Capstone project tecco tower apartment

OVERVIEW OF ARCHITECTURE

Construction introduction

In recent years, the country has embraced integration, industrialization, and modernization, leading to a crucial shift from low-rise to high-rise buildings to revitalize degraded residential areas This trend has given rise to the Grand Mercure apartment building, a significant development in line with contemporary urban growth.

Situated in the picturesque Lao Cai city, the project boasts a prime 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 characterized by flat terrain, free from any existing structures or underground works, making it highly suitable for efficient construction and overall site planning.

Architectural solution

- The work plan is rectangular with gouges, length 56m, width 35.2m, and construction land area is 1971.2m 2

The building features 22 floors, including a semi-basement, with a height of 76.9 meters from the designated 0.00m level to the roof The 0.00m level aligns with the natural ground level, which is 1.50 meters lower than the ground floor The basement is situated at -1.50m.

The basement features a centrally located elevator, surrounded by parking spaces Technical systems, including domestic water storage tanks, pumping stations, and wastewater treatment stations, are strategically arranged to minimize pipeline length Additionally, the design incorporates essential components such as high voltage and low voltage stations, along with 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 straightforward ground solution that maximizes space for apartment arrangements, utilizing lightweight partition materials, allows for flexible organization in line with contemporary trends and preferences, and facilitates easy future modifications.

The structure features a striking design that ascends gracefully from traditional architecture, blending modern strength with a gentle aesthetic This impressive form reflects the project's scale and significance, aligning perfectly with the country's development strategy.

CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

STUDENT: NGUYEN TAM THUONG ID: 17129047 2

- 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 features a staircase with two sets of stairs, including a main commuter ladder and an emergency exit, alongside two primary elevators and a larger medical and service lift Centrally located, the elevators are surrounded by apartments, which are organized around a corridor to minimize travel distance, ensuring convenience, efficiency, and good ventilation throughout the structure.

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 stored in a basement water tank An automatic pump system then distributes the water to each room via the main pipeline located near the service area.

- 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 has a designated garbage chute located in the basement, complete with a waste removal section These garbage chutes are thoughtfully designed to minimize odors and prevent environmental pollution.

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 notable occurrences such as daytime highs and lows, and even instances of snowfall in Sa Pa, where temperatures can drop below 0°C.

- 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 15 0 C - 20 0 C (particularly in Sa Pa from

14 0 C - 16 0 C and in no month it goes over 20 0 C), the average rainfall is from 1,800mm -

> 2,000mm Average temperature is located in the low area from 23 0 C - 29 0 C, the average rainfall is from 1,400mm - 1,700mm

Mist is prevalent across the province, often appearing very thick in certain areas During severe cold spells, frost can be observed in the high mountains and sheltered valleys, typically lasting 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:

- Whereas: m = (40 ÷ 45) for four-sided manifest, Li = 8.4m short side length of typical floor

1.9.2 Choose preliminary section of beam

Table 1.1: Preliminary section of beam

Type of beam Height h Width b

- Select the span of the main beam to calculate: L = 8800mm

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 c b

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

✓ qi: distributed load on slab (live load + dead load)

✓ Si: is the transmission area of the floor to the column

✓ qi (10÷15 daN/m 2 ) Choose qi = 14 daN/m 2

Table 1.2: Preliminary section of central column

Story Atr.tải Q Number of floors

N  A tt b h Ac choose m 2 daN/m 2 M daN cm 2 cm cm cm 2

Table 1.3: Preliminary section of edge column

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

- Wall size: V - (1500mm × 1500mm × 300mm)

Story Atr.tải Q Number of floors

N  A tt b h Ac choose m 2 daN/m 2 m daN cm 2 cm cm cm 2

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 one flight v 2 h = ht

Number of rises on each flight n

- Length of flight stair (Along with diagonal axis): L= +L 1 L 2 =3.6 2.2= 5.8 (m)+

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

- Choose the thickness of staircase slab: 180 mm

Figure 2.1: Layout of stair case

STUDENT: NGUYEN TAM THUONG ID: 17129047 8 h 500 b= (166.6

- Illustrate the incline angle of stair Tan ( ) 1800 26 34 ' 0.891

Loading on staircase

Table 2.2: Structure component of the landing flight

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

- Loading factor 1.2 for the standard loading bigger than 2 kN/m 2

3.6 kN/m2 p tt CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

Thickness of granite layer Thickness of plaster Thickness of brick layer b td h cos 2

Table 2.3: Equivalent thickness of each structure layer

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:

- p tcn =p 1 cos tc m  =  3 1 0.891=2.7 kN/m ttn tt m p =p 1 cos =3.6 1 0.891 3.24 kN/m  CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

Serial Structure Dead load g tt kN/m

Total load tt tt tt q =g +p kN/m

Analyze the modeling with ETAB

- The ladder works as a bending member

Each individual must establish their own calculation scheme, which will guide the construction process The determination of whether the connection between the ladder and the beam, or the ladder and the wall, is a joint (fixed or roller) or mount is a complex issue that relies heavily on the designer's conceptual approach.

- Calculation of staircase as same as the bending element

2,5 3 180 d s h h = =  the connection between slab and beam is pinned connection

- 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

STUDENT: NGUYEN TAM THUONG ID: 17129047 11 span max

Calculate reinforcement

2.4.1 Calculate reinforcement for landing and flight

Figure 2.6: Moment diagram Figure 2.7: Shear diagram

STUDENT: NGUYEN TAM THUONG ID: 17129047 12 b b o m 2 m s m R R b b o s ξγ R bh α = M , ξ = 1- 1-2α , A = , , γ R bh R      

- Moment in span: Mnh = 24.49 kNm

- Checking reinforcement content: min max

 =  =  = R =   - The result of calculation was shown in table below:

As mm 2 μ % Choose Asbt mm 2

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 0 400 mm

Figure 2.9: Free body diagram of beam D1

( ) 0.2 (0.4 0.18) 1.1 25 1.21kN/m d d d s b g =b h −h n =  −   CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

- Weigh of wall build on beam:

0.1 1.1 18 2.77 kN/m t t t t g =b h n = ( − )  - 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:

M = =  + Maximum shearing force of beam D1: max 24.29 5.6

Figure 2.11: Shear force diagram of beam D1

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

Figure 2.10: Moment diagram of beam D1

= = = → Choose 214 have As ch =3.08 cm 2

As cm 2 μ % Choose Asbt cm 2

Table 2.7: Calculation reinforcement of beam D1

- The shear capacity of concrete:

 + + =      - So must be calculate stirrup for beam

- Coefficient  w 1 consider the effect of stirrup to axis

Q   R bh =       - The beam is not damaged by primary compressive stress

- Shear resistance of the belt: w 175 2 28.3

= =   - Shear resistance of the belt and concrete:

Q =  + + R bh q - 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

✓ Eb, Es Elastic modulus of reinforcement and concrete; asw area of section reinforcement

✓ Rb, Rbt Axial compressive stress of concrete; Rsw tension stress of reinforcement

✓ Φf is the coefficient of effect on the compression wing in the cross-section T; span of stirrup;

✓ φn 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'

The preliminary calculation of water demand for the apartment building, which consists of 19 floors, indicates that the second floor and above are designated for residential apartments With 8 apartments on each floor and an average of 4 residents per apartment, this results in a significant population requiring water supply throughout the building.

