Department of labors, invalids and social affairs

Load bearing capacity of piles according to soil mechanical and physical indicators .... 108 c Extreme load capacity of piles according to soil mechanics .... Load bearing capacity of p

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FACULTY FOR HIGH QUALITY TRAINING

GRADUATION THESIS CIVIL ENGINEERING TECHNOLOGY

DEPARTMENT OF LABORS, INVALIDS

AND SOCIAL AFFAIRS

S K L 0 1 0 8 0 7

Ho Chi Minh City, June 2023

ADVISOR : DR NGUYEN VAN CHUNG STUDENTS : VU MINH LONG

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FACULTY OF CIVIL ENGINEERING

-   -

CAPSTONE PROJECT

Ho Chi Minh City, June, 2023

DEPARTMENT OF LABORS, INVALIDS AND SOCIAL

AFFAIRS

STUDENT’S ID: 18149021

SCHOOL YEAR: 2018 – 2023

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SVTH: VU MINH LONG MSSV: 18149021 PAGE 1

SOCIALIST REPUBLIC OF VIETNAM Independence – Freedom – Happiness

*******

CAPSTONE PROJECT ASSIGNMENT

Student’s name: VU MINH LONG Student’s ID: 18149021

Major: Civil Engineering Technology Class: 18149CLA1 Advisor: DR NGUYEN VAN CHUNG

Receive topic date: 06 /02 /2023

Submit topic date: 22 /06 /2023

1 Project name:

- Department of labors, invalids and social affairs

2 Initial data and documents

+ Model, analyze, calculate, design typical floor (Beam floor plan)

+ Model, analyze, calculate, design frame (beam, column, corewall elevator)

+ Model, analyze, calculate, design typical staircase

+ Model, analyze, calculate, design bored pile foundation

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*******

ADVISOR’S COMMENTS

Major: Civil Engineering Technology

Project name: Department of labors, invalids and social affairs

Advisor: DR NGUYEN VAN CHUNG

COMMENT

1 About the subject content & amount of implementation:

2 Advantages:

3 Disadvantages:

4 Recommend for protection or not?

5 Rating:

6 Score: (By word: )

Advisor

(Sign and write full name)

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*******

REVIEWER’S COMMENTS

Major: Civil Engineering Technology

Project name: Department of labors, invalids and social affairs

Reviewer: ………

COMMENT 1 About the subject content & amount of implementation:

2 Advantages:

3 Disadvantages:

4 Recommend for protection or not?

5 Rating:

6 Score: (By word: )

Reviewer

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THANK YOU

Graduation project can be said to be the most important summary of my life, the purpose of which is to help me systematize the knowledge I have learned in the classroom Through this program, I hope to be able to showcase my achievements and efforts during university studies, and at the same time open up future career orientations for myself

For this day, I would like to express sincerest thanks to all the teachers of the Civil Engineering major and all the teachers of Ho Chi Minh City University of Technology and Education, who has directly guided the students from the first day of school until today I would like to express

my sincere gratitude and respect to Dr.Nguyen Van Chung I consider myself a lucky person to have the guidance of the teacher during the process of making my graduation thesis In the process of implementing the thesis, he not only imparted and guided professional knowledge but also helped me have a broader view of the civil engineering industry

Due to the relatively large volume of completed projects and limited personal knowledge, the graduation project is certainly not without its shortcomings I look forward to receiving the understanding, guidance and suggestions of teachers Finally, I would like to sincerely wish the leaders and teachers in the school good health and smooth sailing

Thank you sincerely!

