(Đồ án hcmute) capstone project grand mercure apartment

MINISTRY OF EDUCATION AND TRAINING HO CHI MINH CITY UNIVERSITY OF TECHNOLOGY AND EDUCATION GRADUATION PROJECT MAJOR: AUTOMOTIVE ENGINEERING CAPSTONE PROJECT GRAND MERCURE APARTMENT LECTURER: ASSOC PROF TRAN TUAN KIET STUDENT: HUYNH GIA HUY SKL010493 Ho Chi Minh City, February 2023 HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION FACULTY FOR HIGH QUALITY TRAINING CAPSTONE PROJECT GRAND MERCURE APARTMENT INSTRUCTOR NAME STUDENT ID : ASSOC PROF TRAN TUAN KIET : HUYNH GIA HUY : 17149016 Ho Chi Minh City, February 2023 THANK YOU Graduation essay is necessary for every student in the construction industry to finish learning process, even though that, it open the new way for student to the real life in future Graduation essay facilitate for each student to summarize and recapitulate their knowledge, at the same time, collecting and bonus another information which they defect Practice computational and solve arises problem in the real life With my Graduation essay, Instructor teacher and other teachers in construction industry take many help, many teach by the devoted way I would like to say thank you That knowledge and experience is the foundation and the key to finish this Graduation essay Because of limit experience, the mistake is unavoidable I hope to take your advice to improve my knowledge Finally, I wish you a good health, happiness and success in your life Thank you! Ho Chi Minh City, February 11, 2022 Student ( Signature and full name ) HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION FHQ TRAINNING SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness CAPSTONE PROJECT REQUIREMENT     Student Department Major Project name : HUYNH GIA HUY Student ID: 17149016 : Faculty of high quality training : Civil Engineering : GRAND MERCURE APARTMENT Information  Architecture document: Consist of architecture plans and sections  Geodesic survey of building Contents of theoretical and computational lessons a Architecture  Re-present the architectural drawings at the request of the instructor b Upper structure  Calculation and design of the typical floor of the floor according to the plan: Full rib floor  Calculation and design of stairs for floors 4-5  Modeling and design of beams, columns and walls c Foundation  Survey, analysis, geological assessment and loads acting on the foundation structure  Design of the reinforced concrete pile foundation plan  Notes: including 01 note and 01 Appendix  Drawings: 17 A1 drawings (05 architectural drawings, 12 structural drawings) Instructor: PhD TRAN TUAN KIET Started Date: 10/03/2022 Finish Date: Ho Chi Minh city, date month year 2023 INSTRUCTOR SIGNATURE HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION FHQ TRAINNING SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness INSTRUCTOR COMMENTS Student : HUYNH GIA HUY Student ID: 17149016 Department : Faculty of high quality training Major : Civil engineering Project : GRAND MERCURE APARTMENT COMMENTS About the topic content & implementation volume: Advantages: Disadvantages Recommend for debate or not? Rating type: Score: ……………… (Text: ) Ho Chi Minh city, date month INSTRUCTOR year 2023 HO CHI MINH UNIVERSITY OF TECHNOLOGY AND EDUCATION FHQ TRAINNING SOCIALIST REPUBLIC OF VIET NAM Independence - Freedom - Happiness INSTRUCTOR COMMENTS Student : HUYNH GIA HUY Student ID: 17149016 Department : Faculty of high quality training Major : Civil Engineering Project : GRAND MERCURE APARTMENT QUESTIONS COMMENTS AND RECOMMEND Ho Chi Minh city, date month year 2023 REVIEWER TEACHER SIGNATURE CONTENTS CHAPTER 1: OVERVIEW OF ARCHITECTURE 1.1 Construction introduction 1.2 Urban infrastructure 1.3 