- Average water consumption: q sh 0 1/person.day.night

3 max day night sh day /1000 150 608 1.35 /1000 123.12 m /

- The size of the water tank: V = LBH =   =6 11 2 132 m /day.night 3

The water tank is fully constructed from concrete and features a sealed lid Access to the tank is provided through a 600x600 mm opening located at the corner An automatic pumping system efficiently pumps water from the tank twice daily.

Data of calculation

- Water tanks are divided into three types:

→ With geometry of water tank a = 11 m; b = 7 m; h = 2 m → Low water tank

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

To optimize the design of the cover slab, treat it as a floor plan by dividing it into three distinct floor tiles measuring 2.8x6 meters and 5.4x6 meters For the initial selection of the tank cover thickness, utilize the specified formula to ensure structural integrity and performance.

- In which l1 is length of shorter side, l1 = 5.4 m, l2 is length of longer side l2 = 6 m bn h 1 (5400 6000) (110 137) mm

→ Choose thickness of cover slab h bn = 120 mm

- Preliminary selection of the wall thickness of the tank wall according to the following formula: bt bt min

→ Choose thickness of water tank wall h bt = 150mm

- Preliminary selection of thickness of bottom slab

The bottom plate is crucial as it supports the weight of the concrete and withstands significant water pressure of 20 kN/m² at a depth of 2 meters To ensure durability and prevent cracking, as well as to provide effective waterproofing, an appropriate thickness for the bottom plate must be carefully determined.

→ Choose thickness of bottom slab h bd = 150 mm

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

✓ Steel CB400-V : Rs = Rsc = 350 MPa; Rsw = 210 MPa; Es = 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

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 l =5.4 =  →The cover plate works in 2 directions

- 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 L2/L1

- P is total pressure on slab: P=qL L1 2 =(g+p L L) 1 2

Table 3.2: Internal forces of cover panel

 =  =  =  =  - Reinforced the checking hole 600 x 600 by 4ỉ12 b s b o s

 m  Choose As As choose 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): p n =    n h n p =  10 2 1.1 22 kN/m= 2

- Construction site placed in wind zone IA, so wind pressure: W o =0.55 kN/m 2

- Level of the top water tank: z = 76.9 m

- Wind pressure constant throughout the height of the tank wall

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

- Outflow wind load: W d =nW kc 0 =1.2 0.55 1.549 0.8   =0.817 kN/m 2

Table 3.4: Static loading of the wall plate

- Static loading of the slab with strip 1 m: N bt =glb=5.06 1.8 1  =9.11 kN

- 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

- Maximum positive moment between span:

2.77 kNm 33.6 128 33.6 128 n nhip nhip gio nhip nuoc p h Wh

- Maximum negative moment between support:

15 8 15 8 n goi goi gio goi nuoc p h Wh

 tt %  sc % (kNm) Mm mm mm (mm 2 )  a (mm 2 )

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

Table 3.4: Static loading of the slab

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

1.2 2 l = =5  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 L2/L1

- P is total pressure on slab:P=qL L1 2 =(g+p L L) 1 2

Table 3.6: Internal forces of bottom panel

% 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:

- Self-weight of the beam

- Loading on top cover beam

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

- Inflow wind load: W h =nW kcB 0 x =1.2 0.55 1.546 0.6 6    =3.67 kN/m

- Outflow wind load: W d =nW kcB 0 x =1.2 0.55 1.546 0.8 6    =4.89 kN/m

- Inflow wind load: W h =nW kcB 0 y =1.2 0.55 1.546 0.6 11    =6.73 kN/m

- Outflow wind load: W d =nW kcB 0 y =1.2 0.55 1.546 0.8 11    =8.97 kN/m

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

Table 3.9: Static loading of the wall plate

DL LL IWL OWL kN/m

Table 3.10: Total loading on bottom cover beam system

- In fact, these beam systems work at the same time, so students solve the problem of spatial working beam systems by modeling the frame system with Etabs 9.7.1 software

Figure 3.9: Modeling of water tank

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 )R bh bt o arrange constructive of design

- Determine constructive span of stirrup:

In span ẳ L: h450,s ct =min (h / 2;150); h450,s ct =min(h / 3;300)

In span ẵ L: h300,s ct =min(3h / 4;500);h200 no needed to calculate

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

- Verify axial stress condition:Q0.3  w1 b1 R bh b o

Table 3.11: Reinforcement result of beam roof water tank

Axial stress condition (kN) (mm)

(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:

✓  : Coefficient based on ratio of 2

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

✓ q c : standard load evenly distributed on the bottom plate,q tc 54 kN/m 2

✓ D: Cylindrical stiffness , determined by the formula

- So the deflection of the bottom plate:

- Because of slab with L 5σn gl

- The settlement of the foundation is calculated according to the formula:

S = 0.08 cm < [Sgh] = 8 cm → Satisfied settlement condition

6.5.4 Checking punching shear condition of pile cap

- Height of pile cap: hd = 2m

- Working height of pile cap: ho = 2000 - 100 – 60 = 1840(mm)

- Punching shear force: P xt R u h bt m o h o

- C is the projection length of the side face of the compression tower to the horizontal bc

✓ S: distance between centers of pile

- Punching shear force: tt xt xt tb

The average circumference of the upper and lower sections of a perforated compression tower, formed during the process of compressed perforation, is denoted as um This value is calculated within the working height of the section, reflecting the dimensions and efficiency of the tower's design.

