 89

Figure 46: Table about determined importance coefficient 90

Figure 47: Table about parameter values describing the elastic response spectrum 91

Figure 48: Declare the design spectrum in ETABS 20 92

Figure 49: Result of declare design spectrum 93

Figure 50: The 3D model in ETABS 98

Figure 51: The result of diaphragm center of mass displacements X-direction 99

Figure 52: The result of diaphragm center of mass displacements Y-direction 100

Figure 53: Beam plan layout 101 Figure 54: Division of load-bearing zones on the horizontal and vertical sections of the wall 112

Figure 55: Pier wall plan layout 116

Figure 56: Pier wall at axis 3-D 117

Figure 57: Engineering geological cross-section 120

Figure 58: Foundation plan layout 132

Figure 59: Foundation M1 plan layout 135

Figure 60: Reaction force at pier wall 136

Figure 61: Shear force at M1 142

Figure 62: Result of strip momen X-direction of M1 143

Figure 63: Result of strip momen Y-direction of M1 144

Figure 64: Plan foundation M2 146

Figure 65: Reaction force at pier wall 147

Figure 66: Shear force at M2 153

Figure 67: Result of strip momen X-direction of M 154

Figure 68: Result of strip momen Y-direction of M1 155

Figure 69: Foundation MTLM plan layout 156

Figure 70: Reaction force at pier wall 157

Figure 71: Shear force at MLTM 163

Figure 72: Result of strip momen X-direction of MLTM 164

Figure 73: Result of strip momen Y-direction of MLTM 165

Figure 74: Mixing bentonite solution, sand floor and bentonite supply piping system 169

Figure 75: Bucket excavator working at the construction site 171

Figure 76: Absorption of bentonite solution 173

Figure 77: CWS gasket mounting crane 176

Figure 78: Fabrication and erection of reinforced cages 177

Figure 79: Check the depth of the dug hole after blowing with a plumber 178

CHAPTER 1: INTRODUCTION

1) DEMAND AND PURPOSE OF THE CONSTRUCTION:

- In the face of rapid population growth, the demand for land to build houses is increasing, but many people cannot afford to buy land to build houses To solve this problem, the

solution to building high-rise apartment buildings and developing residential planning is reasonable today In addition, the investment in the construction of high-rise housing

projects to replace low-rise buildings and degraded residential areas also help to change the face of the urban landscape to match the stature and position of the city At the same time, it also helps create job opportunities for many people

- Therefore, BRG PARK RESIDENCE commercial and service apartment complex was born

to contribute to solving the above goals This is a modern high-rise building, fully equipped, beautiful landscape, and includes entertainment, commercial, and shopping suitable for living, entertaining, and working, a high-rise apartment building is designed and

construction with high quality, fully equipped to serve the living needs of the people

2) PROJECT INTRODUCTION:

- Located in Tang Nhon Phu A Ward, District 9, Ho Chi Minh City, surrounded by full

services, entertainment, transportation, appropriate education

Figure 1: The geographical location of the project

- BRG PARK RESIDENCE has become a bright spot attracting many customers, families, and businesses to settle down and develop

- The apartments here are reasonably designed with small and medium size, convenient for many customers and families, especially businesspeople, office workers or working from home

- With a modern and luxurious design BRG PARK RESIDENCE promises to be a complex that provides a safe and comfortable living environment, fully meeting the needs of long-term settlement and investment

3) ARCHITECTURE SOLUTIONS:

3.1) Function subdivision ground plan:

- BRG PART RESIDENCE commercial and service apartment complex includes 2

basements and 18 floors

- Dimension of the construction:

+ Dimension of the floor basement: 86 (m) × 40.2 (m)

+ Dimension of the typical floor: 34 (m) × 40.2 (m)

