(Luận văn) capstone project grand mercure apartment

OVERVIEW OF ARCHITECTURE

Construction introduction

In recent years, the trend of integration, industrialization, and modernization in the country has led to a significant shift towards constructing high-rise buildings to replace outdated low-rise structures in deteriorating residential areas This investment is essential for aligning with contemporary development trends and improving urban living conditions.

Therefore, Grand Mercure apartment building was born.

Situated in the Bac Ha District, the project boasts a stunning and open location that enhances the overall residential planning with a blend of harmony, modernity, and thoughtful design.

Urban infrastructure

- The work is located on the main road, convenient for the supply of materials and traffic outside the building.

- The electricity and water supply system in the region has been completed, meeting the requirements for construction.

The construction site is flat and free of any existing structures or underground utilities, making it ideal for efficient construction and effective planning of the overall project layout.

Architectural solution

- The work plan is rectangular with gouges, length 53.4m, width 36m, and construction land area is 1922.4m 2

The building features 20 floors, including a semi-basement, with the ground level set at 0.00m, which is 1.50m below the ground floor The basement is located at -1.50m, and the total height of the structure reaches 73.1m from the 0.00m level to the roof.

The basement features a centrally located elevator, surrounded by parking spaces It is designed with efficient arrangements for technical systems, including domestic water storage tanks, pumping stations, and wastewater treatment stations, to minimize pipeline length Additionally, it accommodates essential components like high voltage and low voltage stations, as well as a dedicated fan room.

- Ground floor: used as a supermarket to serve the needs of buying and selling, entertainment services for households as well as the general needs of the area.

- Floor 2 - 17: arrange apartments to serve the needs of living.

- Rooftop: layout of technical rooms, machines, air-conditioners, satellite equipment,

A simple ground solution that utilizes a spacious layout for apartment arrangements, combined with lightweight partition materials, allows for flexible space organization that aligns with current trends and preferences, while also enabling easy modifications in the future.

The design features a striking silhouette that ascends gracefully from the historic architecture below, blending modernity with a powerful yet gentle aesthetic This harmonious integration reflects the project's scale and significance in alignment with the nation's development strategy.

STUDENT: HUYNH GIA HUY ID: 17149016 1

CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

- Using and fully exploiting the modern features with large glass doors, outer walls are completed with water paint.

- Horizontal traffic in each unit is a corridor system.

The vertical transport system in the building includes a staircase and elevators, featuring a main commuter staircase and an emergency exit It is equipped with two primary elevators and one larger medical and service lift, all strategically located in the center of the structure The apartments are designed around this core, with corridors that minimize travel distance, ensuring convenience, efficiency, and proper ventilation throughout the living spaces.

Technical solution

- The system receives electricity from the general electrical system of the town into the house through the electric machine room.

- From here, electricity will be transmitted around the building through the internal grid.

- In addition, when there is a power failure you can immediately use a backup generator located in the basement to generate.

1.4.2 Water supply and sewerage system

Water is sourced from the regional supply system and directed into a basement water tank An automatic water pump system then distributes the water to each room via the main distribution network located near the service room.

- After being treated, the wastewater is fed into the area's general drainage system.

- Reinforced concrete (reinforced concrete) works with hollow brick walls that are both sound and heat insulation.

- Fireproof boxes are arranged along the corridor with CO2 cylinders.

- All floors have two stairs to ensure escape when there is a fire incident.

- In addition, there is a large fire protection lake on the top of the roof

- Option for the Dynasphire ball active air-termination system set up in the rooftop and the copper grounding system is designed to minimize the risk of lightning strikes.

Each floor's garbage is collected in discreet garbage chutes located in the basement, which lead to a designated waste removal area These chutes are designed to minimize odors and prevent environmental pollution, ensuring a clean and hygienic living space.

Climate characteristics of the construction area

Lao Cai experiences a tropical monsoon climate, characterized by variable weather patterns due to its inland location and complex terrain This results in significant temperature fluctuations, with daytime highs and lows that can be quite extreme For instance, in Sa Pa, temperatures can drop below 0°C, occasionally leading to snowfall.