Architectural solution 1.3.1 Functional plan and subdivition 1.3.2 Appearance 1.3.3 Front elevation 1.3.4 Transport system 1.4 Technical solution 1.4.1 Power system 1.4.2 Water supply and sewerage system 1.4.3 Fire prevention, emergency exit 1.4.4 Lighting protection 1.4.5 Garbage drainage system 1.5 Climate characteristics of the construction area 1.6 Design solutions 1.6.1 Construction method 1.6.2 Material for use 1.7 Software for use in analyzing and calculate 1.8 Reference Viet Nam standard 1.8.1 Loading and impact 1.8.2 Reinforced-concrete elements 1.8.3 Foundation 1.8.4 Earthquake loading 1.9 Structural solution 1.9.1 Choose preliminary section of slab 1.9.2 Choose preliminary section of beam 1.9.3 Choose preliminary section of column 1.9.4 Choose preliminary section of core wall CHAPTER 2: DESIGN OF STAIRCASE 2.1 Geometry of staircase and calculation free-body diagram 2.1.1 Geometry of staircase 2.2 Loading on staircase 2.2.1 Loading on the landing 2.2.2 Loading of diagonal slab 2.2.3 Total loading 10 2.3 Analyze the modeling with ETAB 10 2.3.1 Calculation diagram: 10 2.3.2 Modeling with ETAB: 10 2.4 Calculate reinforcement 11 2.4.1 Calculate reinforcement for landing and flight 11 2.4.2 Calculate reinforcement for the beam of the landing and flight 12 CHAPTER 3: DESIGN OF ROOF WATER TANK 15 3.1 Architecture require 15 3.2 Data of calculation 15 3.2.1 Classification 15 3.2.2 Primary of structure diagram 15 3.2.3 Material in used 16 3.3 Calculation of cover slab 16 3.3.1 Loading 17 3.3.2 Free body diagram 17 3.3.3 Internal forces 17 3.3.4 Calculate reinforcement 18 3.4 Calculation of wall plate 18 3.4.1 Loading 18 3.4.2 Calculation diagram 19 3.4.3 Internal forces 20 3.4.4 Calculation of reinforcement 20 3.5 Calculation of bottom slab 21 3.5.1 Loading 21 3.5.2 Free-body diagram 21 3.5.3 Internal forces 22 3.5.4 Calculate reinforcement 22 3.6 Calculation of water tank beam system 23 3.6.1 Loading 23 3.6.2 Calculation internal forces 25 3.6.3 Internal forces 27 3.6.4 Calculate reinforcement 29 3.7 Check deflection and deformation of bottom slab 33 3.7.1 Verify deflection condition 33 3.7.2 Check deformation crack condition 33 3.8 Calculate of column 36 CHAPTER 4: DESIGN OF STRUCTURAL FRAME 37 4.1 Loading on frame structure 37 4.1.1 Wind load 37 4.1.2 Earthquake load 47 4.1.3 Design spectrum table Load combination 50 4.1.4 Checking model result: 50 4.2 Design of frame 58 4.2.1 Calculation of typical beam 58 4.2.2 Calculation of design for 4th axis frame and C axis column 78 4.2.3 Calculation of core wall design 89 CHAPTER 5: DESIGN OF TYPICAL FLOOR 89 5.1 Layout of typical floor 89 5.2 Choose preliminary section 89 5.2.1 Choose preliminary section of slab 89 5.2.2 Choose preliminary section of beam 90 5.2.3 Choose preliminary section of column 90 5.2.4 Choose preliminary section of wall 92 5.3 Loading on typical floor 92 5.3.1 Dead-load 92 5.3.2 Wall loading 93 5.3.3 Live load 94 5.4 Calculation of particular slab 94 5.5 Load combination 97 5.5.1 Model analysis using SAFE 97 5.5.2 Checking deflection of floor: 101 5.6 Calculate of reinforcement and arrangement 104 CHAPTER 6: DESIGN OF FOUNDATION SYSTEM 89 6.1 Geological surveying information: 89 6.2 Determine of foundation depth and pile size 89 6.3 Calculate bearing capacity of pile 90 6.3.1 Bearing capacity according to material 90 6.3.2 Bearing capacity of pile according to mechanical and physical index of ground 90 6.3.3 Bearing capacity of pile according to strength of soil layers 92 6.3.4 Bearing capacity of pile according to SPT index 93 6.4 Verify constructing process of pile 94 6.5 Design of foundation F1 95 6.5.1 Column C11 reaction forces 95 6.5.2 Verify number of pile for foundation