- It includes 2 elevator cores, 2 exit staircases

- Stories from 1 to 4 are the commercial center

- Stories from 5 to 18 are apartments and technical rooms

- The basement is located at the height of -5.80 (m) and is arranged with ramps from the ground to the main direction to facilitate the circulation up and down the basement We see that the function of the project is a high-class apartment building, so most of the basement area is used for parking, because the target customers of the project are high-income people,

so the arrangement of basement space Parking for cars is necessary, besides arranging

motorbike parking Arrange the gene boxes reasonably and create the coolest space possible for the basement

- Stories from 1 to 4 are considered as common living areas for the whole block, beautifully decorated Arrange the dining, refreshment area and stage, common living space for the 1st floor of the block In general, it is easy to operate and manage when arranging rooms like the existing architecture

- The technical floor is used to control and operate the machines in the building and only technical staff are allowed to enter

- Stories from 5 to 17, including 3-star luxury apartments with full amenities and interior finishing, below is the floor plan that shows the function of the block, the apartments are arranged reasonable around the common path to help convenient traffic between the two blocks along with efficiency in the process of using the building

- The 18th floor is the roof floor

3.2) Facade and cube solutions:

- The building has the form of a vertical block, the height of the building is 64.6 (m)

- The facade of the building is in harmony with the surrounding landscape

- The main materials used in the project are granite stone, water-based paint, stainless steel glass frame and soundproof safety glass to create a harmonious and elegant color

- The building has a modern architectural shape suitable for the nature of a high-class

apartment complex combined with a commercial center The use of new materials for the facade such as Granite, high-class tiles along with thick glass panels create a luxurious look for an architectural work, which is a construction trend today

- Using and fully exploiting modern features with large glass doors, exterior walls are

finished with water-based paint The reinforced concrete roof has a waterproof and insulating layer Brick wall, plastering, water painting, wall color painting

heat-3.2.1) Traffic system solutions:

- The horizontal transportation system in the building is the corridor system

- Standing traffic system includes elevator operating 24/24, 2 emergency stairs In which, 5 elevators on each side are arranged in the middle and run along the height of the building with the remaining 2 stairs arranged on the opposite side

- The elevator system is designed to be comfortable, convenient, and suitable for the needs of the building

3.2.2) Electric system:

- Lighting system: Requires standard illuminance for each area

- Emergency and exit lighting system: Arranged in sensitive areas such as lobby, corridor, staircase, and crowded places

- Socket power supply system, air conditioning system, water heater: The most reasonable and optimal arrangement in the working space and safely grounded

- Electrical cabinets and power cables: With a separate power supply transformer for the office block, the backup generator system provides 100% power for the office block when the electrical cabinet power is evenly distributed on all floors, each floor will be installed 1 separate galvanometer

3.2.3) Water system:

- Daily activities: Water supply for buildings is connected from the City's water supply

network on the residential route through the water meter to the underground water tank Then use the pressure pump to supply water to the entire toilet area on the upper floor and reserve water by the roof water tank

3.2.4) Firefighting:

- The water supplied after passing the water meter enters the domestic water tank and the reserve water tank for firefighting located in the basement, then uses a pressure pump to supply water to the wall firefighting system and the Sprinkler firefighting system in the basements floor

3.2.5) Domestic water drainage:

- The building's domestic water is put into the wastewater treatment tank and then discharged

to the City's drainage system Drainage gas holes designed with closed lids are drained on a separate route out of the building and connected to the area sewer

- Rainwater drainage: Rainwater from the roof and balcony is collected into Ø200÷ Ø400 pipes and drained to the basement and then to the manhole to collect water from there

through the drainpipe connected to the regional drainage system

- Rainwater on the ground will drain into the manhole to collect surface water from which it will drain into the area network

3.2.6) Ventilation and lighting systems:

- Four sides of the work are installed windows to get light in the rooms There are also air conditioners in the rooms

3.2.7) Fire and escape prevention:

- The fire extinguishers are placed in a conspicuous position and can fight fires at all

positions of the building, each floor has one location of the fire box Use CO2 & ABC chemical fire extinguishers