- Lao Cai climate is divided into two seasons: the rainy season starts from April to

October, the dry season starts from October to March next year The average temperature is located in the highlands from 150C - 200C (particularly in Sa Pa from

140C - 160C and in no month it goes over 200C), the average rainfall is from 1,800mm

-> 2,000mm Average temperature is located in the low area from 230C - 290C, the average rainfall is from 1,400mm - 1,700mm.

Mist frequently blankets the province, often becoming quite dense in certain areas During severe cold spells, frost can develop in the high mountains and sheltered valleys, typically persisting for 2 to 3 days.

Design solutions

- Based on geological survey documents, architectural design documents, impact load on the works, the structure design plan is selected as follows:

- Slab method, Solid slab is concrete slab and beam combined

- Frame method, cast in place reinforced concrete wall

- Concrete used in the building is concrete with durability classes B25 and B20 with the following calculated parameters:

Software for use in analyzing and calculate

- Modeling of frame and slab of building: ETABS, SAFE, SAP

- Calculate reinforcement and foundation: Excel

Reference Viet Nam standard

- TCVN 2337-1995 Tải trọng và tác động.

- TCXD 229-1999 Tính toán thành phần động của tải gió.

- TCVN 5574-2018 Kết cấu bê tông cốt thép

- TCXD 198-1997 Nhà cao tầng bê tông toàn khối

- TCVN 9362-2012 Tiêu chuẩn thiết kế và nền nhà công trình.

- TCVN 10304-2014 Tiêu chuẩn thiết kế móng cọc.

- TCVN 9386-2012 Thiết kế công trình chịu tải động đất.

Structural solution

1.9.1 Choose preliminary section of slab

- Choose floor thickness depending on span and applied load.

- The slab thickness is determined by the empirical formula:1

- Whereas: m = (40 ÷ 45) for four-sided manifest, L i = 8m short side length of typical floor. h =1

1.9.2 Choose preliminary section of beam

Table 1.1: Preliminary section of beam

- Select the span of the main beam to calculate: L = 8000mm

1.9.3 Choose preliminary section of column

- Preliminary selection of column sizes is based on experience or approximate formula.

- Determine the vertical transmission area

- Preliminary total floor load, choose q = 1400 daN/m2.

- Count the number of floors on the section under consideration m

- Considering the impact of the horizontal load, the coefficient k, which varies depending on the column position.

- The column computation and section reselection will be performed again a again until the bearing capacity and architectural requirements are satisfied

 q i : distributed load on slab (live load + dead load)

 S i : is the transmission area of the floor to the column  q i (10÷15 daN/m 2 ) Choose qi = 14 daN/m 2

Table 1.2: Preliminary section of central column

Story A tr.tải Q Number N  A tt b h A c of choose floors m 2 daN/m 2 m daN cm 2 cm cm cm 2

Table 1.3: Preliminary section of edge column

Story Atr.tải Q Number N  A tt b h Ac of choose floors m 2 daN/m 2 m daN cm 2 cm cm cm 2

1.9.4 Choose preliminary section of core wall

- According to Article 3.4.1 of TCVN 198-1995, the thickness of the hard wall is not less than 150mm and not less than 1/20 of the floor height.

DESIGN OF STAIRCASE

Geometry of staircase and calculation free-body diagram

- Choose the staircase at axis D-E to calculate:

Table 2.1: General geometry of staircase

Height of Height of Number Height of Width of Length of story one flight of rises on each riser each each h  ht each

Figure 2.1: Layout of stair case

- Length of flight stair (Along with diagonal axis): L  L 1  L 2  3.6  2.4= 6 (m)

- Thickness of riser: Consider the plate of stair working on one-way,

- Choose the thickness of staircase slab:

CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET b=h

- Illustrate the incline angle of stair Tan   

Loading on staircase

Figure 2.2: Structure of landing Table 2.2: Structure component of the landing flight

Serial Structure factor b δ i  bt γi ni m m kN/m 3 kN/m

According to TCVN 2737:1995, Table 3, we have: p tc =3 kN/m 2

Loading factor 1.2 for the standard loading bigger than 2 kN/m 2 p tt  3.6 kN/m 2