• Checking pile reaction on pile cap

- Settlement of single pile following to the formula B.1 – Appendix B- TCVN 10304:2014:

= 1 = The load acted on pile (kN)

✓ E: Young modulus of the material pile (kN/m 2 ) pile 3

= = Figure 6.5: End pile reaction of foundation F1

→ The pile is not plucked

Figure 6.6: Moment on X-direction Figure 6.7: Moment on Y-direction

M/1m (KNm) b (mm) h (mm) As (cm 2 ) Choose As choose

Table 6.9: Reinforcement result for foundation F1

Story Point Load FX FY FZ MX MY MZ

BASE 35 Comb1 7.2933 -0.9981 26613.7193 -5.2692 -3.345 0.0136 BASE 35 Comb7 100.3154 -2.8386 26310.1801 10.845 783.2043 0.3267 BASE 35 Comb12 72.4454 -104.3393 26307.9803 852.9737 547.2059 0.2301

Table 6.10: Reaction forces column C12 foundation F2

6.6.2 Verify number of pile for foundation F2

- Total axial force applied on foundation F2: Ntt = 26613.7193 kN

- Preliminary selection for number of piles: tt pile c,d

- Selection of geometry of pile cap and depth:

- Geometry of pile cap: Bpcap × Lpcap × Hpcap = 4.4 m × 6.8 m × 2 m

- Depth of foundation F2: Hmax tt = 69.57 KN tt o m min d h h 0.7tg(45 ) 2H

 = 1.75 m hm = 4.5 m > hmin = 1.75 m → Satisfied low depth pile foundation

- Total axial loading lean on bottom of pile cap

- Determine the values of pmax(j) and pmin(j): y max x max max,min 2 2 coc i i

✓ n: number of pile in foundation, n = 24

✓ W: average weight of pile cap and soil at depth Df

W = Bd × Ld × Df × td = 4.4 × 6.8 × 1.5 × 25 = 1122 kN

✓ Mx: moment rotate around x-axis

✓ My: moment rotate around y-axis

✓ xi: pile coordinates according to x-axis

✓ yi: pile coordinates according to y-axis

→ Satisfied single-pile bearing capacity condition

- Considering the influence of pile group

✓ n1,n2: the number of row in group and the number of pile each row, n1 = 6, n2 = 4

✓ s: the distance between center of piles, s = 1.2(m)

 = −   - Allowable bearing capacity of pile group a (n hom) a

6.6.3 Verify strength condition and settlement

- Average friction angle of each soil layers :

- Dimension of conventional foundation block:

STUDENT: NGUYEN TAM THUONG ID: 17129047 104 o qu qu d c tb

= = − +  = − +    - Area of conventional foundation block:

Checking the stable condition of the ground at the bottom of the conventional foundation block

Standard load capacity of the ground at the base of the conventional block foundation (According to TCVN 9362 – 2012) tc 1 2 *

II qu II f c II tc

✓  II * : average volumetric weight of soil from ground to the bottom of the conventional foundation block

✓  = II 19.901: volumetric weight of ground at the bottom of the conventional foundation block (layer 3)

✓  = II 22 49 ' o → A = 0.61, B = 3.44, D = 6.04 (look up table 14 TCVN 9362:2012)

Standard pressure at the bottom of the conventional block: tc tc tc qu x y max,min qu x y

The total vertical force acting on the base of a conventional block foundation, denoted as N_tc, encompasses several components: the compressive force from the structure, the weight of the tower, the weight of the pile, and the overall compressive force from the structure This cumulative force is quantified as N_tc = 26,613.22 kN.

= = 72 + Weight of pile cap: Wd tc =Vdai BTCT =4.4 6.8 2 25 1496 kN   = ( )

+ Weight of pile: Wcoc tc $ q cocLc$ (25 0.4 0.4) 29.5    (32 kN( )

+ Weight of soil layer 1 above pile cap: tr

+ Weight of soil layer 1 under the bottom of pile cap:

Total load: Nqu tc G532.15 kN( )

→ Satisfied the ground stability condition, the foundation is still working in an elastic state

Determine settlement of assuming foundation

- The self-soil pressure of the bottom of assuming foundation block: σo bt = 547.6 kN/m 2

- The stress causing settlement at the bottom of assuming foundation block :

- σo gl = ptc tb - σo bt = 635.265- 547.6= 86.665 kN/m 2

To analyze the settlement of a conventional foundation block, the soil layer beneath is segmented into multiple layers, each with a thickness of 1 meter The stress causing settlement is calculated until the condition σ_n_bt ≥ 5σ_n_gl is met, indicating the point at which settlement ceases The parameter koi is determined by referencing a table based on the ratio of qu to qu.

Pos Z (m) Z/B K0 σibt σigl E σibt/σigl Si kN/m 2 kN/m 2 kN/m 2

Table 6.11: Settlement result of foundation F2

- At a depth of 4 m from the foundation, then σn bt > 5σn gl

- C is the projection length of the side face of the compression tower to the horizontal

= − − - In which: S: distance between centers of pile

The average value of the circumference at the upper and lower bottoms of a perforated compression tower, formed during the compression process, is represented by Rbt = 1.05 for Concrete grade B25 This measurement is taken within the working height of the section, ensuring accurate assessments of structural integrity and performance.

Examinate pile reaction on pile cap

- Settlement of single pile following to the formula B.1 – Appendix B- TCVN10304:2014:

= 1 3 = The load acted on pile (kN)

= = CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET

Figure 6.9: End pile reaction of foundation F2

BASE 36 Comb7 -59.3764 -1.3058 20412.346 4.1953 902.4408 0.3267 BASE 36 Comb13 -87.7634 100.6356 20199.7785 -845.8837 666.8293 0.2354 BASE 36 Comb12 -87.7598 -102.6087 20198.774 848.7759 666.8259 0.2301

- Preliminary selection for number of piles:

- Depth of foundation F3 with Hmax tt = 149.47 KN tt o m min d h h 0.7tg(45 ) 2H

W = Bpcap × Lpcap × Hpcap × γpcap = 4.6×5.8×2×25 = 1334 kN

W = Bd × Ld × Df × td = 4.6 × 5.8 × 1.5 × 25 = 1000.5 kN

✓ yi: pile coordinates according to y-axis min 2 2 2 ( )

- Dimension of conventional foundation block: o qu qu d c tb

II qu II f c II tc

The total vertical force acting on the base of a conventional block foundation, denoted as N_tc, encompasses the compressive force from the structure, the weight of the tower, the weight of the pile, and the overall compressive force from the structure This results in a calculated force of N_tc = 20412.3 kN and N_tt = 17010.292 kN.

= = 5+ Weight of pile cap: Wd tc =Vdai BTCT =4.6 5.8 2 25 1334 kN   = ( )

+ Weight of pile: W coc tc = 18 q coc L c = 18 (25 0.4 0.4) 29.5   !24 kN( )

Total load: Nqu tc C726.32 kN( )

- The stress causing settlement at the bottom of assuming foundation block : σo gl = σtc tb - σo bt = 558.24- 547.6= 10.64 kN/m 2

To ensure stability in conventional foundation blocks, divide the bottom soil layer into multiple segments, each with a thickness of 1 meter Calculate the stress responsible for settlement until the condition σ n bt ≥ 5σ n gl is met, indicating the point at which settlement ceases.

