(Đồ án hcmute) fuji residence

OVERVIEW OF BUILDING’S ARCHITECTURE

Project introduction

As housing demand continues to rise in Ho Chi Minh City, the availability of land banks is diminishing, prompting the construction of high-rise buildings to meet the need for living spaces and to generate employment opportunities.

High-rise buildings have significantly advanced the construction industry by fostering the adoption of modern techniques and innovative technologies.

The Fuji Residence project, initiated in the first quarter of 2016, aimed to create a safe and comfortable living environment for individuals and families close to their workplaces Successfully completed by the first quarter of 2017, it achieved full occupancy shortly thereafter.

Location: Phuoc Long B ward, district 9, Ho Chi Minh city, adjacent to:

- North: highway and ring road 2 toward high-tech park district 9;

- South: ehome 6, Flora Anh Dao, Do Xuan Hop Street;

- East: Nam Long residential area

- West: Gia Hoa high-class residential area

Graduation Project Advisor: PhD Nguyen Van Hau

Ho Chi Minh City experiences a tropical climate characterized by two distinct seasons: the rainy season from May to November and the dry season from December to April The city has an average humidity ranging from 74.5% to 80% The predominant wind direction is West-Southwest, with an average speed of 3.6 m/s, while winds from the North-Northeast average 2.4 m/s.

Ho Chi Minh City experiences minimal storms, gusts, and whirlwinds, but it is significantly impacted by high tides, leading to occasional flooding on certain roads during peak tide levels.

The Fuji Resident is 20 stories bulding with amenities include a free parking area for each block, a cafeteria, gymnasium and high-class apartment

- Buillding type: level 1 (Circular 06/2021/TT-BXD)

- Shape: L with 66 meter length and 47.5 meter width

- Typical floor area: 1761 m 2 , estimate total floor area: 36981 m 2

- There are 4 Elevator placed in the middle of the building (1 for service and 3 for domestic resident) to ensure the transportation in rush hour

Table 1-1 Functional subdivision of the building

Basement 1,2 Parking area; technical room

Ground (1 st floor) Shoping mall, commercial activities, entertain area

2 nd - 19 th floor Apartment area (typical floor)

Terrace Floor Domestic water tank

Technical solution

Electricity is supplied stablely with 3-phase AC voltage 380v/220v, frequency 50Hz from supplier EVNHCMC The electrical system is designed strictly according to Vietnamese standards TCVN 9206-2012

The size of water tanks is determined by the number of residents, firefighting needs, and potential water outages Domestic water tanks are typically installed on the roof and are connected to lower floors through a network of galvanized steel pipes housed in technical boxes.

This Reinforced concrete construction is designed strictly according to Fire detection and alarm system - Technical requirements standard TCVN 5738-2021 with 2 staircases and fire extinguishes arranged along the hallway

Combination of natural and artificial lighting

- Natural lighting: The rooms have a door system to receive light from the outside

- Artificial lighting: Created from the lighting system according to Vietnamese standards

A system of trees is planted around the building to adjust the wind direction, cover sun rays, and block dust Create a clean and cool environment

The rooms in the building are designed with a system of windows, doors, and voids, creating ventilation inside and outside the building

Lightning protection system is installed according to Lighting protection for construction standard TCVN 20-1984

OVERVIEW OF BUILDING’S STRUCTURE

Basic design

No Code Name of Standard and Regulations

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

2 TCVN 5574 – 2018 Kết cấu bê tông và bê tông cốt thép – Tiêu chuẩn thiết kế

3 TCVN 5575 – 2012 Kết cấu thép – Tiêu chuẩn thiết kế

4 TCVN 10304 – 2014 Móng cọc – Tiêu chuẩn thiết kế

5 TCVN 9386 – 2012 Thiết kế công trình chịu động đất

6 TCVN 9362 – 2012 Thiết kế nền nhà và công trình

7 TCXD 229 – 1999 Chỉ dẫn tính toán thành phần động của tải trọng gió

8 QCVN 06.2021.BXD An toàn cho cháy nhà và công trình

9 06/2021/TT-BXD Phân cấp công trình xây dựng

The floor is a rigid diaphragm in-plane; the connections between the floor and wall are counted as rigid connections

All load-bearing components on each floor have the same horizontal displacement The elevator cores are fixed at the base; shear wall is fixed at the foundation

Lateral loads exert concentrated forces on each floor, which are then transmitted to columns, shear walls, and cores, ultimately reaching the foundation and being dispersed into the ground.

Table 2-2 Methods of determining internal force

Method Analytic method Finite element method (FEM)

Consider the bearing system as Hyperstatic system → Calculate analysis equations → find internal force and steel percentage

Simplify complex shape → through software to find internal forces indirectly and steel percentage

Complicated to calculate Requires users to understand and use the software properly because the software does not accurately describe reality

In this project, we will utilize the finite element method, supported by specialized software, for building design Additionally, certain components will incorporate both methods to ensure the reliability of the results.