Student

Vũ Minh Long

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Table of Contents

CAPSTONE PROJECT ASSIGNMENT 1

ADVISOR’S COMMENTS 2

REVIEWER’S COMMENTS 3

THANK YOU 4

CHAPTER 1 ARCHITECTURAL OVERVIEW OF THE PROJECT 12

1.1 CONSTRUCTION NEEDS 12

1.2 PREMISES AND FUNCTIONAL SUBDIVISIONS 12

1.3 FAÇADE 14

1.4 TRANSPORTATION SYSTEM 16

1.4.1 Vertical traffic 16

1.4.2 Horizontal traffic 16

1.5 TECHNICAL SOLUTIONS 16

1.5.1 Electrical system 16

1.5.2 Water supply system 16

1.5.3 Drainage system 16

1.5.4 Wind system 16

1.5.5 Lighting system 16

1.5.6 Fire protection system 17

CHAPTER 2 STRUCTURAL ANALYSIS 18

2.1 STRUCTURE SYSTEM FOR THE PROJECT 18

2.1.1 The upper structure 18

a) Vertical 18

b) Horizontally 19

2.1.2 The underground structural 19

2.2 REGULATORY STANDARDS USED IN DESIGN CALCULATIONS 20

2.2.1 Standards used in structural design 20

2.2.2 Standards used in foundation design 20

2.3 SELECTION OF MATERIAL 20

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2.3.1 Materials 20

2.3.2 Standard values used in calculations 20

2.4 LAYOUT OF LOAD-BEARING STRUCTURE 21

2.5 PRELIMINARY DETERMINATION OF THE CROSS SECTION 22

2.5.1 Preliminary floor c section 22

2.5.2 Preliminary beam cross section 23

2.5.3 Preliminary column cross section 23

2.5.4 Preliminary wall section 26

2.5.5 THE SOFTWARE USED WHEN CALCULATING THE DESIGN 26

CHAPTER 3 LOAD APPLIED 27

3.1 VERTICAL LOAD 27

3.1.1 Static load 27

3.1.1.1 Weight of the floor itself: 27

3.1.1.2 Determination of static load evenly distributed effect on floors and beams 28

3.1.2 Determine the load applied on the slab 29

3.2 HORIZONTAL LOAD 30

3.2.1 Determination of wind load 30

*Static wind load 30

*Dynamic of wind loads 32

3.2.2 Earthquake load 36

Construction features 36

Derivative parameters 36

Design spectra for elastic analysis 36

3.3 LOADING CASES ONTO SPACE FRAMES 38

3.4 LOAD COMPLEXES 39

3.5 MODEL STABILITY AND ANTI-TIP TEST 40

3.5.1 Anti-roll stability 40

3.5.2 Horizontal displacement 40

CHAPTER 4 TYPICAL FLOOR DESIGN 42

4.1 LAYOUT OF FLOOR BEAMS 42

4.2 MODEL ANALYSIS 43

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4.2.1 Static load 43

4.3 CALCULATION OF TYPICAL FLOOR REINFORCEMENT 44

4.3.1 Create strip 44

4.3.2 Internal force 46

4.3.3 Calculation and layout of floor steel 46

4.4 CHECK LIMIT STATE II 51

CHAPTER 5 DESIGN OF THE STAIRCASE 54

5.1 Architecture 54

5.2 Determine the load acting on the staircase 55

5.3 Design stair flight, landing beam 56

5.4 Design the landing beam 58

CHAPTER 6 FRAME DESIGN 60

6.1 INTERNAL FORCE D-AXIS FRAME 60

6.2 CALCULATION OF D-AXIS reinforcement 61

6.2.1 Calculation of D-axis frame beam reinforcement 61

a) Calculation of vertical steel for beams 61

b) Calculate stirrup for beams 69

c) Hanging beam Error! Bookmark not defined 6.2.2 Calculation of frame column reinforcement 72

a) Theoretical basis 72

b) Cases calculated by value e , x0 1 74

c) Calculation of column belt reinforcement 84

6.2.3 Calculation of wall 84

a) Calculation methods 84

b) Specific calculation of Basement P1 Siding: 87

CHAPTER 7 FOUNDATION DESIGN 97

7.1 DESIGN REQUIREMENTS 97

7.2 ASSESSMENT OF GEOLOGICAL CONDITIONS OF WORKS 97

7.2.1 Infrastructure 97

a) Backfill: Fine-grained sand, dark gray 97

b) Class No 1: Clay mud , dark gray, brown gray 97

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c) Class No 2: Clay, fawn, ash gray 98

d) Grade No 3: Fine-grained sand – coarse, gray-white, yellowish-gray, medium tight 98