 =  : settlement stress at the bottom of the second layer i koi:Look up table according to ratio of qu qu

B = 15 Positiion Z (m) Z/B K0 σibt σigl E σibt/σigl Si kN/m 2 kN/m 2 kN/m 2

STUDENT: NGUYEN TAM THUONG ID: 17129047 112 bc

The average value of the circumference at the upper and lower ends of a perforated compression tower, formed during the compression process, is represented by Rbt = 1.05 for concrete grade B25 This measurement is taken within the working height of the section, ensuring accurate assessment of the structural integrity.

- The pile is not plucked

Table 6.15: Reinforcement result for foundation F3 Figure 6.14: Moment on X-direction Figure 6.15: Moment on Y-direction

Story Pier Load Loc FX FY FZ MX MY

BASE V8 COMB7 Bottom 368.1685 -1.3751 44708.265 -0.101 56.8239 BASE V8 COMB2 Bottom 371.86 6.6812 43473.6478 20.6692 8.1574 BASE V8 COMB5 Bottom 335.0873 -6.3037 41843.284 -21.206 22.5751

Table 6.16: Reaction result of core wall

6.8.2 Verify number of pile for pit foundation and arrangement

- Total axial force applied on foundation Ntt = 44708.265 kN

- Preliminary selection for number of piles: tt pile tk

Figure 6.16: Layout of pit foundation

- Geometry of pile cap: Bđ × Lđ × Hđ = 5.6 m × 9.2 m × 2 m

- Depth of pit foundation with Hmax tt = 1069.2 kN tt o m min d h h 0.7tg(45 ) 2H

- Average friction angle of each soil layers:

- Length of expanding span: tb x Lcoc tan

- Length, width of assuming foundation:

Checking pressure on bottom of assuming foundation

- Total standard loading lean on bottom of assuming foundation tt tc N

- Section modulus of assuming foundation

- Height of assuming foundation: Haf = 33 m

- Cross section area of assuming foundation: A af = L B af af =145.6 m 2

- Mass of soil in the conventional foundation block at the bottom of the platform and on the platform: W pcap =A af z i  = ' i 82981 kN

- Weight of pile: W pile =n pile bt  A L pile pile H00 kN

- Weight of pile cap: W pcap =  bt h pcap A pcap = 2576 kN

- Weight of soil: W dc =  1 h A d d +n A c c h i  = ' i 3475.8 kN

- Total weight of assuming foundation: Waf = Wd + Wpile + Wpcap - Wdc = 86881.2 kN

- Loading on bottom of assuming foundation:N tc d = N tc +W qu 528.75 kN

- Standard pressure at the bottom of assuming foundation tc tc tc qu y tc x max qu qu x y

 = + + +  919.1 kN/m 2 tc tc tc qu y tc x min qu qu x y

 = + − −  707.8 kN/m 2 tc tc tc tb ( max min) / 2

- Soil bearing capacity under pile tip

=     +    +  In which: tc 2 tc 2 max tc 2 min tc 2 tc 2 tb

Thus, the ground under the conventional foundation block satisfies the condition of stability

- The self-soil pressure of the bottom of assuming foundation block:σo bt = 547.6 kN/m 2

- The stress causing settlement at the bottom of assuming foundation block : σo gl = σtc tb - σo bt = 863.4 – 547.6 = 315.8 kN/m 2

To analyze the soil layer beneath a conventional foundation block, divide it into multiple layers, each with a thickness of 1 meter Calculate the stress leading to settlement until the condition σ n bt ≥ 5σ n gl is met, indicating the point at which settlement ceases The relationship for this calculation is expressed as bt bt i i 1 − ihi.

 =   : settlement stress at the bottom of the second layer i koi:Look up table accoring to ratio of qu qu

B Pos Z (m) Z/B K0 σibt σigl E ibt/σigl Si kN/m 2 kN/m 2 kN/m 2

Table 6.17: Settlement result of pit assume foundation

- At a depth of 10.5 m from the foundation, then σn bt > 5σn gl

✓ EYoung modulus of the material pile (kN/m 2 ) pile

- The spring stiffness: Q a 1369 k 136 kN/mm

Table 6.18: Reinforcement result for pit foundation

Design of foundation F1

BASE 32 Comb7 263.5656 -2.8234 15506.9 18.6506 661.3107 0.3267 BASE 32 Comb13 236.2067 100.781 15418.33 -834.54 424.9316 0.2354 BASE 32 Comb12 236.2027 -104.823 15417.52 858.1027 424.9338 0.2301

- Total axial force applies on foundation F1: Ntt = 15506.9 kN

- Total axial loading lean on pile cap

W = Bd × Ld × Df × td = 3.2 × 5.6 × 1.5 × 25 = 672 kN

- Considering the influence of pile group :

 = −   - Allowable bearing capacity of pile group a (n hom) a

6.5.3 Verify strength condition and settlement:

• Checking the stable condition of the ground at the bottom of the conventional foundation block

- Standard load capacity of the ground at the base of the conventional block foundation

II qu II f c II tc

- Standard pressure at the bottom of the conventional block:

STUDENT: NGUYEN TAM THUONG ID: 17129047 98 tc tc tc qu x y max,min qu x y

The total vertical force acting on the base of a conventional block foundation, denoted as N_tc, comprises several components: the compressive force from the structure, the weight of the tower, the weight of the pile, and the overall compressive force from the structure This results in a calculated force of N_tc = 15506.12922 kN.

= 1.2 = + Weight of pile cap: Wd tc =Vdai BTCT =3.2 5.6 2 25   6 kN( )

+ Weight of pile: Wcoc tc = 15 qcocLc= 15 (25 0.4 0.4) 29.5 1770 kN   = ( )

- Total load: Nqu tc 1874.21 kN( )

- The self-soil pressure at the bottom of conventional foundation block:

- The stress causing settlement at the bottom of assuming foundation block:

( ) tc 2 gl ptb bt 574.285 547.6 26.685 kN / m

- Devide the soil layer under the pile tip (layer 3) into elemental layers with thickness 2m

- We calculate settlement by the method of settlement addition of elemental layers: n n   li 2i i i i 1 i 1 li e e

- Geological statistics show that the soil layers have deformation modulus less than 5 MPa, so the position where settlement stops can be:    bt 5 gl

✓  = gl i k oi  gl z o = : settlement stress at the bottom of the second layer i

✓ koi:Look up table according to ratio of qu qu

B Figure 6.4: E-P chart of soil layer 3

Location Z (m) Z/B K0 σibt σigl E σibt/ σigl Si kN/m 2 kN/m 2 kN/m 2

- C is the projection length of the side face of the compression tower to the horizontal bc

✓ S: distance between centers of pile

The average value of the circumference at both the upper and lower sections of a perforated compression tower is denoted as "um." This measurement is taken during the compressed perforation process and is relevant within the working height of the section.