When calculating and designing reinforced concrete structures, it is necessary to satisfy the requirements of durability conditions and serviceability conditions

The first limit state or Ultimate Limit State (ULS) in terms of strength is to ensure the structure’s load capacity, specifically to ensure the structure:

- Not being damaged by the effects of loads and actions

- Not being instability in shape or position

The second limit state or Serviceability Limit State (SLS) in terms of using is to ensure the regular operation of the structure, specifically to limit:

- Cracks do not expand beyond the allowable limit or do not appear cracks

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

1 ETAB 2018 Analysis of structure building

2 SAFE 2016 Analysis of slab and foundation

5 Microsoft 365 Documents, schedule progress and presentation

Table 2-4 Parameters of concrete materials based on TCVN 5574:2018

Compressive and tensile strengh Rb; Rbt (MPa)

Type of cement, minimal cement content (kG/m 3 )

Pile, Footing, Shear wall, Beam, Slab B30 (17;1.15) PCB40/450

Table 2-5 Parameters of reinforcement materials based on TCVN 5574:2018

Type Compressive and tensile strengh Rs; Rsc (MPa)

To calclate reinforcement, apply formula below:

Percentage of reinforcement  must be in range: min max 17

The thickness of the concrete cover layer is determined based on the following criteria:

- QCVN 06.2020.BXD – National Technical Regulation on Fire Safety of Buildings and Constructions

- The buiding site is located in District 9, Ho Chi Minh City, far from the area with corrosive concrete erosion such as the coast

- TCVN 5574 – 2018, Section 10.3.1 Concrete cover layer

Table 2-6 Minimum concrete cover layer according to QCVN 06.2020.BXD

No Member Minimum fire resistance limit Thickness Minimum height

Table 2-7 Minimum concrete cover according to TCVN 5574:2018

2 Component link to the ground with concrete lining 35 mm

Structure solutions

Table 2-8 Comparison of floor design

Floor spans are not equal ✓ ✓

Distribution of live loads on a typical floor is quite uniform ✓ ✓ ✓ Distribution of the wall load to each floor tiles is almost equal ✓ ✓

This project utilizes the Beam Slab system for structural calculations, supported by advanced software The calculation theory and construction methodology for this system are well-established, making the construction process relatively straightforward.

2.2.2.Structure solution of lateral load

Frame Wall-core Bracing The apartment building has moderate use of space ✓

Continuity of load - transmission surface ✓ ✓ ✓

The torsional capacity of the building is quite large ✓ ✓

High-rise building with large lateral load ✓ ✓

The building located in District 9, Ho Chi Minh City where a wind and earthquake is not too dangerous ✓ ✓ ✓

→ With the analysis in the table above, choose wall – core system as the lateral load – bearing structure for the building

2.2.3.Estimated dimension of cross section

Most of the floor is 2-way slab The estimated dimension is determined with formula (considering the 7000x7000 milimeter square slab):

2.2.3.2.Wall – Core the dimension of wall is not change through the floor’s level and width is determined with formula

Table 2-9 Detail dimension of wall

Bxh (mm) 250x2000 250x2200 Elevator core with b = 250 mm

Formula to determine dimension of beam:

Figure 2-2 Beam classification Table 2-10 Detail dimension of beam

Beam Main beam Elevator – support beam balcony beam

STRUCTURAL LOAD

Static load

The SDL loads, which include finishes / ceilings / services, will be progressively reviewed and updated in subsequent stages as details are available from architectural and building services drawings

Table 3-1 The superimposed dead load on basement

Specific weight Thickness Standard static load Partial factor

Table 3-2 The superimposed dead load on typical floor

Table 3-3 The superimposed dead load on lavatory

Table 3-4 The superimposed dead load on roof

Material Specific weight Thickness Standard static load Partial factor

There are two types of masonry wall:

- Applied on beam: load distributed on existing beam

- Applied on floor (lavatory): wall will be distributed on none beam to best desribe as reality

Table 3-5 Load of masory wall

Floor beam Thickness Specific Standard

Calculated load height height (m) weight wall load (kN/m2)

Live load

Temporary loads may not be present during a certain stage of building or using, divided into 2 types: long-term, short-term and presented as table below:

Table 3-6 Live load value according to 2737-1995

Standard live load (kN/m2) Partial factor

Assumed live load Long term

2 Stair, hallway, break – meeting room, restaurant 1 2 3 1.2 3.6

3 Dining room, living room, bedroom bathroom, kitchen and laundry 0.3 1.2 1.5 1.3 1.95

Wind load

According to TCVN 2737 - 1995 and TCVN 229 - 1999: The most dangerous wind is the wind applying perpendicular to the upwind face, include static – dynamic status

The concentrated load of static wind is determined with formula at 6.3 TCVN 2737-1995:

 S(h h j  j  1)B/ 2 (m 2 ): area of building that wind load applied on

The building is located at Phuoc Long A ward, district 9, Ho Chi Minh city:

- Wind area II, Wo = 0.83 (kN/m2) in table 4, 6.4.1 TCVN 2737:1995

- K: coefficients of pressure – wind changing follow as height and topographic (table 5 TCVN 2737 – 1995)

- c: aerodynamic coefficients taken from table 6 TCVN 2737 – 1995 The sum of upwind and downwind coefficients is 0.8 + 0.6 = 1.4

- Topographic type A which is clear, open space with some obstacles is not over 10m high

Table 3-7 Standard static wind load result

(m) S xj (m 2 ) S yj (m 2 ) W x tc (kN) W y tc (kN)

Attic 3.2 64.8 1.52 6.5 9.9 10.4 15.9 18.422 28.129 Roof 3.2 61.6 1.51 47.5 66 86.4 121.5 152.081 213.829 19th floor 3.2 58.4 1.5 47.5 66 152 211.2 265.572 369.005 18th floor 3.2 55.2 1.49 47.5 66 152 211.2 263.311 365.864 17th floor 3.2 52 1.48 47.5 66 152 211.2 261.05 362.722 16th floor 3.2 48.8 1.47 47.5 66 152 211.2 258.789 359.581 15th floor 3.2 45.6 1.45 47.5 66 152 211.2 256.529 356.44 14th floor 3.2 42.4 1.44 47.5 66 152 211.2 254.268 353.299 13th floor 3.2 39.2 1.43 47.5 66 152 211.2 251.725 349.765 12th floor 3.2 36 1.41 47.5 66 152 211.2 248.333 345.053 11th floor 3.2 32.8 1.39 47.5 66 152 211.2 244.942 340.341 10th floor 3.2 29.6 1.37 47.5 66 152 211.2 241.41 335.432 9th floor 3.2 26.4 1.34 47.5 66 152 211.2 236.888 329.15 8th floor 3.2 23.2 1.32 47.5 66 152 211.2 232.367 322.867 7th floor 3.2 20 1.29 47.5 66 152 211.2 227.845 316.585 6th floor 3.2 16.8 1.26 47.5 66 152 211.2 222.193 308.731 5th floor 3.2 13.6 1.22 47.5 66 152 211.2 216.046 300.191 4th floor 3.2 10.4 1.18 47.5 66 152 211.2 209.264 290.767 3rd floor 3.2 7.2 1.12 47.5 66 152 211.2 197.536 274.471 2nd floor 4 4 1.04 47.5 66 171 237.6 205.657 285.754

TCXD 229-1999 requests to calculate the dynamic wind load corresponding to the first s types of osscilation, and osscilation frequency s ensure:

The f L value depends on the wind pressure area and decreases in logarithmic For wind pressure area is II and logarithmic decrease  0 3 (reinforced concrete building), the value

Mass Source coefficient: 100% dead load + 50% live load (Section 3.2.4 TCVN 229-1999)

Figure 3-2 3D Model analysis of building by using ETAB

Bảng 3.1 Modal particapating mass ratio

Case Mode Period (s) UX UY RZ SumRZ f=1/T

Table 3-8 Direction and form of building’s oscillator

Mode Period (s) UX UY RZ Direction Form

According to TCXD 229-1999, buildings and structural members with a fundamental vibration frequency (f) below the natural limit value (fL) must account for both pulse and inertia elements in dynamic wind load calculations The standard value of the dynamic wind load affecting the jth floor for the ith vibration type is specified by formula 4.3 in Section 4.5 of TCXD 229-1999.

- Inertia formula: W p ji ( ) M j i i   y kN ji ( )

  J : coefficient of dynamic pressure (table 3 TCXD 229:1999)

 v i : coefficient of spatial correlation (table 4, 5 TCXD 229:1999)

  i : dynamic coefficient (formula 4.4 and figure 2 in TCXD 299:1999)

 y ji : Relative horizontal displacement of building

Graduated Project Advisor: PhD Nguyen Van Hau Student: Hoàng Thế Phong - 1814928518

Table 3-9 presents the results of mass, center of mass, and rigidity for various building stories The attic shows a mass of 37.63 tons, while the roof has a significantly higher mass of 1238.33 tons Each floor from the 5th to the 19th has a consistent mass of 2087.13 tons, with the center of mass values varying slightly across the floors, indicating a range from 38.01 to 38.37 mm The rigidity values also display minor fluctuations, with the 19th floor having the highest rigidity at 20.78 mm and the attic showing the lowest at 19.54 mm Overall, the data highlights the structural characteristics and stability of each level within the building.