7.2.2 Geological section of works 99

7.2.3 Pile method 100

7.3 LOAD 100

7.3.1 Calculated load 100

7.3.2 Standard load 102

7.4 PRELIMINARY SELECTION OF PILES 102

Preliminary pile cap depth 102

Preliminary pile cap 103

Preliminary pile size 103

a) Pile length: 103

b) Pile cross section: 105

c) Reinforcement design in piles 105

7.5 DETERMINATION OF THE BEARING CAPACITY OF PILES 105

7.5.1 Calculation of the bearing capacity of piles according to material conditions 105

7.5.2 Load bearing capacity of piles according to soil mechanical and physical indicators 107

a) Intensity of nasal resistance of soil under the tip of the pile 107

b) The average strength of soil resistance on the pile body 108

c) Extreme load capacity of piles according to soil mechanics 110

7.5.3 Load bearing capacity of piles according to soil strength 110

a) Calculation of extreme load strength due to nasal resistance 110

b) Calculation of extreme load capacity due to friction 111

c) Extreme load capacity of piles according to soil strength 111

7.5.4 Load bearing capacity of piles according to SPT 111

a) Calculation of extreme load strength due to nasal resistance 112

b) Calculation of extreme load capacity due to friction 112

c) Extreme load strength of brushc according to SPT 112

7.5.5 Choose single pile design load bearing capacity 113

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a) Lower pole load capacity 113

b) Design load bearing capacity 113

7.6 FOUNDATION CALCULATION M1 113

7.6.1 Load applied on the foundation 113

7.6.2 Preliminary number of piles and arrangement in pile cap 114

a) Select the number of piles 114

b) Pile cap arrangemnt 114

7.6.3 Check the impact load on the pile head 115

7.6.4 Check piles work 117

7.6.5 Check puching shear conditions 117

7.6.6 Stability test at the bottom of the foundation 118

a) Pressure under the foundation 118

b) Check the soil strength at the bottom of the foundation 119

7.6.7 Settlement test for foundations 121

7.6.8 Calculation of steel catheter piles 121

7.7.1 The load acts on the foundation 122

7.7.2 Preliminary number of piles and arrangement of piles cap 123

b) Pile arrangement in the radio 123

7.7.3 Check the impact load on the pile head 124

7.7.4 Check teamwork piles 126

7.7.5 Check for radio puncture 126

c) Pressure under the foundation of blocks 127

d) Check the soil strength at the bottom of the foundation block 128

7.7.7 Settlement test for block foundations 129

7.7.8 Calculation of steel catheter piles 129

7.8.1 The load acts on the foundation 131

7.8.2 Preliminary number of piles and arrangement of piles in the station 131

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b) Pile arrangement in the radio 132

7.8.3 Check load appiled on the pile 132

a) Model in SafeV12.2 software 132

b) Load applied on pile in safe 134

7.8.4 Check teamwork piles 135

7.8.5 Check puching shear conditions 135

S2: Go to Define/ Column properties/ ad new properties to When calculating the load acting on the pile between the manual calculation method and the software method, there is a difference This can be explained by the fact that the manual calculation method hypothesizes that the radio is absolutely rigid, while the software method takes into account the rigidity of the radio Therefore, using software that more properly reflects the working of the station 135

a) Pressure under the foundation of blocks 137

b) Check the soil strength at the bottom of the foundation block 138

7.8.7 Settlement test for block foundations 139

7.8.8 Calculation of foundation reinforcement 140

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REFERENCES

[1] TCVN 2737-1995 – Tải trọng và tác động Tiêu chuẩn thiết kế

[2] TCXDVN 195-1997 – Kĩ thuật thiết kế và thi công nhà cao tầng

[3] TCXDVN 356-2005 – Kết cấu bê tông và bê tông cốt thép

[4] TCXDVN 229-1999 – Chỉ dẫn tính toán thành phần động của tải trọng gió

[5] TCXDVN 205-1998 – Móng cọc – Tiêu chuẩn thiết kế

[6] TCXDVN 326-2004 – Cọc khoan nhồi, tiêu chuẩn thi công và nghiệm thu

[7] TCXDVN 305-2004 – Bê tông khối lớn – qui phạm thi công và nghiệm thu

[8] Nguyễn Đình Cống (2007) Tính toán tiết diện cột bê tông cốt thép NXB Xây dựng [9] Phan Quang Minh, Ngô Thế Phong, Nguyễn Đình Cống (2006) Kết cấu bê tông cốt thép, phần cấu kiện cơ bản NXB Khoa học và kỹ thuật

[10] Hoàng Nam Tập bài giảng bê tông cốt thép 1 và 2

[11] Võ Bá Tầm (2008) Kết cấu bê tông cốt thép Tập 2: cấu kiện nhà cửa NXB Đại học quốc gia Tp Hồ Chí Minh

[12] Nguyễn Tuấn Trung, Võ Mạnh Tùng Một số phương pháp tính cốt thép cho vách phẳng bê tông cốt thép