• Checking pile reaction on pile cap

= = Figure 6.5: End pile reaction of foundation F1

BASE 35 Comb1 7.2933 -0.9981 26613.7193 -5.2692 -3.345 0.0136 BASE 35 Comb7 100.3154 -2.8386 26310.1801 10.845 783.2043 0.3267 BASE 35 Comb12 72.4454 -104.3393 26307.9803 852.9737 547.2059 0.2301

W = Bd × Ld × Df × td = 4.4 × 6.8 × 1.5 × 25 = 1122 kN

- Dimension of conventional foundation block:

STUDENT: NGUYEN TAM THUONG ID: 17129047 104 o qu qu d c tb

II qu II f c II tc

The total vertical force acting on the base of a conventional block foundation, denoted as N_tc, encompasses the compressive force from the structure, the weight of the tower, the weight of the pile, and the overall compressive force from the structure, resulting in a calculated value of N_tc = 26613.22178 kN.

= = 72 + Weight of pile cap: Wd tc =Vdai BTCT =4.4 6.8 2 25 1496 kN   = ( )

+ Weight of pile: Wcoc tc $ q cocLc$ (25 0.4 0.4) 29.5    (32 kN( )

Total load: Nqu tc G532.15 kN( )

- The stress causing settlement at the bottom of assuming foundation block :

- σo gl = ptc tb - σo bt = 635.265- 547.6= 86.665 kN/m 2

To analyze the soil layer beneath a conventional foundation block, it is essential to divide it into multiple layers, each with a thickness of 1 meter The objective is to calculate the stress responsible for settlement until reaching the condition where the vertical stress at the bottom of the block (σ n bt) is greater than or equal to five times the vertical stress at ground level (σ n gl) This calculation will help determine the position where settlement ceases, utilizing the coefficient koi derived from a lookup table based on the ratio of qu to qu.

Pos Z (m) Z/B K0 σibt σigl E σibt/σigl Si kN/m 2 kN/m 2 kN/m 2

The Rbt value for Concrete grade B25 is 1.05, representing the average circumference of the upper and lower sections of a perforated compression tower during compressed perforation This measurement is taken within the working height of the section.

- Settlement of single pile following to the formula B.1 – Appendix B- TCVN10304:2014:

= 1 3 = The load acted on pile (kN)

Figure 6.9: End pile reaction of foundation F2

BASE 36 Comb7 -59.3764 -1.3058 20412.346 4.1953 902.4408 0.3267 BASE 36 Comb13 -87.7634 100.6356 20199.7785 -845.8837 666.8293 0.2354 BASE 36 Comb12 -87.7598 -102.6087 20198.774 848.7759 666.8259 0.2301

- Preliminary selection for number of piles:

- Depth of foundation F3 with Hmax tt = 149.47 KN tt o m min d h h 0.7tg(45 ) 2H

W = Bpcap × Lpcap × Hpcap × γpcap = 4.6×5.8×2×25 = 1334 kN

W = Bd × Ld × Df × td = 4.6 × 5.8 × 1.5 × 25 = 1000.5 kN

✓ yi: pile coordinates according to y-axis min 2 2 2 ( )

II qu II f c II tc

The total vertical force acting on the base of a conventional block foundation, denoted as N_tc, encompasses the compressive force from the structure, the weight of the tower, the weight of the pile, and the structural compressive force The calculated values are N_tc = 20412.3 kN and N_tt = 17010.292 kN.

= = 5+ Weight of pile cap: Wd tc =Vdai BTCT =4.6 5.8 2 25 1334 kN   = ( )

+ Weight of pile: W coc tc = 18 q coc L c = 18 (25 0.4 0.4) 29.5   !24 kN( )

Total load: Nqu tc C726.32 kN( )

- The stress causing settlement at the bottom of assuming foundation block : σo gl = σtc tb - σo bt = 558.24- 547.6= 10.64 kN/m 2

To ensure stability in conventional foundation blocks, divide the soil layer beneath into multiple layers, each with a thickness of 1 meter Calculate the stress responsible for settlement until the condition σ n bt ≥ 5σ n gl is met, indicating the point at which settlement ceases.

 =  : settlement stress at the bottom of the second layer i koi:Look up table according to ratio of qu qu

B = 15 Positiion Z (m) Z/B K0 σibt σigl E σibt/σigl Si kN/m 2 kN/m 2 kN/m 2

STUDENT: NGUYEN TAM THUONG ID: 17129047 112 bc

The average value of the circumference of the upper and lower sections of a perforated compression tower, formed during compressed perforation, is represented by Rbt = 1.05 for concrete grade B25 This measurement is crucial within the working height of the section, ensuring structural integrity and performance.

Table 6.15: Reinforcement result for foundation F3 Figure 6.14: Moment on X-direction Figure 6.15: Moment on Y-direction

Design of pit foundation

Story Pier Load Loc FX FY FZ MX MY

BASE V8 COMB7 Bottom 368.1685 -1.3751 44708.265 -0.101 56.8239 BASE V8 COMB2 Bottom 371.86 6.6812 43473.6478 20.6692 8.1574 BASE V8 COMB5 Bottom 335.0873 -6.3037 41843.284 -21.206 22.5751

Table 6.16: Reaction result of core wall

6.8.2 Verify number of pile for pit foundation and arrangement

- Total axial force applied on foundation Ntt = 44708.265 kN

- Preliminary selection for number of piles: tt pile tk

Figure 6.16: Layout of pit foundation

- Geometry of pile cap: Bđ × Lđ × Hđ = 5.6 m × 9.2 m × 2 m

- Depth of pit foundation with Hmax tt = 1069.2 kN tt o m min d h h 0.7tg(45 ) 2H

- Average friction angle of each soil layers:

- Length of expanding span: tb x Lcoc tan

- Length, width of assuming foundation:

Checking pressure on bottom of assuming foundation

- Total standard loading lean on bottom of assuming foundation tt tc N

- Section modulus of assuming foundation

- Height of assuming foundation: Haf = 33 m

- Cross section area of assuming foundation: A af = L B af af =145.6 m 2

- Mass of soil in the conventional foundation block at the bottom of the platform and on the platform: W pcap =A af z i  = ' i 82981 kN

- Weight of pile: W pile =n pile bt  A L pile pile H00 kN

- Weight of pile cap: W pcap =  bt h pcap A pcap = 2576 kN

- Weight of soil: W dc =  1 h A d d +n A c c h i  = ' i 3475.8 kN

- Total weight of assuming foundation: Waf = Wd + Wpile + Wpcap - Wdc = 86881.2 kN