F1 95 6.5.3 Verify strength condition and settlement: 97 6.5.4 Checking punching shear condition of pile cap 100 6.5.5 Calculate pile cap reinforcement 101 6.6 Design of foundation F2 102 6.6.1 Column C12 reaction forces 102 6.6.2 Verify number of pile for foundation F2 102 6.6.3 Verify strength condition and settlement 103 6.6.4 Checking punching shear condition of pile cap 106 6.6.5 Calculate pile cap reinforcement 107 6.7 Design of foundation F3 108 6.7.1 Column C13 reaction forces 108 6.7.2 Verify number of pile for foundation F3 108 6.7.3 Verify strength condition and settlement 109 6.7.4 Checking punching shear condition of pile cap 111 6.7.5 Calculate pile cap reinforcement 113 6.8 Design of pit foundation 113 6.8.1 Pier reaction forces 114 6.8.2 Verify number of pile for pit foundation and arrangement 114 6.8.3 Verify strength condition and settlement 114 6.8.4 Calculate pile cap reinforcement 117 CHAPTER 7: CONSTRUCTION METHODS 119 7.1 Preparing machinery for construction 119 7.2 Excavation activity: 120 7.2.1 Data: 120 7.2.2 Preparation work before construction: 122 7.2.3 Calculation and establish construction method: 122 7.2.4 Choose excavator machine: 123 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Figure 7.5: Excavator machine Hitachi - Excavator parameters:  Maximum digging depth: 5990mm  The farthest reach: 9920mm  Maximum digging depth: 6490mm  Maximum loading height: 7180mm - Calculating excavator productivity (medium machine): P=C×S×V×B×E (m /h) - In which:  C: number of working cycles per hour (cycle) (look up table): for soft soil C = 250 (cycle/hour) zone with excavator (V ≤ 0.76m3)  S: swing factor (look up table): with H=50% Hmax, swing angle: 900, S = 1.1  V: heaped bucket volume, m3: V = 0.91 m3  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, welldrained soil: (0.8ữ1.1) P = 250ì1.1ì0.91ì0.7ì1.1 = 192.69 (m3/h)  P = 1541.52 (m3/shift), each excavator has workers 12752.36 12752.36 - Time to complete excavation work:   8.27 P 1541.52 - Need shift to complete (8 days) - According to Official Letter 1776: AB.2112 labor 3.5/7 for grade I land is 0.5 labor per 100m3 - Cịn thêm hình đào di chuyển 7.2.5 Calculation productivity of transport vehicle: - Choose dump truck Howo wheels, design load 12 tons, V of container is 10m3 STUDENT: HUYNH GIA HUY ID: 17149016 124 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Figure 7.6: Transport vehicle HOWO - Assuming the allowable load of the vehicle is Q = 3.5 tons, the transport distance is km Vehicle speed is 19 km/h Excavator productivity when pouring soil into truck Nxe = 30m3/h - Normal soil, natural density about  = 1.1 ton/m3 - Number of buckets to fill truck: n  Q 3.5   4.01 , choose n =   e  K ch 1.1  0.91  0.87 - With e = 0.91 volume of bucket, Kch = 0.87 soil fertility coefficient - Volume of container per truck: q = n × e × K ch = × 0.87 × 0.91 = 3.95 m3   q 3.95  60   60  7.9 → Choose - Time to load soil truck: t ch  N xe 30 - Departure and return time: t dv = 2L × 60 = × × 60 = 25min V 19 - Time of dump truck (loading soil, going back and forth, pouring soil minutes, turning around minute) T = 25 + + + = 36min - Number of dump trucks needed: m  T 36   4.5 → Choose trucks t ch - Consider the case of both dumping the pile and pouring soil into the truck With the amount of soil piled up and poured into the car proportional to: Vđ: Vxe = 90%:10% - Machine productivity when dumping Nđ = 50 m3/h - Engine productivity when pouring to the truck Nxe = 30 m3/h m1  k T k 36 1.67     0.7 → Choose truck t ch k   1.67  Nd 50 V 90   1.67;   d   N xe 30 Vxe 10 - With: - Time to load goods on truck takes: 8min There are 28 minutes left before the first truck returns, when