[13] Châu Ngọc Ẩn (2004) Cơ học đất NXB Đại học quốc gia Tp Hồ Chí Minh [14] Châu Ngọc Ẩn (2005) Nền móng NXB Đại học quốc gia Tp Hồ Chí Minh [15] Lê Văn Kiểm (2005) Thiết kế thi công NXB Đại học quốc gia Tp Hồ Chí Minh

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CHAPTER 1 ARCHITECTURAL OVERVIEW OF THE

PROJECT

1.1 CONSTRUCTION

A country that wants to develop strongly in all socio-economic fields, first, needs

to have a solid infrastructure, create good conditions, and be most favorable for the living and working needs of its people For our country, as a country that is gradually developing and increasingly asserting its position in the region and the world, in order

to achieve that goal, it is first necessary to increasingly improve the needs of welfare and work for people

Therefore, the " Department of Labor, War Invalids and Social Affairs of Ho Chi Minh City" was designed and built to contribute to solving the above goals This

is a modern high-rise building, fully equipped, beautifully landscaped

The project "Department of Labor, War Invalids and Social Affairs of HO CMinh City" belongs to the category of grade II civil works (9 ≤ floors ≤ 19) –

[Appendix G – TCXD 375: 2006] The project consists of 2 basements, 11 floors and 1 roof

1.2 LAYOUT AND FUNCTIONAL SUBDIVISIONS

Construction area: 35 2 x 44.1 = 1552.32m2

Location: 159 Pasteur, Ward 6, District 3, HCMC HCM

- Basement: Parking, engine, engine room and water tank

- 1st floor: Lobby, office, policy room and reception

- From 2nd floor to 10th floor: Office

- 11th floor: Meeting room, balcony, and landscaped garden

- Rooftop: The engine of the elevator

- Roof: Flat roofs do not use stormwater drainage trenches

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7000 8000 8000 8000

32000 1000

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Figure1 2 Floor plan 2-10

1.3 FACADE

The façade is installed with glass windows in the middle span to get light, using 200mm thick masonry walls to divide walls in places adjacent to the outside as well as staircase and toilet areas, using 100mm thick masonry walls as partitions at the office location

OFFICE

WC

TECHNICAL ROOM

9 11 7 1

5

1 5 9 11

22 18 14

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Figure1 3 Facade Y1-Y4

7200

26400

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1.4 TRANSPORTATION SYSTEM

1.4.1 Vertical traffic

The vertical transportation system is stairs and elevators The ground has 2 stairs on

2 sides for both the main passage and for emergency exit The elevator is located on 2 sides to ensure the farthest distance to the stairs < 25m to solve daily travel for people and a safe distance to be able to exit people as quickly as possible when an incident occurs The office is located around the core separated by the corridor, so the travel distance is the shortest, very convenient, reasonable and ensures ventilation

1.5.2 Water supply system

The tank capacity is designed on the basis of the number of users and the amount

of water stored when power failure and fire fighting occurs From domestic water tanks are led down to the toilet areas, serving the needs of each floor by a system of zinc-coated steel pipes placed in technical boxes

1.5.3 Drainage system

Rainwater drainage: Rainwater on the roof is drained downwards through a plastic pipe system located at the locations where the most roof water is collected From the pipe system flowing down the stormwater collection trench around the house to the general sewer system of the city

Domestic sewage drainage: Sanitary area wastewater is piped down to a cleaning septic tank and then into the city's general sewer system

1.5.5 Lighting system

Natural lighting: The rooms have a glass door system to receive light from outside combined with artificial light to ensure enough light in the room

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Artificial lighting: Created from lighting power systems according to Vietnamese standards on lighting electrical design in civil works

1.5.6 Fire protection system

At each floor and at the intersection between the corridor and the stairs The installation of the fire throat box system is connected to the fire fighting water source Each floor is signposted for fire prevention and fighting Place each floor 4 CO2MFZ4 fire extinguishers (4kg) divided into 2 boxes placed on both sides of the living area

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CHAPTER 2 STRUCTURAL ANALYSIS

2.1 STRUCTURE SYSTEM FOR THE PROJECT

2.1.1 The upper structure

❖ Wall frame system

- Suitable for all high-rise architectural solutions

- It is convenient for flexible application of different masonry technologies such as both assembling and on-site pouring of reinforced concrete structures

- Hard walls are mainly subjected to horizontal loads, which are poured throughout the block by a sliding formwork system, which can be applied after or before

- The wall frame system can be used effectively with structures with a height of over 40m

❖ Core framework

- The hard core is subject to horizontal loads of the system, which can be arranged in

or on the periphery

- The floor system pillows directly to the core wall or through intermediate columns