- Based on regulations on fire protection for high-rise office buildings, it is necessary to have

a sprinkler system with automatic sprinkler heads for working rooms, corridors, basements for parking and large halls where people gather for activities The sprinkler automatic fire fighting main pipeline connected to the water inlet throat located at the entrance gate of the work so that the fire truck can supply water to fight the fire

3.2.8) Lightning protection system:

- The lightning protection system used for this building is an active lightning collector

CIPROTEC ESE code CPT-1, protection radius Rp = 65 (m) The lightning rod is mounted

on the 5 (m) high pole, and the entire base needle is placed on the highest reinforced

concrete roof of the building

- Bare copper lightning conductor, cross section 70 (mm²) is led from the top of the lightning rod to the ground by 2 lines in the Ø42 pipe along the stairs & elevator walls

- Before hitting the ground, the cables must be connected through a test box with stainless steel casing at a height of 1m above the finished surface

- Particularly, the lightning escape route along the staircase wall will be installed with an additional lightning counter with a height of 2 (m) from the finished surface Test box & lightning counter installed in the wall

- Use heat-welding method to connect the lightning conductors to the terminals of the piles

- Before hitting the ground, the cables must be connected through a stainless-steel test box at

a height of 2 (m) above the finished surface

- All equipment, metal structural frames on the roof must be connected to the nearest

lightning conductor by 50 (mm²) bare copper wire

- Using heat-welding method to connect the grounding pile system to the lightning conductor

- The down-conductor that will be connected to the grounding ground independently of the grounding ground resistance must have a value of less than 1 Ohm (Rrtx < 1 Ohm)

- The piles used in grounding will be Ø16 copper-plated steel piles with a length of 2.4 (m) and the highest points of the grounding yards (pile heads, copper wires) must be at least 0.8 (m) deep from the ground

- The minimum number of piles at each driving point is 3, the piles are connected by a

dedicated threaded coupling in the ground

- Every year, it is necessary to measure and check the value of the earth resistance of the grounding grounds once before the rainy season

3.2.9) Garbage drainage system:

- On each floor, there are separate garbage storage areas, which are then transferred to the city's garbage trucks The garbage compartment is designed discreetly and carefully treated

to avoid odor causing environmental pollution

3.2.10) Green space solution:

- One of the simple solutions to help greening buildings is to use color coated steels applying Thermotic technology to design roofs and walls

- The trend of green building construction is growing strongly around the world because it has brought dual effects for investors: both saving energy, developing sustainable business, and limiting environmental pollution and change climate

Figure 2: The section of building

Figure 3: The typical floor plan

Figure 4: The roof floor plan

Figure 5: The ground floor plan

Figure 6: The basement floor plan

CHAPTER 2: STRUCTURE SOLUTION OF PROJECT

1) OVERALL:

- Structure system of building is frame structure and pier wall

- The flat roof is reinforced concrete and is waterproofed

- Stairs made of reinforced concrete block Water tank is made of reinforced concrete, used to store water, alternately supplying water for the use of all floors Covering walls and partition walls between apartments are 200 (mm) thick, room walls are 100 (mm) thick

- To ensure the structural requirements, the full-block concrete rib structure is a

reasonable choice for this work, with a low floor height, to create space, the structural plan is flat floor Typical floor calculations are as follows:

+ Preliminary selection of components

+ Determine the applied load

+ Floor plan and calculation diagram

+ Calculation of reinforcement for the floor

+ Check the deflection of the floor

2) CHOOSE STRUCTURE SOLUTION:

2.1) Main load-bearing structural system:

- Based on the working diagram, the structure of high-rise buildings can be classified as follows:

+ Basic structural systems: Frame structure, pier wall structure, rigid core structure and tube structure

+ Mixed structural systems: Frame - brace structure, frame – pier wall structure, core pipe structure and combined pipe structure

- In which the pier wall structure (also known as the rigid wall) is a wall system that is both responsible for bearing vertical loads and as a system for bearing horizontal loads This is the type of structure that, according to many foreign documents, is very suitable for high-rise apartments The outstanding advantage of this structural system

is that it does not need to use the floor beam system, so it is optimally combined with the plan that is not obstructed by the beam system, so the height of the house is

reduced The load-bearing wall structure system combined with the floor system forms a multi-compartment box system with large spatial rigidity, high monolith city, good horizontal rigidity, and large bearing capacity, especially horizontal loads

