Captone project

MINISTRY OF EDUCATION AND TRAINING HO CHI MINH CITY UNIVERSITY OF TECHNOLOGY AND EDUCATION GRADUATION THESIS CIVIL ENGINEERING CAPTONE PROJECT LECTURER: NGUYEN MINH DUC STUDENTS: BUI QUANG TUONG SKL 010787 Ho Chi Minh City, May 2023 HCMC UNIVERSITY OF TECHNOLOGY AND EDUCATION Faculty for High Quality Training Civil Engineering - - CAPTONE PROJECT GVHD: NGUYEN MINH DUC SVTH: BUI QUANG TUONG ID: 19149049 Ho Chi Minh City, 23 May 20223 CHAPTER ARCHITECH OF CONSTRUCTION I Introduction: General: Name of project: Hoang Dieu apartment Hoang Dieu apartment during on Quang Trung apartment in Vinh city is constructed in 1976 and complicated in 1982 Due to being built for a long time, the current state of the apartment is quite serious, threatening the lives of residents in the area Facing that situation, Quang Trung apartment complex has been approved for renovation and construction Construction Site: Quang Trung Nghe An Apartment is located in Quang Trung Ward, Vinh City, Nghe An The renovation project of Zone A is invested by Nghe An Oil and Gas Construction Company, Zone B is invested by Nghe An Green Garden Real Estate Joint Stock Company and Hanoi Housing Investment and Development Joint Stock Company No 30 is the investor construction of zone C The project is built on an area of 39,174 m2 with a total construction investment of VND 1,534 billion Area B of Quang Trung apartment has a total area of 30 960 m2 The apartment consists of basement, ground floor, mezzanine and 19 floors Particularly, Block 1B is arranged on each floor with 05 apartments to serve residents, depending on the needs of the owner (Changes have been made to accommodate dissertation work) Architechtural method: The apartment consists of basements, 20 floors, roof; this is a complete-scale architectural work designed to serve the residents of the old Quang Trung apartment complex Ground size 34m x 38m, with a symmetrical rectangular shape, two central arranged ladder cores combined with the middle corridor The most important function of the building is to organize living and living space for residents Incorporating accompanying service public spaces for residential areas such as socialization spaces, play spaces and accompanying services II TECHNICAL SYSTEMS: Transportation system: 2.1 Standing traffic system: The vertical transportation system of the project includes: elevators located in the center of the building; stairs on both sides of the building and running along the height of the building Stepped system, and accessible access at the groud floor to the 1st floor floor The elevator system is designed to be comfortable, convenient and suitable for the needs of construction use Design emergency stairs to meet fire protection requirements of high-rise buildings specified in TCXDVN 6160 – 1996: In the building, there must be at least emergency exits so that people can escape safely when there is a fire and create conditions for firefighting forces to easily operate The maximum distance from the door of the furthest room to the nearest emergency exit should not be greater than: 50 m for the room between two ladders or two exits; 25 m for rooms with only one ladder or one exit of the auxiliary house; 40 m for rooms between two ladders or two exits; 25 for rooms with only one ladder or one exit of a public house, dormitory or apartment 2.2 Horizontal traffic solutions: The commuter traffic corridor of the apartment floor has a width of 4m running straight along the length of the building connecting the apartments to meet the moving needs of people living in the apartments The corridor is spacious, easy for transporting supplies as well as evacuating when there is an incident Straight corridors with emergency exit stairs make it easy for people to find emergency exits when there is a fire Other technical solutions: 3.1 Ventilation, lighting: Designed according to artificial lighting standards in civil works The building has windows around it, so natural light is shone into the rooms On the other hand, the building has a cascading well that takes light from the top of the house, creating a feeling of natural light for people living in apartments In addition, artificial lighting is also arranged so that it can cover all the points that need to be illuminated The ventilation system of the floors is artificially designed by the central air conditioning system at the technical floors On all floors, there are naturally ventilated windows In addition, the project also has floor gaps to create more ventilation for the building Air conditioning systems are provided for all floors Ventilation throat along the stairs, elevator hall Use exhaust fans to vent the toilet areas that are directed to the roof 3.2 Electrical system: Power supply system: The 3-phase power source taken from the regional electrical cabinet is fed into the electrical engineering room to distribute to the floors and then distribute to the rooms In addition, the building is also equipped with a backup generator located in the basement (with a transformer to avoid noise and vibration affecting daily life) when a power failure occurs, it will automatically supply power to the elevator, common corridor, fire protection system and protection The entire power line is underground (installed simultaneously with construction) The main power supply system comes in a technical box threaded in the electrical gene and placed underground in walls and floors, ensuring no passage through wet areas and facilitating when repairs are needed