- The inner part of the core usually arranges elevators, stairs and technical systems of high-rise buildings

- Effective use with medium or large height buildings with simple premises

❖ Box core system

- Suitable for super-high-rise buildings because of the uniform working ability of the structure and the subjection to huge horizontal loads

+ Based on geological survey dossiers, architectural design dossiers, impact loads,

selected design plans: Reinforced concrete core wall system poured throughout the block

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b) Horizontally

❖ Rib floor system

- Includes beams and floor plates

- Advantages: simple calculation, commonly used in our country Rich construction technology, so it is easy to choose

- Disadvantages: when the span is large, the beam height and deflection of the floor are very large, resulting in a large floor height, which does not save usable space

❖ Beamless slab

- Includes statements directly on the column

- Advantages: small structural height, reduced building height, economical and easy

to divide the usable space Construction is faster than floors with beams because it does not take effort to process formwork and reinforcing beams, floor reinforcement

is relatively shaped and simple The erection of the formwork is also more convenient

- Disadvantages: the columns do not have interconnected beams, so the rigidity will

be less than that of the beam floor, the horizontal bearing capacity is also worse Often the horizontal load will let the wall system bear In addition, the floor must have a large thickness to increase puncture resistance and ensure bending resistance

❖ Prestressed beamless slab

- Consisting of statements directly on the column (with or without fungus), the floor plate is laid with prestressed cable

- Advantages: reduced floor thickness, reduced sagging, reduced building height Spatial division of energy storage areas is easy

- Disadvantages: Complicated calculations, construction requires specialized equipment

❖ Prefab panel slab

- Including panels manufactured in the factory, transported to the construction site, erected, then spread reinforcement and poured compensated concrete

- Advantages: large spanning ability, fast construction time

- Disadvantages: Large component size, complicated calculation process

+ In this project, we use the rib floor system

2.1.2 The underground structural

Normally, the foundation of a high-rise building must be subjected to a large compressive force, besides the earthquake load also creates a large horizontal shoving force for the building, so the proposed solutions for the foundation are deep foundation systems including: bored pile foundation, Barret pile foundation, prefabricated BTCT pile foundation, pre-stress centrifugal pile foundation

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2.2 REGULATORY STANDARDS USED IN DESIGN CALCULATIONS

2.2.1 Standards used in structural design

TCVN 2737-1995: Load and impact design standards

TCVN 6203: 2012: Basis of structural design – Symbols – General convention symbols

TCXD 198:1997: High-rise building – Design of full-block reinforced concrete structure

TCVN 5574: 2018: Concrete and reinforced concrete structures – Design standards

TCVN 33:2006: Water supply – Pipeline networks and works – Design standards

2.2.2 Standards used in foundation design

TCVN10304-2014: Pile foundation – Design standard

TCVN 9362-2012: Design standards for floors and buildings TCVN 10304: 2014: Pile foundation – Design standard

TCXD 195-1997: High-rise buildings – Design standards for bored piles

2.3 SELECTION OF MATERIAL

2.3.1 Materials

➢ The concrete used for the above structure uses B30 with the following criteria:

- Calculation intensity: Rb= 17MPa

- Calculated tensile strength: Rbt = 1.2MPa

- Modulus of elasticity: Eb= 32.5x 103MPa

➢ Reinforcement

• Ø≥10 ribbed reinforcement is used for the upper structure and piles use CB400-V type with the following criteria:

- Calculated compressive strength: Rs'= 350 MPa

- Calculated tensile strength: Rsc= 350 MPa

- Transverse reinforcement strength: Rsw= 280 MPa

- Modulus of elasticity: Es= 2x106 MPa

• Ø<10 smooth reinforcement uses CB240-T with the following criteria:

2.3.2 Standard values used in calculations

+ Static load:

- Reinforced concrete: γ=25kN /m3

- Lining mortar, plastering: γ=18kN /m3

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- Paving: γ=20kN /m3

- Wall 100 bricks: γ=2.0 kN / m2

- Wall 200 bricks: γ=4.0 kN / m2

- Wall 100 brick pipe : γ=1.8kN /m2

- Wall 200 brick pipes: γ=3.3kN / m2

+ Operation:

When ptc< 200(daN/m2) : n = 1.3

When ptc ≥ 200(daN/m2) : n = 1.2

2.4 LAYOUT OF LOAD-BEARING STRUCTURE

The layout of the bearing system should prioritize the following principles:

Simple, clear This principle ensures that the building or structure has

controllable reliability Normally, pure frame structures will have reliability, easier to control than wall and wall frame structures, etc., which are sensitive to deformation

Power transmission in the shortest way This principle ensures a reasonable and

economical working structure For reinforced concrete structures, priority should

be given to compressive structures, avoiding tensile suspended structures, creating the ability to convert the bending force in the frame into longitudinal forces

Ensure the spatial work of the structural system

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Figure2 1 Typical structural layout

2.5 PRELIMINARY DETERMINATION OF THE CROSS SECTION

2.5.1 Preliminary floor section

The floor thickness is preliminarily selected according to the following formula:

1

s s

L L - Short and long edge spans, respectively

Minimum floor thickness:

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h  mmFor industrial flooring

Calculation for the largest 2 side floor: 7.20m8.0m

Typical floor thickness, roof floorhs = 150( mm ) hs = 150( mm )

2.5.2 Preliminary beam cross section

The results of calculations are tabulated:

Table2 1 Preliminary selection of girder cross section

Beam

type

L(m) girder span

Results in h (mm)

Select

h

Calculation result b(mm)

Selected cross section (bxh)

mm Frame

2.5.3 Preliminary column cross section

The column cross section areaA c is preliminary according to the following formula:

c b

k N A

R

=

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R - Axial calculated compressive strength of concrete

N- The longitudinal force at the base of the column is preliminary, with:

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Figure2 2 Determine the transmission area into the column

Table 2.2 Preliminary column section

Column Floor

number

of upper floors

S (m2)

N (kN) k

h (cm)

A select (cm2)

Boundary

column

T9 - T.TUM 4 38.40 2304 1.2 1626 60 60 3600 T4 - T8 9 38.40 5184 1.2 3659 70 70 4900

T HẦM 2 - T.3 14 38.40 8064 1.2 5692 80 80 6400

Middle

column

T9 - T.TUM 4 76.80 4608 1.1 2982 80 80 6400 T4 - T8 9 76.80 10368 1.1 6709 90 90 8100

T HẦM 2 - T.3 14 76.80 16128 1.1 10436 100 100 10000

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2.5.4 Preliminary wall section

The total cross-sectional area of a rigid wall (core) can be determined by an approximate formula as follows:

0.015

Where: - Floor area of each floorAst

The thickness of the wall shall not be less than 200 (mm) and not less than 1/20

of the floor height according to "Article 3.4.1 – TCXD 198:1997"

The wall thickness is preliminarily according to the formula:

(200 ; / 20) (200 ; 4500 / 20) 225

p

h - Wall height (clearance height)

+ Choose 300mm wall thickness

2.5.5 THE SOFTWARE USED WHEN CALCULATING THE DESIGN

In this project, students use the following software:

- Etabs: Frame Design

- SAP2000: intrinsic in simple calculation diagrams

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CHAPTER 3 APPLIED LOAD

3.1 VERTICAL LOAD

3.1.1 Static load

3.1.1.1 Weight of the floor itself:

Do floor structural layers, structural layers depending on floor function and have the following structure

Figure3 1 Structure of floor layers

The evenly distributed load of the layers of floor structure, calculated by the formula:

 : density of ith structural layer

ni : Confidence coefficient look up table 1 page 10 TCVN 2737 – 1995

Table3 1 Static loading of office floors, corridors

Material Gravity Thickness Standard Overload

factor

Computational load (kN/m3) (mm) (kN/m2) (kN/m2) The floor structure itself 25 150 3.75 1.1 4.13

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Table3 2 Static loading of layers of toilet floors, balconies, roof floors, sedans

Material Gravity Thickness Standard Overload

factor

Computational load (kN/m3) (mm) (kN/m2) (kN/m2) The floor structure itself 25 150 3.75 1.1 4.13 Floor and ceiling finishes

3.1.1.2 Determination of static load distributed on floors and beams

Wall on the floor

Usually under the partition wall there are beams supporting the wall However, for ease of flexibility in the layout of partition walls, some walls will be built directly

on the floor without support beams, The weight of masonry walls on the floor is reduced

to the load evenly distributed on the virtual beams

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t- Specific gravity of walls

t

h - Wall height (ht = − h hs)

h- Floor height

d

h - Wall support beam height

Table3 3 Masonry wall loads acting on beams

gt (kN/m)

3.1.2 Determine the load applied on the slab

Table3 4 Live load on functional floors

BTI Floor name Standard value

(kN/m2) n

Load calculation (kN/m2)

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BTI Floor name Standard value

(kN/m2) n

Load calculation (kN/m2)

3.2 HORIZONTAL LOAD

3.2.1 Determination of wind load

The wind load acting on the building is determined according to TCVN 2737-1995 including 2 components: Static component and Dynamic component

As a rule, the building has a height of 45.0 m > 40m, so it is necessary to consider the dynamic component of the wind load

*Static wind load

The standard value of the static composition of the wind load W is determined by the formula:

The wind load applied to the building is reduced to the concentrated force applied to each floor determined according to the formula:

Pjtt = γβ x Wjtc (kN) Which?