- The pier wall structure has good earthquake resistance According to the results of research on damage caused by earthquakes, for example, “the February 1971

earthquake in California”, “the December 1972 earthquake in Nicaragua”, “the 1977 earthquake in Romania” showed that the building structures with rigid wall

structures are only slightly damaged while those with frame structures are severely damaged or completely collapsed

→ Therefore, this is the chosen structural solution for the project

2.2) Structural floor system:

❖ Full block frame structure:

- Structure of beam and slab floor system

- Advantages: The calculation is simple, the slab thickness is small, so it saves concrete and reinforcement materials As a result, the entire frame slab is significantly reduced

in load due to the floor's own load Currently, rib flooring has been widely used in our country as well as other countries with diverse construction technologies, skilled and professional workers, so it is convenient for technical selection and construction organization

- Disadvantages: The beam height and the deflection of the floor slab are large when exceeding the large aperture, leading to a large building height, which is detrimental

to the structure of the building when subjected to horizontal loads and does not save material costs But above the beams are mostly covering walls (beams are hidden in the wall) separating the spaces, so it still saves space

❖ Floor chess shape structure:

- The structure consists of a beam system perpendicular to each other in two directions, dividing the slab into four-sided manifest boxes

- Advantages: Avoiding the case of having too many columns inside, so it saves space and has beautiful architecture, suitable for works with high aesthetic requirements and large use space such as halls and bridges club

- Cons: Complicated construction techniques On the other hand, when the floor plan is too wide, it is necessary to arrange additional main beams Therefore, it also cannot avoid limitations because the main girder height must be high to reduce deflection

❖ Flat floor structure:

- The structure consists of floor slabs placed directly on columns (with column caps or with column caps)

- Advantages: The structure height is small, so the height of the floor clearance can be increased Space saving use Easily divide the use space Suitable for works with medium aperture (6-8m) Beautiful architecture, suitable for modern architectural

- Cons: Large floor thickness should cost materials, large self-load causing waste Advanced technology and construction requirements Currently, the number of

projects in Vietnam that can use this type of floor is limited, but soon, beamless floors combined with prestressed floors will be widely used and bring high efficiency in construction economic and technical for our country

❖ Conclusion:

- Based on:

+ The intended use of the project

+ Architectural and structural characteristics, load of the work

+ Basis of preliminary analysis above

+ Instructor guidance and suggestions

→ Choose the full block frame structure for designing building

- In the construction, the floor system has a great influence on the spatial working of the structure

- Choosing the right floor plan is very important Therefore, it is necessary to have the right analysis to choose a suitable plan for the structure of the work

- Because the project is a high-rise building, at the same time to ensure the aesthetic drawing of the apartments, the main structural solution of the project is selected as follows:

+ Foundation structure of bored piles

+ Beam floor structure

+ The building structure is load-bearing wall structure, including a pier wall system

3) PRINCIPLES OF STRUCTURAL CALCULATION:

- When designing, it is necessary to create a structure diagram, section size and

reinforcement arrangement to ensure durability, stability, and spatial stiffness in terms

of overall as well as individual structural parts Ensuring sufficient bearing capacity must be in both construction and use phases

- When calculating the design of reinforced concrete structures, it is necessary to satisfy the requirements for calculation according to 2 groups of limit states

❖ First Limit States group:

- To ensure the bearing capacity of the structure, specifically to ensure the structure:

- Not damaged by loads and impacts

- No loss of shape or position

- No damage when the structure is fatigued

- Not damaged by the simultaneous impact of force factors and adverse environmental influences

❖ Second Limit States group:

- To ensure the normal operation of the structure, it is necessary to limit:

- The crack does not expand beyond the allowable limit or does not appear cracks

- There are no distortions beyond the allowable limit such as deflection, rotation angle, sliding angle, oscillation