StoryDiaphragmMass XMass YXCMYCMXCCMYCCMXCRYCR ton ton mmmmmm 3rd floor D1 2087.13 2087.13 38.01 17.43519.18 2087.13 2087.13 2nd floor D1 2092.82092.838.02 17.39 35.24 19.32 2092.82092.8 1st floorD1 1402.85 1402.85 38.27 17.45 35.22 20.16 1402.85 1402.85

3.3.3.Result of dynamic wind load T a b le 3 -1 0 D yn a m ic w in d l o a d o f M o d e 1 , 1 s fo rm , d ir ec ti o n Y FloorHz yij Mk By v Wj (kN/m2)Sj WFjyij*WFyij^2*MijWpji (m) (m) (mm) (Ton) (m) (m2)(kN) (kN) Attic3.2 64.88.00E-06 36.72 1.529.930.597 1.771 15.88 0.266 4.465 -3.60E-05 2.40E-09 4.9 Roof 3.2 61.65.00E-06 1230.04 1.51660.597 1.76121.480.267 34.046-1.70E-04 3.10E-08 100.68 19th floor3.2 58.45.00E-06 2065.71.5 660.597 1.747 211.2 0.267 58.93 -2.90E-04 5.20E-08 169.69 18th floor3.2 55.24.00E-06 2065.71.49660.597 1.732 211.2 0.268 58.603-2.30E-04 3.30E-08 135.75 17th floor3.2 524.00E-06 2065.71.48660.597 1.717 211.2 0.269 58.273-2.30E-04 3.30E-08 135.75 16th floor3.2 48.84.00E-06 2065.71.47660.597 1.703 211.2 0.2757.94 -2.30E-04 3.30E-08 135.75 15th floor3.2 45.64.00E-06 2065.71.45660.597 1.688 211.2 0.271 57.604-2.30E-04 3.30E-08 135.75 14th floor3.2 42.44.00E-06 2065.71.44660.597 1.673 211.2 0.271 57.266-2.30E-04 3.30E-08 135.75 13th floor3.2 39.23.00E-06 2065.71.43660.597 1.656 211.2 0.272 56.86 -1.70E-04 1.90E-08 101.82 12th floor3.2 363.00E-06 2065.71.41660.597 1.634 211.2 0.273 56.259-1.70E-04 1.90E-08 101.82 11th floor3.2 32.83.00E-06 2065.71.39660.597 1.611 211.2 0.274 55.653-1.70E-04 1.90E-08 101.82 10th floor3.2 29.63.00E-06 2065.71.37660.597 1.588 211.2 0.275 55.011-1.70E-04 1.90E-08 101.82 9th floor 3.2 26.42.00E-06 2065.71.34660.597 1.558 211.2 0.275 54.138-1.10E-04 8.30E-09 67.88 8th floor 3.2 23.22.00E-06 2065.71.32660.597 1.529 211.2 0.276 53.259-1.10E-04 8.30E-09 67.88 7th floor 3.2 202.00E-06 2065.71.29660.597 1.499 211.2 0.277 52.373-1.00E-04 8.30E-09 67.88 6th floor 3.2 16.82.00E-06 2065.71.26660.597 1.462 211.2 0.278 51.222-1.00E-04 8.30E-09 67.88 5th floor 3.2 13.61.00E-06 2065.71.22660.597 1.421 211.2 0.279 49.948-5.00E-05 2.10E-09 33.94 4th floor 3.2 10.41.00E-06 2065.71.18660.597 1.377 211.2 0.279 48.519-4.90E-05 2.10E-09 33.94 3rd floor 3.2 7.2 1.00E-06 2065.71.12660.597 1.3 211.2 0.2845.931-4.60E-05 2.10E-09 33.94 2nd floor 4 4 1.00E-06 2070.83 1.04660.597 1.203 237.6 0.281 47.956-4.80E-05 2.10E-09 34.03

The dynamic wind load analysis for a multi-story building reveals critical data across various floors For the 1st floor, the wind load is calculated at 5.93 kN with a height of 0.9 m, while the attic shows a load of 2.267 kN at 1.5 m The roof experiences a wind load of 74.614 kN at 1.5 m As we progress through the building, the 19th floor has a wind load of 125.758 kN at 1.5 m, followed by the 18th floor at 107.793 kN The wind loads decrease incrementally down to the 5th floor, which has a load of 35.931 kN at 1.421 m This data is essential for understanding structural integrity and ensuring compliance with safety standards in high-rise construction.

FloorHz yij Mk Bx v Wj (kN/m2)Sj WFjyij*WFyij^2*MijWpji (m) (m) (mm) (Ton) (m) (m2)(kN) (kN) 4th floor 3.2 10.41.00E-06 2087.13 1.1847.50.702 1.377 152 0.279 41.0674.10E-05 2.10E-09 17.965 3rd floor 3.2 7.2 1.00E-06 2087.13 1.1247.50.702 1.3 152 0.2838.8763.90E-05 2.10E-09 17.965 2nd floor 4 4 1.00E-06 2092.81.0447.50.702 1.203 171 0.281 40.59 4.10E-05 2.10E-09 18.014 1st floor0 0 3.10E-07 1402.85 0.9 47.50.702 1.04950.282 19.5696.10E-06 1.40E-10 3.794

Static wind loads act on the center of the upwind surface, while the rigid diaphragm floor redistributes these forces to the center of mass The static wind force in the X direction is calculated as W = WT × X × Δy, and in the Y direction, it is W = WT × Y × Δx.