- Loading on bottom of assuming foundation:N tc d = N tc +W qu 528.75 kN

- Standard pressure at the bottom of assuming foundation tc tc tc qu y tc x max qu qu x y

 = + + +  919.1 kN/m 2 tc tc tc qu y tc x min qu qu x y

 = + − −  707.8 kN/m 2 tc tc tc tb ( max min) / 2

- Soil bearing capacity under pile tip

=     +    +  In which: tc 2 tc 2 max tc 2 min tc 2 tc 2 tb

Thus, the ground under the conventional foundation block satisfies the condition of stability

- The self-soil pressure of the bottom of assuming foundation block:σo bt = 547.6 kN/m 2

- The stress causing settlement at the bottom of assuming foundation block : σo gl = σtc tb - σo bt = 863.4 – 547.6 = 315.8 kN/m 2

To analyze the soil layer beneath a conventional foundation block, divide it into multiple layers, each with a thickness of 1 meter Calculate the stress responsible for settlement until the condition σ n bt ≥ 5σ n gl is met, indicating the point at which settlement ceases This requires evaluating the relationship between the base thickness (bt) and the individual layer thickness (hi) across all layers.

 =   : settlement stress at the bottom of the second layer i koi:Look up table accoring to ratio of qu qu

B Pos Z (m) Z/B K0 σibt σigl E ibt/σigl Si kN/m 2 kN/m 2 kN/m 2

Table 6.17: Settlement result of pit assume foundation

- At a depth of 10.5 m from the foundation, then σn bt > 5σn gl

✓ EYoung modulus of the material pile (kN/m 2 ) pile

- The spring stiffness: Q a 1369 k 136 kN/mm

Table 6.18: Reinforcement result for pit foundation

CONSTRUCTION METHODS

Preparing machinery for construction

The main types of construction machinery and means are as follows:

+ Theodolite: locate the heart, the core of the work

+ Concrete mixer: for small block concrete

+ For large concrete blocks, we use commercial concrete

+ Steel cutting machine, steel bending machine

+ Using Hoa Phat formwork combined with wood formwork

+ Standard anti-iron tree and with anti-wood tree, scaffolding, anti-steel tree, screws, link lock, anchor bar, and auxiliary wood materials

- In addition, it is necessary to equip more hoists and tower cranes when carrying out the construction of overhead works

- Building fences around the works to ensure security and order and prevent theft of materials and machines in the works

- Danger signs should be placed at power stations, and there must be a department specializing in handling electrical problems

Ensure comprehensive labor protection tools are available for construction site workers while also equipping them with essential documents and knowledge related to occupational safety and health.

When planning underground installations, it is essential to include an insulating cover Additionally, overhead power lines must be positioned to avoid obstructing work vehicles, ensuring proper height signage is displayed It is also crucial to maintain a safe distance from construction areas to prevent any hazards.

Excavation activity

Figure 7.2: Detail plan of foundation F1

✓ Clearing ground, clearing, clearing and leveling pits and ditches

✓ Move the graves on the ground, if any (there is a sacred place, there is a healthy diet)

✓ Cut trees, dig up roots, plants…

- Supply and arrange adequate water and electricity system for the construction process

7.2.3 Calculation and establish construction method:

- When digging, there are 2 options: manual and mechanized (by machine)

→ Because of the large volume of earth excavation, the mechanical excavation option should be chosen

→ Still have to coordinate manual digging with the following works:

- With the above method, it takes advantage of the work of the excavator, limiting human effort and speeding up the time to complete the excavation work

The base of the tower is situated at a depth of -3.5 meters relative to the natural ground level (cos 0.00), resting on layer 1, which consists of plastic dust soil.

- Excavation is carried out in two stages:

✓ Stage 1: from 0.00m altitude to -3.3m altitude

✓ Stage 2: digging soil stuck between piles in the foundation pit

- Then, at each foundation pit, we dredging 0.2m more to pour concrete lining

Phase 1 involves mechanical mining, followed by Stage 2, which utilizes manual dredging to access the platform's bottom At this stage, manual dredging is employed to remove soil trapped between the piles that the excavator is unable to reach.

- Soil excavated in section 1 is poured onto the site of section 2, using trucks to transport excess soil to another place

- Since the distance between the foundation pits M1 and M2 is small, it is recommended to use the block excavation method

When determining the depth of a foundation, it is essential to include the thickness of the concrete lining, which measures 10 cm This concrete lining extends uniformly along all four sides of the foundation, with each side also measuring 10 cm.

→ The depth of excavation is: H=3+1.5+0.1 = 4.6 (m)

7.2.3.3 Calculate the volume of excavation for foundation soil

- Calculate the volume of soil for 1 trench:

- The foundation pit to be excavated has the form as shown below:

Figure 7.4: The structure of the foundation pit to be excavated

- Calculation according to this formula:

(2×0.5: is minimum distance to arrange the formwork, stud bar and path during construction)

✓ c: length of above pit: c = a + 2mH = 60+2×1×4.6= 69.2 m( )

✓ d: width of above pit: d = b + 2mH = 39.2+2×1×4.6= 48.4 m( )

(With m is slope, soil grade is type I, thus m = (1-1.25))

Using bevel excavation method for earth holes, to ensure safety and prevent landslides during construction and excavation

- Maximum pouring height: H do H xetai +1m = 4.6+1=5.6

- We choose the reverse bucket excavator (downward bucket) for construction:

- Scope of use: used for digging holes with shallow, narrow dimensions, long running small ditches

The key benefit of this technology is its ability to excavate narrow holes efficiently, making it ideal for areas with underground water Additionally, it eliminates the need for extensive roadwork for both the machinery and transport vehicles, streamlining the overall process.

- The disadvantage is mining with small capacity, time consuming

→ Choose a backhoe excavator machine: HITACHI ZX200-5G

- Calculating excavator productivity (medium machine):

✓ C: number of working cycles per hour (cycle) (look up table): for soft soil C = 250

(cycle/hour) zone with excavator (V ≤ 0.76m 3 )

✓ S: swing factor (look up table): with HP% Hmax, swing angle: 90 0 , S = 1.1

✓ B: adjustment coefficient when digging trench (soft soil): B = (0.6÷0.7)

✓ E: bucket filling coefficient, depends on the type of soil to be excavated: normal soil, well- drained soil: (0.8÷1.1)

→ P = 250×1.1×0.91×0.7×1.1 = 192.69 (m 3 /h)  P = 1541.52 (m 3 /shift), each excavator has 3 workers

- Time to complete excavation work: V 13048.05 8.46

P = 1541.52 - Need 9 shift to complete (9 days)

- According to Official Letter 1776: AB.2112 labor 3.5/7 for grade I land is 0.5 labor per 100m 3