4) METHODS OF DETERMINATION OF INTERNAL FORCE:

- Internal force is determined by manual calculation method with the following tasks:

- Separation of components in the building by linearity and locality

- Select the appropriate calculation scheme

- Calculate and convert loads

- Solve internal forces according to the lookup table or mechanical formulas

- However, the solution time is long and complicated, easy to make mistakes when calculating and the accuracy is not high, or it is too safe because the calculation

scheme is often chosen as the mount, the ideal match is just an assumption of the boundary conditions are not so ideal In some cases, the load is only approximated And the solution formulas are only true for the condition when the material is still working in the elastic region

- Therefore, students combine solving internal forces by manual and software methods (solved by FEM finite element method)

- The software results are reliable when several deformation criteria are met by the line

of action of the load, the magnitude of the deformation is consistent with the position

of the specific force, and the internal force will be different from the calculation The software model considers the influence of the components together, if the internal force is much different from the calculation, there will be reasonable evaluations and explanations for the choice

- Within the scope of this project, students use the following software to analyze the internal forces of the model:

+ ETABS 20: Finite element software analyzes the working of the whole building + SAFE 20: finite element software specializing in the analysis of plate members (floor slabs, foundations, )

Es = 2.1105 (MPa)

Rs = Rsc = 350 (MPa) Rsw = 210 (MPa)

Es = 2.1105 (MPa)

6) CHOOSE PRELIMINARY DIMENSION OF STRUCTURE:

6.1) Choose preliminary dimension of beam:

- Dimensions of the component cross-section are as follows:

+ Preliminary section of beam according to empirical formula (preliminary

according to 2 conditions of deflection and strength condition as follows:

Table 3: Dimension section of main beam

Beam

Length of span (mm)

Secondary

beam 10000 625 500 600 300 150 300 600×300

6.2) Choose preliminary of slab:

- Let hs be the thickness of the slab, hs is selected according to the condition of bearing capacity and convenience for construction, in addition hs > hmin TCVN 5574:2018 (article 8.2.2) stipulates:

+ hmin = 40mm for roof

+ hmin = 50mm for residential floors and public buildings

+ hmin = 60mm for factory floor

+ hmin = 70mm for slabs made from lightweight concrete

- The slab thickness is preliminarily determined by the formula:

ℎ𝑠 = 𝐷.𝐿1

𝑚

In which:

❖ m: m = 40 ÷ 50 for a four-sided manifest

❖ L 1 : calculated span in the short side direction

- Consider the floor slab with the largest dimension: 12 (m) × 10 (m):

→ Choose h s = 180 (mm) (satisfy the condition hs > hmin = 50 (mm) for residential floors

and public buildings)

- Preliminary dimensions of ladder walls and core: According to TCVN 198 - 1997:

- Holes (doors) in the bulkheads shall not significantly affect the load-carrying

performance of the bulkheads and shall be reinforced with structural measures for the area around the openings

- The wall thickness (b) is chosen not less than 150 mm and not less than 1/20 of the floor height

- Choose thickness of pier wall: 𝑏𝑤 ≥ {1150 (mm)

20ℎ𝑡 = 1

20× 3600 = 180 (mm)

→ Choose b w = 300 (mm)

6.4) Choose thickness of cover concrete layer:

- The large thickness of protective concrete is determined based on the following

2 Structure contact of soil, lining concrete layer 35 (mm)

- In all cases, the thickness of the protective concrete layer should also be taken not less than the diameter of the reinforcement bar and not less than 10 (mm)

- The thickness of the protective concrete layer at the top of the pre-stressed members over the length of the stress transmission zone to be taken is not less than 3d and not less than 40 (mm) for bar reinforcement and not less than 20 (mm) for cables It is

support for prestressed reinforcement with or without anchors like that of the section

in the span for prestressed members with transmitted support internal forces

concentrated when there are steel details in the support and reinforcement limiting horizontal deformation (horizontal welded wire mesh or longitudinal reinforcement) arranged according to the instructions in 10.3.4.10 TCVN 5574-2018