Total dynamic wind load – direction X is determined:

Graduation Project Advisor: PhD Nguyen Van Hau Student: Hoàng Thế Phong - 1814928524

T a b le 3 -1 2 A g g re g a te r es u lt s o f w in d l o a d Floor

Static wind Dynamic wind Aggregate Direction X

The data presents various structural measurements across multiple floors, detailing eccentric distances, moments, and load values in kilonewtons (kN) Notably, the attic shows an eccentric distance of 18.42 m with a moment of 18.57 kN.m The roof exhibits significant loads, including 152.08 kN and moments of -942.77 kN.m Each floor, from the 19th to the 12th, records varying loads and moments, with the 19th floor having a load of 265.57 kN and a moment of -1726.96 kN.m, while the 12th floor shows a load of 248.33 kN and a moment of -1614.86 kN.m These measurements are crucial for assessing structural integrity and load distribution throughout the building.

The data presents the structural analysis of a building across multiple floors, detailing eccentric distances, moments, and various loads On the 11th floor, the eccentric distance is 244.94 m, with a moment of 1157.49 kN.m, while the 10th floor shows a distance of 241.41 m and a moment of 1732.14 kN.m The 9th and 8th floors have similar eccentric distances of 236.89 m and 232.37 m, respectively, with moments of 1699.70 kN.m and 1667.25 kN.m The 7th and 6th floors, both at 227.84 m and 222.19 m, exhibit moments of 1634.81 kN.m and 1594.26 kN.m Lower floors, from the 5th to the 2nd, show decreasing eccentric distances from 216.05 m to 205.66 m, with corresponding moments ranging from 1550.16 kN.m to 1477.95 kN.m This analysis is crucial for understanding the structural integrity and load distribution of the building.

Direction YEccentric distance Momen z Wj (kN) Wj (kN) Wpji (kN) Wpji (kN) Wpji (kN) Wpji (kN) Wx (kN) Wy (kN) DX (m) DY (m) Mzx (kN.m) Mzy (kN.m) 1st floor98.80 137.285.933.798.496.949 3.7912.47 5.27-6.30 -622.70 723.57

Graduated Project Advisor: PhD Nguyen Van Hau

Seismic load

3.4.1.Oscillation of seismic load analysis

Conditions to calculate seismic load by the method of Equivalent Static Analysis (Section 4.3.3.2 TCVN 9386 – 2012):

The fundamental oscillation periods T1 in directions X, Y are less than the following values:

(With Tc = 0.6s corresponding to soil C)

Satisfy the criteria for regularity according to elevation (Section 4.2.3.3 TCVN 93862012)

With the oscillation period T1 = 3.463s, the building does not satisfy the requirements of the equivalent static analysis method Therefore, using the response spectra analysis method instead

Table 3-13 Period and percentage participating mass ratios

Case Mode Period (s) UX UY SumUX SumUY f=1/T

Section 4.3.3.3 of TCVN 9386-2012 emphasizes that the analysis of response spectra must account for the reflections of all modes that significantly impact the overall performance of the building This requirement can be fulfilled by meeting one of two specified conditions.

- The sum of effective weights of the considered modes of oscillation accounts for at least 90% of the total weight of the structure

- All modes of oscillation with effective weights greater than 5% of the total weight are considered

 From analysis above, we have direction of oscillation table:

Table 3-14 direction of oscillation calculated for seismic load

Mode Mode 1 Mode 2 Mode 3 Mode 4 Mode 5 Mode 6

3.4.2.Overview of response spectra method

Defination: a response spectrum is a plot of the peak or steady-state response

(displacement, velocity or acceleration) of a series of oscillators of varying natural frequency, that are forced into motion by the same base vibration or shock

Design principles: Determine bottom shear force then distribute them into each floor

Figure 3-3 Design principles of response spectra method

According to section 3.2.2.5 TCVN 9386:2012, spectra Sd(T) is determined with formula:

3.4.2.2.Determination and distribution of bottom shear force

The bottom shear force caused by seismic is determined follow as formula (section 4.3.3.2 TCVN 9386 -2012):

Distribution of each mode’s bottom shear force in a horizontal direction into each floor determined by formula 4.10 (section 4.3.3.2.3 TCVN 9386 -2012):

3.4.3 Parameters to calculate seismic load by response spectra method

3.4.3.1.Soil features of the building

The location of building is at district 9 Ho Chi Minh city

Based on appendix H TCVN 9386:2012, peak acceleration value = 0.0747

The soil of building is type C based on table 3.1 in TCVN 9386-2012, given parameters follow as table below:

Table 3-15 Values of parameters describing elastic response spectra

Loại đất nền S TB (s) TC (s) TD (s)

3.4.3.3.Level of building and inportance coefficent

From Appendix F, E and section 4.2.5 TCVN 9386:2012, the Fuji Residence is classified as level I building and inportance coefficent  I 1.25

Evaluation of seismic level according to the MSK - 64 scales, Appendix I TCVN 9386 -

2012 classifies building with seismic as level VII

Designed ground acceleration a g  1 a gR 1.25 0.0747 0.0934g0.916(m/s 2 ) Viscosity  5%

  a g g g, the building must be designed with seismic resistant

3.4.3.5.Behavior factor q in the horizontal direction

According to section 5.2.2.2, the upper limit value of the behavior coefficient q:

The basic value of the behavior coefficient, denoted as q0, is influenced by the type of structural system and its vertical plane regularity, as outlined in TCVN 9386:2012, specifically in table 5.1 of section 5.2.2 For twisted buildings, the value of q0 is set at 2.

 k w coefficient reflecting the common destruction in structural systems with load- bearing walls For the twisted building (section 5.2.2.2 11(P))

3.4.3.6.Mass source coefficient (section 3.2.4 TCVN 9386:2012)

  2, i 0.3: table 3.4 TCVN 9386:2012, building type A, residental purpose

   0.8: table 4.2 TCVN 9386:2012, all floor is occupied at the same time

 Mass source coefficient: 1TT + 0.8 x 0.3HT

Table 3-16 Parameters used to calculate seismic load

Lower limit of period TB 0.2 Second (s)

Upper limit of period TC 0.6 Second (s)

The value that determines starting point of response spectrum

Table 3-17 presents the aggregated seismic load results for various floors of a building, detailing the forces acting on each level The attic experiences a seismic load of F2 at 6.90 kN and F3 at 12.07 kN, while the roof shows significant forces with F1 at 170.40 kN and F2 at 397.61 kN The 19th floor records a maximum load of F2 at 284.27 kN, with corresponding values of F3 at 663.29 kN and F6 at 1455.73 kN Similar patterns are observed across the lower floors, with the 18th and 17th floors both reporting F2 values of 284.27 kN and varying F3 and F6 loads The 16th floor shows a notable F2 of 284.27 kN, while the 15th floor has a reduced F2 at 189.51 kN The 14th through 10th floors maintain consistent values around 189.51 kN for F2, with varying loads for F3 and F6 This data is crucial for understanding the structural integrity and seismic resilience of the building.

The table presents load data for various floors in a building, detailing parameters such as height (XPhuong Y), dimensions (DDXDDY, XCM, YCM), and load capacities (F1, F2, F3, F5, F6) measured in kilonewtons (kN) The 9th floor exhibits a height of 94.76 meters with a load capacity of 608.03 kN, while the 8th floor shares similar dimensions and load values The 7th and 6th floors maintain a consistent height but show a reduction in load capacity to 589.24 kN The 5th floor's height remains at 94.76 meters, with a notable decrease in load capacity to 475.39 kN As we move to the 4th floor, the load capacity is further reduced to 460.98 kN The 3rd floor shows a load capacity of 349.65 kN at a height of 37.23 meters, while the 2nd floor has a height of 25.56 meters and a load capacity of 241.08 kN Finally, the 1st floor stands at 19.05 meters with a load capacity of 38.28 kN, highlighting the varying structural load capacities across the building's levels.

Load combination

TTHT SUPERDEAD 0 Static load of floor layers

TTTX SUPERDEAD 0 Static load of masonry wall

HT1NH LIVE 0 Short-term live load < 2 kN/m 2

HT1DH LIVE 0 Long-term live load < 2 kN/m 2

HT2NH LIVE 0 Short-term live load ≥ 2 kN/m 2

HT2DH LIVE 0 Long-term live load ≥ 2 kN/m 2

GX WIND 0 Static wind load in direction X

GY WIND 0 Static wind load in direction Y

DDX SEISMIC 0 Seismic load in direction X

DDY SEISMIC 0 Seismic load in direction Y

Name Type Scale Factor Note

1(TT) + 1(TTHT) + 1(TTTX) Standard static load TTTT 1.1(TT) + 1.3(TTHT) + 1.1(TTTX) Calculated static load

HTNH-TC 1(HT1NH) + 1(HT2NH) Standard short-term live load (floor applied)

HTDH-TC 1(HT1DH) + 1(HT2DH) Standard long-term live load (floor applied)

HTNH-TT 1.3(HT1NH) + 1.2(HT2NH) Calculated short-term live load (floor applied)

HTDH-TT 1.3(HT1DH) + 1.2(HT2DH) Calculated long-term live load (floor applied)