the excavator dumps the soil into a pile STUDENT: HUYNH GIA HUY ID: 17149016 125 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET - In minutes pouring soil into container, excavator can do: of pouring the soil into a pile, the excavator can 30   4m3 And in 28 minutes 60 50  28  23.33m3 60 - The number of trips to go to dump is: X V1 1526.1   386 q 3.95 trip - With: V1 is the amount of soil carried to pour (in porous form) V1  Vdu 1327.74   1526.1 K ch 0.87 7.3 Construction of pile pressing: 7.3.1 Choosing construction method:  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  Conclusion: - 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 Concept and features: - 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 pile: is the pile that is pressed before construction of the excavation part After pressing to the leveling ground, a section of steel pipe piles with a length of 5m is used to press the pile head to the design depth (-4.2m) compared to the natural ground reinforcement - Construction of reinforced concrete piles of size (400x400) mm, 20m long, including piles of 10m Solid sections are fabricated at the factory and then transported to the construction site 7.3.2 Pile positioning activity: - 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 must preserve the target piles and standard landmarks arranged by surveying staff In case any stake or landmark is moved or lost, surveying needs to replace another pile or landmark Upon completion of all pile work, the Contractor shall make as-built drawings showing the locations of piles that have been made STUDENT: HUYNH GIA HUY ID: 17149016 126 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET 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 STUDENT: HUYNH GIA HUY ID: 17149016 127 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET 7.3.3 Volume of pile: - Length of each pile is 29.5m (including segments) - Number of piles in each foundation block:  Foundation F1: 15 piles  Foundation F2: 24 piles  Foundation F3: 18 piles  Pit foundation: 28 piles - Number of foundation block in plan:  Foundation F1: 22 blocks  Foundation F2: blocks  Foundation F3: blocks  Pit foundation: blocks → Total of pile in plan: n  (22  15)  (6  24)  (6  18)    28   638  pile  - Time for install pile to bracket: T1  n  t1 In which:  n: total number of piles pressing, n   638  1914  segment   t1: time to install pile to bracket, t1 = → T1  1914   9570 (min) T2  m  t - Time for connect segments together: In which:  m: number of joint, m   638  1276  segment   t2: time to welding one joint, t2 = 15 → T2  1276 5  19140   T3  - Total time for pressing pile: n  Ldoan Vtb In which:  n: number of segments  Ldoan: length of each segment  Vtb: average velocity of compressed air, Vtb = 0.93(m) → T3  n  Ldoan 1914    16464   Vtb 0.93 - Time for moving rack presser: T4  n  t In which:  n: number of rack presser moves, n = 36  t4: time for moving rack presser, t4 = 10(min) → T4  36  10  360   - Time for moving press frame and counterweight: T5  n  t In which:  n: number of pile cap, n = 36  t4: time for moving rack presser, t4 = 60 (min) → T5  36  60  2160   STUDENT: HUYNH GIA HUY ID: 17149016 128 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET - Total time to finish pressing piles: → T  T1  T2  T3  T4  T5  9570  19140  16464  360  2160  47694   - Number of shifts for pressing pile: T 47694 N   99.3  99(ca) (tca: time of working = 8h) 60  tca 60  7.3.4 Bearing capacity according to material: - Ptk = 1148 kN - Pvl = 3087 kN - Ppress-min = 1.5 × 1148 = 1722 kN - Ppress-max = × 1148 = 2296 kN 7.3.5 Choosing presser machine: - Select the machine: For the pressed pile to achieve the design load capacity - Select counterweight: Pcounter = 1.3 × Ppress-max = 1.3×229 = 298 - Choose a counterweight with size 0.5x0.5x4 (m) weight of each block is 2.5 (T) 298 - Number of counterweights:  119.2 → Choose 120 counterweights, each side is 60 2.5 counterweights - The basic parts of the press system:  Hydraulic jack  Mobile iron frame 6-12m long (600x600), journey according to the size of the mobile iron frame 9m long  Long fixed iron frame (800x800)  Pressing table with counterweight  The price can be moved in both directions  Operation of the press relies on the oil pump  Select a hydraulic jack to press at the top of the pile, this type of jack is a double jack that connects one end to a fixed press cage, one end connects to a movable press cage - Technology specifications of presser machine ZYJ 150T by Giang To company: Các tham số Đơn vị ZYJ 150 Lực ép KN 3000 Tiết diện cm 30×30; 40×40 Bước ép max cm 120 Tốc độ ép m/ph 1,5 Khoảng cách cọc biên m Áp lực chân đế lên T/m2 10,5 Bước di chuyển ngang cm 60 Tốc độ chuyển ngang m/ph 2,5 Bước di chuyển dọc cm 200 Tốc độ chuyển dọc m/ph 2,5 STUDENT: HUYNH GIA HUY ID: 17149016 129 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Momen cần trục KNcm 460 Công suất điện kw 92 Kích thước dài-rộng-cao cm 1080-570-640 Trọng lượng máy Tấn 88 Trọng lượng đối trọng Tấn 150 Phương pháp ép Kẹp bên cọc 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 In which:  hct: height of the building to which the members need to be placed (counterweight height)  hat: safe interval  hck: bale height  ht: hanging device height  hp: length of pulley system - When hoisted pile: H = + 0.5 + 11.7 + 0.5 + 1.5 = 19.2m - When hoisted counterweight: H = + 0.5 + + 1.5 = 8m STUDENT: HUYNH GIA HUY ID: 17149016 130 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Figure 7.10: Calculation length of crane - Calculated length: Lmin = H - hc sinα max = 19, -1,5 = 18,32m sin750 With:  Where hc is the height of the crane, hc = 1.5m  Choose L = 30m  Hand radius with min: Rmin = Lmincosmax + r = 18,32cos75o + 1,5 = 6,24 m - Lifting power:  RC counterweight: 25 kN  RC pile: 27.5 kN  Weight of accessory: kN  When crane lift counterweight: Q = 25 + = 30 kN  When crane lift pile: Q = 27.5 + = 32.5 kN  Choose a crawler crane model Kobelco 7150, with the following specifications: Các tham số Đơn vị Giá trị Tải trọng nâng lớn Tấn 100 Trọng lượng xe kể cần Tấn 83 Chiều dài cần m 30 Chiều dài cần phụ m 20 Tầm với lớn cẩu lắp cần phụ m 30+20 Km/h 1,2 Khả leo dốc % 30 Cơng suất động cơ/số vịng quay kw 216PW/2200V/p Tốc độ di chuyển lớn STUDENT: HUYNH GIA HUY ID: 17149016 131 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Figure 7.11: Crane machine Kobelco 7150 7.3.7 Determine cable line: - The crane pulls the components: base frame, counterweight, piling rack and piles - Calculate cable line when hoisting counterweight: S k G  2,5   10, 60T m.n.cos  1  cos 450 In which:  k: factor of safety (Including the force of inertia k=6)  m: factor considering the tension of uneven cables Take m=1  n: number of cable branches (n = 2)   : the angle of inclination of the cable relative to the vertical (=45o)  G: weight of the crane, G = 2.5T - 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 = and the angle of inclination of the string to the vertical is 45o - Calculate for all cases: Weight Case (T) Angle  Tensile Tensile strenght σ Broken force (kg/cm2) force S (T) When hoist R (T) 2.5 450 26 10.60 140 32.15 5.0 300 20 17.32 140 17.95 3.06 00 17 11.71 140 12.85 counterweight When hoist frame presser When hoist pile Table 7.1: Calculation of cable line STUDENT: HUYNH GIA HUY ID: 17149016 132 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET 7.3.8 Conduct