+ γ is the overload coefficient (or reliability coefficient): n = 1.2

+ β is the adjustment factor for the period of use, with a duration of 50 years, so β=1 The results of calculating the provincial wind composition in the x, y directions are determined in the following tables:

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Table3 5 Static wind load in X direction

Wind catching area

Terrain coefficient

kj

Wj j Wjtc Pjtt

(m) z (m) (m) (m) (m2) (kN/m2) (kN/m2) (kN) STUM 45.00 19.0 1.80 34.2 1.451 1.69 57.67 69.2 STM 3.6 41.40 26.4 3.60 95.0 1.434 1.67 158.41 190.1 ST11 3.6 37.80 26.4 3.60 95.0 1.416 1.65 156.42 187.7 ST10 3.6 34.20 26.4 3.60 95.0 1.397 1.62 154.26 185.1 ST9 3.6 30.60 26.4 3.60 95.0 1.375 1.60 151.90 182.3 ST8 3.6 27.00 26.4 3.60 95.0 1.352 1.57 149.28 179.1 ST7 3.6 23.40 26.4 3.60 95.0 1.325 1.54 146.34 175.6 ST6 3.6 19.80 26.4 3.60 95.0 1.295 1.50 142.98 171.6 ST5 3.6 16.20 26.4 3.60 95.0 1.259 1.46 139.05 166.9 ST4 3.6 12.60 26.4 3.60 95.0 1.216 1.41 134.28 161.1 ST3 3.6 9.00 26.4 3.60 95.0 1.160 1.35 128.15 153.8 ST2 3.6 5.40 26.4 4.05 106.9 1.081 1.26 134.30 161.2 ST1 4.5 0.90 26.4 3.15 83.2 0.843 0.98 81.44 97.7

Table3 6 Static wind load in the Y direction

Wind catching area

Terrain coefficient

kj

Wjtc Wjtc Pjtt

(m) z (m) (m) (m) (m2) (kN/m2) (kN/m2) (kN) STUM 0 45.00 32.0 1.80 57.6 1.451 1.69 97.12 116.5 STM 3.6 41.40 32.0 3.60 115.2 1.434 1.67 192.01 230.4 ST11 3.6 37.80 32.0 3.60 115.2 1.416 1.65 189.60 227.5 ST10 3.6 34.20 32.0 3.60 115.2 1.397 1.62 186.98 224.4 ST9 3.6 30.60 32.0 3.60 115.2 1.375 1.60 184.12 220.9 ST8 3.6 27.00 32.0 3.60 115.2 1.352 1.57 180.94 217.1 ST7 3.6 23.40 32.0 3.60 115.2 1.325 1.54 177.38 212.9 ST6 3.6 19.80 32.0 3.60 115.2 1.295 1.50 173.31 208.0 ST5 3.6 16.20 32.0 3.60 115.2 1.259 1.46 168.55 202.3 ST4 3.6 12.60 32.0 3.60 115.2 1.216 1.41 162.77 195.3 ST3 3.6 9.00 32.0 3.60 115.2 1.160 1.35 155.34 186.4

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ST2 3.6 5.40 32.0 4.05 129.6 1.081 1.26 162.78 195.3 ST1 4.5 0.90 32.0 3.15 100.8 0.843 0.98 98.71 118.5

*Dynamic of wind loads

-Calculation value of the dynamic component of wind load Wpij acting on the j floor corresponding to the i vibrational form is determined by the formula:

pij j i i ji

W =M ×ξ ×ψ ×y

Where:

+ Mj: volume of the jth floor

+ ξi: dynamic coefficient corresponding to the ith form of vibration

+ i: coefficient corresponding to the form of vibration i

+ yji: horizontal displacement of the jth stage counterweight to the ith form of vibration -How to determine the coefficient of dynamics ξi:

Momentum coefficient ξi is determined by looking at Figure 2 (TCXD 229-1999),

depending on εi, with εi is the coefficient defined as follows:

i

o i

γ×Wε

940×f

=

Where:

+ γ: reliability coefficient of wind load, taken as 1.2

+ Wo: calculated in units of wind W0 =830 N / m2

+ fi: frequency of ith partial oscillation

-How to determine the coefficient ψi:

ji Fj

ji j

y Wψ

y M

=



-Where WFj is the calculated value of the dynamic component of the wind load acting

on the jth floor for different types of oscillations when only the influence of the wind velocity pulse is considered:

Trang 35

+ vi: spatial correlation coefficient corresponding to the ith vibration pattern, v1

depends on 2 parameters ρand χ(table 4 and 5 TCXD 229-1999), vk = 1 with k

2

Table 3 7 Statistical tables of cycles and oscillation frequencies

• Calculate when the wind blows in X direction (calculate Mode 2)

- Wind catching width: B = 26.4 m

- Building height H = 45.00 m

- 𝜈 = 0.705 (page 10 and interpolation of table 11 TCVN 2737:1995)

- 𝑓 = 0.639 frequency of oscillations in the X direction

- W0 = 0.83KN/m2 wind pressure in District3, Ho Chi Minh City Zone I I-A, terrain A

-  =0.048

-  =1.536Figure 2 Section 6.13.2 TCVN 2737:1995

• Calculating when the wind blows in the Y direction (calculating Mode 2)

- Wind catching width: B = 3.2 m

- Building height H = 45.00 m

- 𝜈 = 0.689 (page 10 and interpolation of table 11 TCVN 2737:1995)

- 𝑓 = 0.728 frequency of oscillations in the Y direction

- W0 = 0.83KN/m2 wind pressure in District 3, Ho Chi Minh City Zone I I-A, terrain form A

-  =0.042

-  =1.490 Figure 2 Section 6.13.2 TCVN 2737:1995

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Table 3 8 results of dynamic wind calculation in X direction in mode 1

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Table 3 9 results of calculating dynamic wind by method y in mode 2

ST7 23.4 115.2 110.2 -0.007 1.540 0.285 34.87 -0.244 0.005 49.47 59.37 ST6 19.8 115.2 110.2 -0.0057 1.504 0.289 34.47 -0.196 0.004 40.28 48.34 ST5 16.2 115.2 110.2 -0.0044 1.463 0.293 33.99 -0.150 0.002 31.10 37.32 ST4 12.6 115.2 111.3 -0.0032 1.413 0.298 33.41 -0.107 0.001 22.85 27.42

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Horizontal coefficient of behavior q 1.5

Lower bound determination

coefficient

Design spectra for elastic analysis

For horizontal components of earthquake impacts, the design spectrum is determined by the following expressions:Sd(T)

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0 <= T <=T B :

0.00 0.7925 0.05 1.0897 0.10 1.3869 0.15 1.6841 0.20 1.9813

T B < T <= T C :

0.25 1.9813 0.35 1.9813 0.50 1.9813 0.60 1.9813

T C < T <= T D :

0.65 1.8289 0.77 1.5439 0.90 1.3209 1.02 1.1655 1.15 1.0337 1.27 0.9361 1.40 0.8491 1.52 0.7821 1.65 0.7205 1.77 0.6716 1.90 0.6257 2.00 0.5944

T > T D :

2.20 0.4912 2.40 0.4128 2.60 0.3517 2.80 0.3033 3.00 0.2642 4.00 0.2067 5.50 0.2067

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7.00 0.2067 8.50 0.2067 10.00 0.2067

3.3 LOADING CASES ONTO SPACE FRAMES

Table3 10 Types of declared loads

The weight of the components themselves, etabs software self-calculated with a factor of 1.1

2 SDL SUPER DEAD Load of structural and finishing layers

(minus structural TLBT)

3 WL SUPER DEAD Wall load acting on the component

4 LL1 LIVE Operating loads with ptc<2kN/m2

7 WSY WIND Still wind in the direction of Y

3

Tiêu đề	Department of Labors, Invalids and Social Affairs
Tác giả	Vu Minh Long
Người hướng dẫn	Dr. Nguyen Van Chung
Trường học	Ho Chi Minh City University of Technology and Education
Chuyên ngành	Civil Engineering Technology
Thể loại	Capstone Project
Năm xuất bản	2023
Thành phố	Ho Chi Minh City

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