HTTP-TC 1(HTNH-TC) + 1(HTDH-TC) Standard full live load

HTTP-TT 1(HTNH-TT) + 1(HTDH-TT) Calculated full live load

Name Type Scale Factor Note

GX 1(GX) Wind load direction X

GY 1(GY ) Wind load direction Y

DDX 1(DDX) Seismic load direction

DDY 1(DDY) Seismic load direction

Table 3-20 Load combination on floor

CV-NH 1(TTTC) + 1(HTNH-TC) To check short-term displacement CV-DH 1(TTTC) + 1(HTDH-TC) To check long-term displacement CV-TP 1(TTTC) + 1(HTTP-TC) To check full displacement

TINHTHEP 1(TTTT) + 1(HTTP-TT) To calculate reinforcement

Table 3-21 Load combination on frame – wall – core – beam – footing

Name Type Load Name Note

TH1 ADD (TTTC) + (HTTP-TC)

TH2 ADD (TTTC) + (GX-TC)

TH3 ADD (TTTC) + (GY-TC)

TH4 ADD (TTTC) - (GX-TC)

TH5 ADD (TTTC) - (GY-TC)

TH6 ADD (TTTC) + 0.9(HTTP-TC) + 0.9(GX-TC)

TH7 ADD (TTTC) + 0.9(HTTP-TC) - 0.9(GX-TC)

TH8 ADD (TTTC) + 0.9(HTTP-TC) + 0.9(GY-TC)

TH9 ADD (TTTC) + 0.9(HTTP-TC) - 0.9(GY-TC)

TH10 ADD (TTTC) + 0.3(HTTP-TC) + (DX) + 0.3(DY) special combinations

TH11 ADD (TTTC) + 0.3(HTTP-TC) - (DX) - 0.3(DY)

TH12 ADD (TTTC) + 0.3(HTTP-TC) + (DY) + 0.3(DX)

TH13 ADD (TTTC) + 0.3(HTTP-TC) - (DY) - 0.3(DX)

CVD ADD TH2; TH3; TH4; TH5 To check peak acceleration - displacement

CVLT ADD TH10; TH11; TH12; TH13 To check drifts of building

CHECKING SECOND LIMIT STATE (SLS)

Checking anti overturning

According to TCVN 198 - 1997, reinforced concrete high-rise buildings with a height-to-width ratio exceeding 5 must undergo an evaluation of their anti-overturning capacity It is essential that the ratio of the moment leading to overturning from lateral loads meets specific criteria.

Building’s height H = 64.8 meter and width B = 47.5m:

 The building does not need to check anti overturning

Checking peak acceleration

The movement of the building is influenced by wind, characterized by various physical parameters such as maximum velocity, acceleration, and changes in acceleration The wind's effect follows a sinusoidal pattern with a nearly constant frequency, denoted as f Each phase shift in this sinusoidal motion is connected to the constant 2πf, where the velocity is expressed as v = 2πfD and acceleration as a = 2πf(2f).

The reaction of people to the building is a complex psycho-physiological response

Humans typically do not notice constant velocity in moving objects, but when acceleration is present, it becomes perceptible To ensure comfort for individuals in high-rise buildings, it is essential to assess peak acceleration By simplifying the calculations and ignoring friction, we can determine the maximum peak acceleration experienced during motion.

 f dmax 41.41(mm): maximim displacement caused by static and wind load

According to section 2.6.3 TCVN 198:1997: a = 141.84 (mm/s 2 ) [ ] 150a  (mm/s 2 )

Checking peak displacement

According to table M.4 TCVN 5574:2018 the lateral displacement at peak of a high-rise building for the frame-wall structure when analyzed by elastic method must meet the following conditions:  

Figure 4-1 Maximum displacement in direction X

Figure 4-2 Maximum displacement in direction Y Table 4-1 Checking lateral displacement at peak

Maximum Displacement (mm) Limit value displacement (mm)

 Maximim displacement value is in allowable range

Checking drifts of building

According to section 4.4.3.2 TCVN 9386 – 2012, the limitation of relative horizontal displacement between floors for buildings with brittle material enclosures attached to the structure is:

 reduction factor  depending on inportant factor of building To the Fuji Residence, Importance factor is level I, so   0 5

 d r relative horizontal displacement between floors

Figure 4-3 Maximum drift in direction X

Figure 4-4 Maximum drift in direction Y Table 4-2 Checking drifts of building

Story Load combination Direction Maximum drifts (mm)

 Conclusion: Drifts of building in both direction X and Y are in allowable range

Checking P-DELTA effect

According to section 4.4.2.2 TCVN 9386 – 2012, there is no need to consider second level effects (P-) if at all levels satisfy the formula:

  : Sensitivity coefficient of relative horizontal displacement between floors

 P tot : The vertical load on the upper floors and including the floor under consideration corresponds to the load contributing to the mass participating in the ratio

 V tot : Total shear force caused by earthquake

Table 4-3 presents the results of the P-Delta effect analysis for various floor heights, all measured at 3.2 meters The total load (Ptot) for the attic is 998.50 kN, with corresponding values of Vtot X and Vtot Y at 36.79 kN and 11.35 kN, respectively, resulting in acceptable parameters The roof shows a Ptot of 15591.33 kN, Vtot X at 1123.89 kN, and Vtot Y at 483.25 kN, also meeting criteria Each subsequent floor from the 19th to the 9th displays increasing load values, with the 19th floor at 38026.78 kN, 2748.69 kN in Vtot X, and 1174.60 kN in Vtot Y, all within acceptable limits The analysis confirms that all floors, down to the 9th, maintain compliance with the specified safety checks, demonstrating stability and structural integrity throughout the building.