Thickness of plaster Horizonta Diagonal l  (l  h )  cos

Table 2.3: Equivalent thickness of each structure layer

Width Thickness Unit weight Loading

Serial Structure factor δi γi gbt ni m m kN/m 3 kN/m

Total gravity uniform load combined riser: 0.27 kN/m 7.792

Table 2.4: Dead load on staircase slab

- Live load included of 2 main elements:

Distributed load on 1m long along with diagonal slab:

Dead load g tt Live load p tt

Serial Structure tt  g tt  p tt kN/m kN/m q kN/m

Analyze the modeling with ETAB

- The ladder works as a bending member.

Each individual must create their own calculation scheme, which will guide the construction process The relationship between the ladder and the beam, or the ladder and the wall, can be classified as either a joint connection (fixed or roller) or a mount, and this classification is a complex consideration that ultimately depends on the designer's concept.

- Calculation of staircase as same as the bending element h

 2,81  3  the connection between slab and beam is

- Check the ratio: d h 160 pinned connection s

- Connection at the supports of staircase not the fixed, not the spin only the middle of two these kinds so.

- We modeling used pinned and roller connection so we distributed moment shown below:

Figure 2.4: Dead load Figure 2.5: Live load

Figure 2.6: Moment diagram Figure 2.7: Shear diagram

Calculate reinforcement

2.4.1 Calculate reinforcement for landing and flight

STUDENT: HUYNH GIA HUY ID: 17149016 11 α M

- Moment in span: Mnh = 24.49 kNm

- The result of calculation was shown in table below: s

Table 2.6: Calculation reinforcement of flight

2.4.2 Calculate reinforcement for the beam of the landing and flight

- Note: For the landing beam is under reaction of flight so distributed load apply on main beam are reaction of flight and also the self-weight of beam.

- Choose preprimary section of beam b  h  200  400 mm

Figure 2.9: Free body diagram of beam D1

- Self-weigh of beam: g d  b d (h d  h s )n b  0.2  (0.4  0.18)  1.1 25  1.21kN/m

- Weigh of wall build on beam: g t  b t h t n t  0.1     1.1 18  2.97 kN/m

- Loading the ladder plate transmitted to the ladder beam in the form of the support reaction in each 1 wide meter strip, will be reduced to a uniform distribution:

+ Maximum shearing force of beam D1: tt 8 24.29  5.4 2

Figure 2.10: Moment diagram of beam D1

Figure 2.11: Shear force diagram of beam D1

 Reinforcement grade CB-400V → Rs = 350 Mpa

Table 2.7: Calculation reinforcement of beam D1

- The shear capacity of concrete:

- So must be calculate stirrup for beam

- Coefficient  w1 consider the effect of stirrup

- The beam is not damaged by primary compressive stress.

- Shear resistance of the belt:

- Shear resistance of the belt and concrete:

Q  4  (1   )R 2 q 151 kN > Q f bh max swb b 2 n bt 0 sw

- There is no need to calculate the shear reinforcement.

- So the layout of the reinforcement ỉ6a100 for the L/4, ỉ6a200 in middle with L/2

 E b , E s yuong modulus of reinforcement and concrete; a sw area of section reinforcement  R b , R bt Axial compressive stress of concrete; R sw tension stress of reinforcement

 Φ f is the coefficient of effect on the compression wing in the cross-section T; span of stirrup;

 φ n coefficient affected by axial force; φb3 = 0.6 with heavy concrete; φb2 = 2 with heavy concrete.

DESIGN OF ROOF WATER TANK

Architecture require

- The roof water tank provides water for the daily needs of the building.

- Roof water tank consists of 1 tank placed on the floor column system, at the position limited by the axis C'-B' and 3'-5'.

To estimate the water demand for an apartment building with 17 floors, where the second floor and above are designated for residential use, we calculate that there are 8 apartments on each floor With an average of 4 residents per apartment, the total population can be determined by multiplying the number of apartments by the number of floors and the average number of occupants.