7.2.5 Calculation productivity of transport vehicle:

- Choose dump truck Howo 6 wheels, design load 12 tons, V of container is 10m3

- Assuming the allowable load of the vehicle is Q = 3.5 tons, the transport distance is 4 km

Vehicle speed is 19 km/h Excavator productivity when pouring soil into truck Ntruck = 30m 3 /h

- Normal soil, natural density about  = 1.1 ton/m 3

- Number of buckets to fill 1 truck: ch

- With e = 0.91 volume of bucket, Kch = 0.87 soil fertility coefficient

- Volume of container per 1 truck: q = n × e × K = 5 × 0.87 × 0.91 = 3.95 m( ) 3 ch

- Time to load 1 soil truck: t q 60 3.95 60 7.9 ch Nxe 30

- Departure and return time: t dv = 2L × 60 = 2 × 4 × 60 = 25min

- Time of 1 dump truck (loading soil, going back and forth, pouring soil 2 minutes, turning around

- Number of dump trucks needed: ch

In the scenario of dumping a soil pile versus pouring soil into a truck, the distribution of soil volume is notably disproportionate, with 90% of the soil being dumped and only 10% being loaded into the vehicle This significant difference highlights the efficiency of soil management during transportation.

- Machine productivity when dumping Nđ = 50 m 3 /h

- Engine productivity when pouring to the truck Nxe = 30 m 3 /h

= = =  = = - Time to load goods on 1 truck takes: 8min There are 28 minutes left before the first truck returns, when the excavator dumps the soil into a pile

- In 8 minutes pouring soil into container, excavator can do: 30 8 4m 3

 = And in 28 minutes of pouring the soil into a pile, the excavator can do 50 28 3

 - The number of trips to go to dump is:

- With: V1 is the amount of soil carried to pour (in porous form) du 1 ch

Construction of pile pressing

• Due to the relatively large construction load and the lower soil layers have good load capacity, there are many options to lower the pile to the foundation such as:

- Piling: has the advantage of being fast and convenient, but it cannot be done because the location of the project is located in a residential area

- Pile pressing: can only be done with reinforced concrete slab piles, or steel plate piles used as diaphragm walls

- Vibration: is the most practical option for current civil works (no noise, no vibration, good settlement ability), when the construction site does not allow pile driving

- The project is built near a residential area, so to avoid polluting, noise and affecting neighboring works, we choose the option of pressed pile foundation as the most feasible

- Pressed piles are piles that are lowered by static energy, without causing momentum to the top of the pile

- Advantages of pressed piles: construction does not cause noise, does not cause vibrations

Choose pile pressing construction method:

Pre-pressed piles are installed before the excavation process begins, ensuring stability in the construction area These piles are pressed into the leveled ground, utilizing 5-meter-long steel pipe sections to reach the designated depth of -4.2 meters below the natural ground level for optimal reinforcement.

- Construction of reinforced concrete piles of size (400x400) mm, 20m long, including 2 piles of 10m Solid sections are fabricated at the factory and then transported to the construction site

- Before starting the pile pressing work, the contractor needs to build standard landmarks and intermediate control points to accurately locate the pile position on the total construction site

The contractor is responsible for maintaining the target piles and standard landmarks established by the surveying team If any stake or landmark is displaced or lost, it is essential for surveying to replace it with a new pile or landmark Once all pile work is completed, the contractor must provide as-built drawings that accurately depict the locations of the installed piles.

Figure 7.7: Determine the position of the pile center with a theodolite and a steel ruler

Figure 7.8: Plan of locating pile pressing

- Length of each pile is 29.5m (including 3 segments)

- Number of piles in each foundation block:

- Number of foundation block in plan:

→ Total of pile in plan: n = (22 15)  +  (6 24) +  (6 18) +  ( 2 40 ) = 662 pile ( )

- Time for install pile to bracket: T 1 = n t 1

✓ n: total number of piles pressing, n= 3 66286 segment( )

✓ t1: time to install pile to bracket, t1 = 5 min

- Time for connect segments together: T 2 = m t 2

✓ t2: time to welding one joint, t2 = 15 min

- Total time for pressing pile: 3 doan tb

✓ Ldoan: length of each segment

✓ Vtb: average velocity of compressed air, Vtb = 0.93(m)

= = - Time for moving rack presser: T 4 = n t 4

✓ n: number of rack presser moves, n = 36

✓ t4: time for moving rack presser, t4 = 10(min)

- Time for moving press frame and counterweight: T 5 = n t 5

✓ t4: time for moving rack presser, t4 = 60 (min)

- Total time to finish pressing piles:

- Number of shifts for pressing pile:

7.3.4 Bearing capacity according to material:

- Select the machine: For the pressed pile to achieve the design load capacity

- Select counterweight: Pcounter = 1.3 × Ppress-max = 1.3×274 = 356

- Choose a counterweight with size 0.5x0.5x4 (m) weight of each block is 2.5 (T)

2.5 = → Choose 143 counterweights, each side is 60 counterweights

- The basic parts of the press system:

✓ Mobile iron frame 6-12m long (600x600), journey according to the size of the mobile iron frame 9m long

✓ The price can be moved in both directions

✓ Operation of the press relies on the oil pump

When choosing a hydraulic jack for pile pressing, opt for a double jack design This type features one end connected to a fixed press cage and the other end linked to a movable press cage, ensuring efficient and effective operation.

- Technology specifications of presser machine ZYJ 150T by Giang To company:

Foot pressure on the floor T/m 2 10,5

Dimensions length-width-height cm 1080-570-640

Pressing method Pile side clamp

Figure 7.9: Hydraulic pile presser machine 300T

7.3.6 Choosing crane for serve pressing pile activity:

- Necessary length for working: H = hct + hat +hck + ht + hp

✓ hct: height of the building to which the members need to be placed (counterweight height)

✓ hp: length of pulley system

Figure 7.10: Calculation length of crane

✓ Where hc is the height of the crane, hc = 1.5m

✓ Hand radius with min: Rmin = Lmincosmax + r = 18,32cos75 o + 1,5 = 6,24 m.

✓ When crane lift counterweight: Q = 25 + 5 = 30 kN.