The structural analysis of the building reveals that each floor, from the 1st to the 8th, has a consistent height of 3.2 meters The load-bearing capacity (Pto t) increases progressively, starting from 435,573.51 kN on the 1st floor to 284,816.66 kN on the 8th floor The vertical forces (Vto t X and Vto t Y) also show a trend of increasing values, indicating the stability of the structure across all levels The ratios drXdrYθ X and θ Y remain within acceptable limits, confirming the structural integrity, with all checks marked as "OK." This analysis underscores the building's robustness and compliance with engineering standards.

DESIGNING TYPICAL STAIRCASE

Structure design of stair

The design features U-shaped stairs with a typical floor height of 3.2 meters and a span of 4.5 meters The staircase consists of 17 steps, split into two sides, each reaching a height of 1.6 meters It includes 9 steps with a riser height of 178 mm and a tread depth of 270 mm The thickness of the slab is determined based on the appropriate calculation formula.

 Choose thickness of stair hbt = 120 (mm)

Angle of waist slab: tan 178 33.40 cos 0.838

Figure 5-1 Typical staircase layout Table 5-1 Parameters of staircase

Thickness of waist slab 120 mm

Loads and load combinations

Table 5-2 Superimposed dead load on landing

STT Layer γ  gtc Partial factor gtt

5.2.2 Static load on waist slab

  tdi : is the equivalent thickness of the ith layer in the inclined direction

 Equivalent thickness of step os

 Equivalent thickness of the remain layer ( ) os

 td  b  b i b l h c l Table 5-3 Superimposed dead load on waist slab

STT Layer γ   td gtc Partial factor gtt

According to TCVN 2737-1995, live load attached on stair p tc 3(kN/m 2 ), confidence factor is 1.2

On landing slab: p  p tc  n  3 1.2 3.6(kN/m 2 )

On waist slab: p  p tc  cos   n  3 0.834 1.2  3.002(kN/m 2 )

Internal force results

The connection between slab and beam is bearing 300

Figure 5-2 Loads applied on stair

Stair’s reinforcement calculatiion

Grade of concrete Strength of steel reinforcement Rebar cover

B30, Rb MPa CB400-V :Rs=Rsc50 MPa 20 mm

To calculate reinforcement, apply formula in section 2.1.4.2

Choose ỉ12a200 for mid span and constructive reinforcement ỉ10a200 for top

Landing beam calculation

5.5.1.Loads on beam 200 mm x 300mm

 The total load on landing beam q lb q d q t q s 0.99 4.752 16.365 22.107  

5.5.2.1.Steel reinforcement for bottom and top side

B30, Rb MPa CB400V :Rs=Rsc50 MPa 45 mm

Choose 2ỉ12, which A s ch 226(mm 2 ) for mid span and constructive reinforcement 2ỉ12 for top side

Check the condition to calculate the stirup rebar:

 0.5R bt bh 0 0.5 1.15 10  3 0.2 0.265 30.475(  kN)minimum shear force endured by concrete in inclined section

The calculation conditions for reinforced concrete members involve determining the stress state characteristics of concrete in inclined sections, specifically using a coefficient of 0.3 for the concrete strip between these sections This approach yields a result of 243.27 kN, highlighting the importance of accurately assessing the influence of stress states in structural design.

 Q22.107 (kN)30.475 (kN) Landing beam does not need to calculate stirup, arrange structural rebar ỉ6a150 at first quarter and ỉ6a200 at middle

TYPICAL FLOOR DESIGN

Load assign

Loads and load combinations is presented in chapter 3 in detail

Model analysis, interal force output

Use SAFE v16.0.2 to modelize and analyze internal force on typical slab

Figure 6-2 Slab modelizing in SAFE

Figure 6-5 Momen strip in direction X

Figure 6-6 Momen strip in direction Y

B30, Rb MPa ỉ>10: CB400-V: Rs = Rsc50 MPa ỉ

Tiêu đề	Fuji residence
Tác giả	Hoàng Thế Phong
Người hướng dẫn	PhD. Nguyễn Văn Hậu
Trường học	Ho Chi Minh City University of Technology and Education
Chuyên ngành	Civil Engineering
Thể loại	Đồ án
Năm xuất bản	2023
Thành phố	Ho Chi Minh City

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Số trang	142
Dung lượng	15,54 MB