Q  q Nk  150  544  1.35 / 1000  110.16 m 3 / day.night sh day /1000 max day night

- The size of the water tank: 3

The water tank is fully encased in concrete and features a lid, with a 600x600 mm access hole located at the corner for maintenance An automatic pumping system efficiently pumps water twice daily.

Data of calculation

- Water tanks are divided into three types:

→ With geometry of water tank a = 10 m; b = 6 m; h = 2 m  Low water tank

To accommodate the large span of roof water tanks exceeding 7 meters, it is essential to implement a girder system for both the cover plate and the bottom plate This approach effectively minimizes the thickness and deflection of the structure, ensuring enhanced stability and durability.

- Consider the cover slab to work like the floor plan Divide the cover slab into 3 floor tiles with dimensions of 2x6(m) and 6x6(m) respectively Preliminary selection of tank

100 cover thickness according to the following formula:  80

- In which l1 is length of shorter side, l1 = 5.4 m, l2 is length of longer side l2 = 6 m

→ Choose thickness of cover slab h bn = 120 mm

- Preliminary selection of the wall thickness of the tank wall according to the following

→ Choose thickness of water tank wall h  bt

- Preliminary selection of thickness of bottom slab

The bottom plate must support the weight of the concrete while withstanding a significant water pressure of 20 kN/m², necessitating effective anti-cracking and waterproofing measures Therefore, an appropriate thickness for the bottom plate is initially determined.

→ Choose thickness of bottom slab h bd = 150 mm 3.2.3 Material in used

 Concrete B25: Rb = 14.5 MPa, Rbt = 1.05 MPa, Eb = 30x10 3 MPa

 Steel CB400-V : R s = R sc = 350 MPa; R sw = 210 MPa; E s = 20x10 4 MPa.

 Steel CB240-T: Rs = Rsc = 240 MPa; Rsw = 170 MPa; Es = 21x10 4 MPa.

Calculation of cover slab

- The cover panel with the tank wall and has the following dimensions:

Figure 3.1: Loading transfer to cover slab

- Including the self-weight of the structural layers

Loading Material Thick γ Standard FS Effec

Table 3.1: Static loading of the slab

- The tank cover only has repair activities, no live load, we take the distributed live load as 0.75 kN/m 2 (TCVN 2737-1995).

- Effective fixed live load: p  1.3 0.75  0.975 kN/m 2

1.1 2 The cover plate works in 2 directions l 5.4

- Preliminary dimension of top cover panel beam: Dbn : 200  400 mm

- Consider hd/hb >3  the connection between slab and beam is fixed connection calculation of the cover plate in the form of a 4-sided mounting list (diagram 9).

Figure 3.2: Free-body diagram internal forces

- Maximum positive moment between span:

- Maximum negative moment between support:

- In which: αi1, αi2, β i1, β i2: are the coefficients looking up the table according to the diagram 9 and the ratio L 2 /L 1

- P is total pressure on slab: P  qL L

Table 3.2: Internal forces of cover panel

- Reinforced the checking hole 600 x 600 by 4ỉ12

Pos kN.m mm mm  a (mm 2 ) choose %

Calculation of wall plate

- The pressure chart has the shape of a triangle that increases with depth

- In the bottom of water tank (z = 2m): pn  n  h  np  10  2  1.1 

- Construction site placed in wind zone IA, so wind pressure:

- Level of the top water tank: z = 73.1 m

- Wind pressure constant throughout the height of the tank wall

- Inflow wind load: W  nW kc  1.2  0.55  1.549  0.6  0.613 kN/m 2 h 0

- Outflow wind load: Wd  nW0 kc  1.2  0.55  1.549  0.8  0.817 kN/m 2

Loading Material Thick γ Standard FS Effect

Table 3.4: Static loading of the wall plate

- Static loading of the slab with strip 1 m: N bt

- The wall is a structure subjected to compression and bending Compression force includes only the wall TLBT For simplicity in calculation, the wall is calculated as pure flexural member.

- Wall slab with length 10 m work on 1 direction.

- Wall slab with length 6 m work on 1 direction.