✓ When crane lift pile: Q = 27.5 + 5 = 32.5 kN

 Choose a crawler crane model Kobelco 7150, with the following specifications:

Weight of the vehicle including the main boom Ton 83

Maximum reach when the crane is fitted with the secondary crane m 30+20

Engine power/revolutions kw 216PW/2200V/p

- The crane pulls the components: base frame, counterweight, piling rack and piles

- Calculate cable line when hoisting counterweight:

✓ k: factor of safety (Including the force of inertia k=6)

✓ m: factor considering the tension of uneven cables Take m=1

✓ : the angle of inclination of the cable relative to the vertical (E o )

- In all cases of counterweight crane, use flexible cable with structure 6x19x1, diameter 26, tensile strength σ = 140(kg/cm2), breaking force R = 32.15 T, number of crane rope branches n

= 2 and the angle of inclination of the string to the vertical is 45 o

Table 7.1: Calculation of cable line

- Stripping all the ground preparation and reasonable pile arrangement

- Check the whole pile center by theodolite Use paint to divide the distance on the pile, each line is 1m apart to record the pile history

To ensure the pile center remains aligned during construction, we utilize a 0.5-meter-long steel bar that must not penetrate the ground The top of the pile is secured with a colored nylon rope to clearly identify its center.

- Position of counterweight as shown in the drawing with each side is 140T

+ Dig a hole about 0.35m deep at the pile tip to position the pile tip in the right position

+ Crane erects reinforced concrete piles into the press frame

+ Adjust the pile tip to the right design position, check it with a theodolite and make sure the pile is vertical

Figure 7.12: Step 1 of pressing pile activity

- Step 2: Carry out piling During the piling process, it is necessary to ensure:

+ The pile is always vertical

+ The upper and lower piles must be centered when connecting the piles

+ The weld seam connecting the piles must have sufficient bearing capacity

+ Regularly check the pile rejection

+ After pressing the first pile, we proceed to next step

+ Crane the piles into the press frame

To ensure proper alignment, the tip of the pile should be securely attached to the top of the reinforced concrete pile, allowing for a snug fit where the centers of both piles coincide.

+ Pressing the price pile to bring the reinforced concrete pile head to the design level determined by the hydraulic machine

7.3.9 Connect joint between pile segment activity:

- Check the surface of the two pile ends of the middle pile, repair it to be very flat

- Welding with sufficient thickness, the weld is guaranteed to be continuous,

- The connecting ring is straight, not warped, the error is not more than 1%

- Check the acceptance of the joint, let the weld cool down before pressing the next section

Figure 7.5: Connecting pile segments activity

7.3.10 Moving diagram of pressing pile activity:

Figure 7.6: Moving diagram of pressing pile activity

7.3.11 An attention in the process of pressing pile:

- Must gather piles 1 to 2 days before pressing date (piles are purchased from pile factories)

- Arrangement of piles must be placed outside the pile pressing area, the way to transport the piles must be flat, not rough

- The pile must have a pre-marked axis to facilitate the use of the calibration theodolite

- It is necessary to remove the piles of insufficient quality, not meeting the technical requirements

- Before taking the pile for mass pressing, it is necessary to test 1-2% of the number of piles

- There must be a full range of geological survey reports and results of static penetration

The construction site layout for pile pressing significantly influences the project's construction speed A well-organized site layout minimizes job overlap and obstructions, thereby enhancing construction efficiency and reducing overall project duration.

• Checking bearing capacity according to material of pile:

Once all piles of the project have been installed, it is essential to conduct static compression tests by specialized inspection agencies Following these tests, comprehensive results regarding load-carrying capacity and permissible settlement must be obtained If the results are satisfactory, excavation for concrete foundation construction can proceed.

[1] TCVN 2737-1995: Tiêu chuẩn thiết kế tải trọng và tác động

[2] TCVN 5574-2018: Kết cấu bê tông và bê tông cốt thép

[3] TCVN 198-1997: Nhà cao tầng – Thiết kế kết cấu bêtông cốt thép toàn khối

[4] TCVN 229:1999 Chỉ dẫn tính toán thành phần động của tải trọng gió theo TCVN

2737:1995 - NXB Xây Dựng - Hà Nội 1999

[5] TCVN 9386-2012: Thiết kế công trình chịu động đất

[6] TCVN 10304-2014: Móng cọc – Tiêu chuẩn thiết kế

[7] Tiêu chuẩn Anh BS 8110-1997 (Dùng thiết kế kết cấu khung với sự trợ giúp của phần mềm Etabs)

[8] GS.TS Nguyễn Đình Cống – Tính toán thực hành cấu kiện BTCT – Tập 1 Nhà xuất bản xây dựng

[9] GS.TS Nguyễn Đình Cống – Tính toán thực hành cấu kiện BTCT – Tập 2 –

Nhà xuất bản xây dựng

[10] GS.TS Nguyễn Đình Cống – Tính toán tiết diện cột BTCT – Nhà xuất bản xây dựng

[11] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập 2 (Cấu kiện nhà cửa) – Nhà xuất Đại Học

[12] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập 3 (Cấu kiện đặc biệt) – Nhà xuất Đại Học

[13] Hướng dẫn kết cấu nhà cao tầng BTCT chịu động đất theo TCXDVN 375-2006

- Nhà xuất bản xây dựng

[14] GS.TS NguyễnVăn Quảng - Nền và móng các công trình dân dụng và công nghiệp – Nhà xuất bản xây dựng

[15] Nguyễn Văn Hiệp - Vấn đề tổ hợp tải trọng cho nhà nhiều tầng, Tạp chí xây dựng số

[16] PGS.TS – Nguyễn Lê Nin – Động đất và thiết kế công trình chịu động đất –

Nhà xuất bản xây dựng

[17] Châu Ngọc Ẩn – Nền móng – Nhà xuất bản Đại học Quốc gia TPHCM năm 2013

[18] Ninh Đức Thuận - Tính toán dao động trong thiết kế nhà cao tầng, Tạp chí xây dựng số 9/2003.

Tiêu đề	Tecco Tower Apartment
Tác giả	Nguyen Tam Thuong
Người hướng dẫn	Assoc. Prof. Tran Tuan Kiet
Trường học	Ho Chi Minh City University of Technology and Education
Chuyên ngành	Civil Engineering
Thể loại	Graduation Thesis
Năm xuất bản	2023
Thành phố	Ho Chi Minh City

Định dạng
Số trang	187
Dung lượng	11,3 MB

Capstone project tecco tower apartment

OVERVIEW OF ARCHITECTURE

Construction introduction

Urban infrastructure

Architectural solution

Technical solution

Climate characteristics of the construction area

Design solutions

Software for use in analyzing and calculate

Reference Viet Nam standard

Structural solution

DESIGN OF STAIRCASE

Geometry of staircase and calculation free-body diagram

Loading on staircase

Analyze the modeling with ETAB

Calculate reinforcement

DESIGN OF ROOF WATER TANK

Architecture require

Data of calculation

Calculation of cover slab

Calculation of wall plate

Calculation of bottom slab

Calculation of water tank beam system

Check deflection and deformation of bottom slab

Design of foundation F1

Design of foundation F2

Design of foundation F3

Design of pit foundation

CONSTRUCTION METHODS

Preparing machinery for construction

Excavation activity

Construction of pile pressing