- In members with pre-stressed longitudinal reinforcement on concrete and located in cages, the distance from the surface of the member to the surface of the cage should

be taken not less than 40 mm and not less than the width (diameter) telescopic tube,

up to the side – not less than half the height (diameter) of the cage When the

prestressed reinforcement is in the grooves or outside the member section, the

thickness of the protective concrete layer created by the subsequent spray method or other method is taken to be not less than 20 (mm)

- The thickness of the protective concrete layer for the belt reinforcement, distributed reinforcement and structural reinforcement should be taken not less than the diameter

of these reinforcements and not less than:

- When the height of the member section is less than 250 (mm): 10 (mm) (15 (mm))

- When the height of the member section is 250 (mm) or more: 10 (mm) (20 (mm))

CHAPTER 3: DESIGN STAIRCASE

- Typical floor height is 3.6 (m) Choose preliminary the height of the step is 170 (mm),

we have the number of steps for the typical floor is 21

- Choose width of the step is 250 (mm)

L0 = L1 + L2 = 2.5 + 1.2 = 3.7 (m)

→ Choose preliminary the dimension of the step is h s × b s = 170 × 250 (mm)

- Choose preliminary dimension of landing beam:

→ Choose preliminary dimension of landing beam: b dc × h dc = 150 × 300 (mm)

- The inclination of the ladder plate relative to the horizontal plane:

2.1) Static load on landing:

Figure 8: The section of landing layers

Table 6: Static load on landing

(kN/m 3 )

δ (m)

Table 7: Static load on the ladder

(kN/m 3 )

δ (m)

- Live load is taken according to TCVN 2737-1995, for stairs is ptc = 3 kN/m2,

overload coefficient is taken as 1.2

- Type of stairs with 2 sides

- The ladder specification for uniformly distributed load Cut a strip of width b = 1 (m) for calculation

- Choose the link between the ladder and the landing as a pinned

- Some concepts of calculating stairs:

+ Considering the ratio of hd/hs:

❖ If h d /h s < 3 then the connection between the ladder and the landing is considered a pinned

❖ If h d /h s > 3 then the connection between the ladder and the landing is concsidered

a restraint

+ Above is the concept of calculation in some reference textbooks However, in fact, calculating stairs has some inadequacies in the calculation scheme as follows: + In the all-concrete structure, there is no link that is absolutely absolute and

absolutely joint The connection between the ladder slab and the landing beam is a

it depends on the relative stiffness between the ladder slab and the incident beam,

if If hd/hs < 3 then close is the pinned and vice versa Therefore:

- In the case if the connection between the ladder slab and the beam is considered to be clamped, it will lead to lack of web steel and excess structural support steel damaged due to lack of steel at the belly of the ladder

- In case if the connection between the ladder slab and the beam is considered a joint, it will lead to lack of bearing steel and excess belly steel → The structure is not

damaged but only causes cracking at the knee (due to lack of bearing steel) and

gradually returns to normal matching diagram However, in reality, if the stairs are cracked at the pillow, it will lead to the lining tiles to peel off, so it is not allowed to crack the stairs in the design

- In a multi-storey building structure, columns and beams are constructed on each floor, and the ladder is an independent structure that is constructed later Therefore, it is very difficult to ensure the rigidity of the ladder and ladder beams and walls, as well

as the steel anchoring according to the designed calculation scheme (this happens very often during construction at the construction site)

- Conclusion: Based on the above analysis, the calculation is in favor of safety,

ensuring usability when the building is subjected to the most unfavorable loads, as well as ensuring the aesthetics of the stairs during the period of use Students choose the diagram of 2 pinned to calculate but still arrange structural steel on the pillow (Ø10a200) to prevent cracking for the stairs

Figure 9: Calculation diagram of staircase

3.1) Calculate internal force by SAP2000 software:

- We have: L1 = 2.5 (m); L2 = 1.2 (m), h = 1.8 (m)