- The connection between the wall plate and the cap beam is joint connection

- The connection between the wall and the bottom beam is the fixed connection

 Since the sides are roughly the same size, just calculate for the 10 m side slab and the same layout for the 6 m side slab

- Load combination: Full filled water tank + Inflow wind load

- Internal forces be calculated by formula according to table 6 [KCBTCT tập 3 Võ Bá

Tầm] linear calculation result was solved by super position method ph ²/33.6 9qh²/128 M

- Maximum positive moment between span:

M n nhip nhip , gio nhip nuoc

- Maximum negative moment between support:

M n   6.14 kNm goi goi , gio goi nuoc

Pos (kNm) mm mm mm  m (mm 2 )  a (mm 2 )  tt %  sc %

Table 3.5: Reinforcement result of cover slab

Calculation of bottom slab

- The bottom slab is completely concreted with bottom beams, using the beam system

Figure 3.5: Bottom slab of water tank

Loading Material Thick γ Standard FS Effec

Table 3.4: Static loading of the slab

- Full filled water loading (h=2 m): p n  n    h  1.1  10  2  22 kN/m 2

bottom slab work on 2 directions

Figure 3.6: FBD of bottom slab

 Maximum positive moment between span:

 Maximum negative moment between support:

- In which: mi1, mi2, k i1, k i2 are the coefficients looking up the table according to the diagram 9 and the ratio L 2 /L 1

- P is total pressure on slab: P  qL L

Table 3.6: Internal forces of bottom panel

Pos kNm mm mm mm 2 a mm 2 % %

Table 3.7: Reinforcement result of bottom slab

Calculation of water tank beam system

 Loading of top cover beam:

Figure 3.7: Load transferring diagram of top cover

- Choose dimension of top cover beam is: B-1, B-2, B-3 (200x400)

- Self-weight of the beam g=  h d -h s  b  γ  n

- Loading on top cover beam

- DN2, DN3: Trapezoidal distributed load; DN1: Triangle distributed load

- Outflow wind load: W  nW kcB y

Shape DL LL IWL OWL kN/m kN/m

Table 3.8: Total loading on top cover beam system

 Loading of bottom slab beam:

- DD2, DD3: Trapezoidal distributed load; DD1: Triangle distributed load

 Self-weight of wall slab: g t  g bt  h  5.06  2  10.12 kN/m

Loading Material Thick γ Standard FS Effect

Table 3.9: Static loading of the wall plate

DL LL Wall IWL OWL kN/m

Table 3.10: Total loading on bottom cover beam system 3.6.2 Calculation internal forces

Students utilize Etabs 9.7.1 software to model spatial working beam systems, effectively addressing the complexities of these simultaneous beam systems.

Figure 3.13: Moment DN1 and DD1

Figure 3.16: Shear force DN1 and DD1

- Calculated of main reinforcement and stirrups all according to TCVN 5574:2018

- Verify shear resistance of concrete: Q  b3 (1  n )Rbt bho design

- Determine constructive span of stirrup:

200  Choose designed span of stirrup u  min(s ct ,s tt ,s max )

- Verify axial stress condition: Q  0.3  R b bh o w1 b1 no needed to calculate

Table 3.11: Reinforcement result of beam roof water tank

(kN) (mm) Stt (mm) Smax (mm) Sct (mm) Schọn (mm) 1/4L 1/2L

Check deflection and deformation of bottom slab

- The deflection of the four-sided clamp panel is calculated according to the following formula:   tc L 4 f q 1

  : Coefficient based on ratio of L 2

L 1 [Table appendix 17, Kết cấu bê tông cốt thép tập 3,

  0.0024728 evenly distributed on the bottom plate, q tc  20.54 kN/m 2

 D: Cylindrical stiffness , determined by the formula

- So the deflection of the bottom plate: f  0.002472820.53

- Because of slab with L

Tiêu đề	Capstone Project Grand Mercure Apartment
Tác giả	Huynh Gia Huy
Người hướng dẫn	Assoc. Prof. Tran Tuan Kiet
Trường học	Ho Chi Minh City University of Technology and Education
Chuyên ngành	Automotive Engineering
Thể loại	graduation project
Năm xuất bản	2023
Thành phố	Ho Chi Minh City

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