pressing pile:  Pile pressing process: - 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 avoid eccentricity of the pile center during construction, we use a 0.5m long steel bar that is forbidden to enter the ground, the top of the pile is tied with colored nylon rope to identify the center of the pile - Mounting cranes, frames, counterweights - Position of counterweight as shown in the drawing with each side is 140T  Steps for pressing piles: - Step 1:  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 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 STUDENT: HUYNH GIA HUY ID: 17149016 133 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET Figure 7.13: Step of pressing pile activity - Step 3:  Crane the piles into the press frame  The tip of the pile must be attached to the top of the reinforced concrete pile so that it fits snugly and the hearts of the two piles must coincide  Pressing the price pile to bring the reinforced concrete pile head to the design level determined by the hydraulic machine Figure 7.4: Step of pressing pile activity 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% STUDENT: HUYNH GIA HUY ID: 17149016 134 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET - 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:  Prepare construction plan: - Must gather piles to 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 STUDENT: HUYNH GIA HUY ID: 17149016 135 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET - The layout of the construction site for pile pressing directly affects the fast or slow construction progress of the project The layout of the construction site must be reasonable so that the jobs not overlap and obstruct each other, helping to speed up the construction progress and shorten the construction time  Checking bearing capacity according to material of pile: - After pressing all piles of the project, the piles must be tested for static compression by hiring specialized inspection agencies After the test, there must be full results of the load-carrying capacity, the permissible settlement, if satisfactory, the foundation can be dug for concrete construction STUDENT: HUYNH GIA HUY ID: 17149016 136 CAPSTONE PROJECT INSTRUCTOR: Assoc Prof TRAN TUAN KIET REFFERENCES TCVN 2737-1995: Tiêu chuẩn thiết kế tải trọng tác động TCVN 5574-2018: Kết cấu bê tông bê tông cốt thép TCVN 198-1997: Nhà cao tầng – Thiết kế kết cấu bêtông cốt thép tồn khối TCVN 229:1999 Chỉ dẫn tính tốn thành phần động tải trọng gió theo TCVN 2737:1995 - NXB Xây Dựng - Hà Nội 1999 [5] TCVN 9386-2012: Thiết kế cơng 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 trợ giúp phần mềm Etabs) [8] GS.TS Nguyễn Đình Cống – Tính tốn thực hành cấu kiện BTCT – Tập Nhà xuất xây dựng [9] GS.TS Nguyễn Đình Cống – Tính tốn thực hành cấu kiện BTCT – Tập – Nhà xuất xây dựng [10] GS.TS Nguyễn Đình Cống – Tính tốn tiết diện cột BTCT – Nhà xuất xây dựng [11] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập (Cấu kiện nhà cửa) – Nhà xuất Đại Học Quốc Gia TPHCM năm 2011 [12] Võ Bá Tầm – Kết cấu bê tông cốt thép Tập (Cấu kiện đặc biệt) – Nhà xuất Đại Học Quốc Gia TPHCM năm 2005 [13] Hướng dẫn kết cấu nhà cao tầng BTCT chịu động đất theo TCXDVN 375-2006 - Nhà xuất xây dựng [14] GS.TS NguyễnVăn Quảng - Nền móng cơng trình dân dụng cơng nghiệp – Nhà xuất xây dựng [15] Nguyễn Văn Hiệp - Vấn đề tổ hợp tải trọng cho nhà nhiều tầng, Tạp chí xây dựng số 3/2003 [16] PGS.TS – Nguyễn Lê Nin – Động đất thiết kế công trình chịu động đất – Nhà xuất xây dựng [17] Châu Ngọc Ẩn – Nền móng – Nhà xuất Đại học Quốc gia TPHCM năm 2013 [18] Ninh Đức Thuận - Tính tốn dao động thiết kế nhà cao tầng, Tạp chí xây dựng số 9/2003 [1] [2] [3] [4] 127 S K L 0