On each floor, a safe electrical system is installed: automatic power shutoff system from 1A to 80A is arranged by floor and by area (ensuring fire safety) Information and signal system: Designed underground in the wall, using coaxial cable with a signal splitter for rooms including: TV signal, telephone, Internet 3.3 Water supply and drainage system: Water supply system: Water is taken from the city's water supply system through a flow meter into the building's underground tank and roof water tank The building's water will be supplied mainly from the roof water tank, in case the water from the supply system is insufficient, it will be pumped from the underground water tank to replenish The piping system is underground in floors, in walls and technical boxes The water pumping system for the project is designed to be fully automatic to ensure that the water in the roof water tank system is always enough to supply for daily life Drainage – ventilation system: the drainage system is designed with two lines A dirty drainage line directly to the area drainage system, a toilet drain pipe is directed into the treatment septic tank and then leads to the area drainage system Rainwater on the roof will drain through the water collection holes that flow into stormwater drainage pipes with a 𝜙140𝑚𝑚 downward diameter 3.4 Fire projection: Fire alarm systems are installed in each apartment The fire extinguishers are fully equipped and arranged in the corridors, stairs under the guidance of the State Fire Protection Board Arrange the fire extinguishing system including fire hydrants in the aisles, halls with the maximum distance in accordance with TCVN 2622 – 1995 As well as an automatic fire extinguishing system when a marine sensor detects overheating in each apartment The building with stairs, with dimensions to ensure the evacuation when a fire occurs 3.5 Lightning projection system: Equipped with lightning protection system in accordance with the requirements and standards of lightning protection of high-rise buildings (Designed according to TCVN 46 – 2007) 3.6 Wastewater treatment system: Garbage is collected on the floors through garbage containers arranged on the floors, every day there will be cleaning workers to collect garbage and there will be a department to take the garbage out The garbage booth is designed discreetly and carefully treated to avoid odors that pollute the environment There will be garbage collection rooms in the center of the floors to facilitate garbage collection All wastewater is piped into the treatment tunnel to be located in the tunnel, the wastewater will be deposited and treated before being discharged 3.7 Communication system, technology in the building: The building will be installed with internet cable system, television cable in the form of centralization distributed to each apartment Security systems include: CCTV systems along corridors, elevators, entrances Access control systems, public sound systems, fire protection systems, intercom radio systems Building technology system includes: application technology for energy management control, central ventilation and air conditioning systems, pumping and drainage systems, Building technology system includes: application technology for energy management control, central ventilation and air conditioning systems, pumping and drainage systems, Construction conditions: 4.1 Supply of material: The construction works are in Nghe An, so the supply of materials must be suitable for moving conditions Materials are delivered to the construction site according to construction requirements and stored in temporary warehouses 4.2 Construction machinery and equipment: Means for construction from the ground floor and above include: Tower crane: transports materials within a radius of use Hoist: transports people and materials upward Mixer: mix concrete and plastered mortar Concrete pump: pump concrete horizontally and building height Electronic full-station machine: column heart positioning, walls Mercury machine: measure high difference Concrete awl dressing Machine for welding, cutting, pulling steel Backup generator And some equipment and means for construction such as scaffolding system, formwork, struts, covering nets 4.3 Labor resources: In addition to the main source of labor available in construction teams, when the project needs manpower, workers can be hired from outside The selection of workers for the construction of works must ensure sufficient qualifications and skills In addition, workers must be trained in site safety 4.4 Ability to supply electricity, water: Water supply capacity: The water used in the construction site is designed from the water supply system, stored in water tanks and pumped to high floors when constructed Therefore, it is necessary to ensure the necessary flow throughout the construction process Power supply capacity: The project is located near the traffic main axis, with a 3-phase electrical system that will connect to the electrical infrastructure of the construction site In addition, during construction, use an additional backup generator to ensure safety and continuity for the construction site CHAPTER 2: MATERIAL AND PRELIMINARY SIZE OF CONSTRUCTION I Material: Type of material: 1.1 Concrete: The project uses concrete of durable grade B30: Calculated compressive strength: 𝑅𝑏 = 17 𝑀𝑃𝑎 Calculated tensile strength: 𝑅𝑏𝑡 = 1.15 𝑀𝑃𝑎 Elastic modulus: 𝐸𝑏 = 32.5 × 103 𝑀𝑃𝑎 Coefficient of working conditions: 1.2 𝛾𝑏 = Reinforcement: Works using plain steel CB300 – T với ≤ 𝜙 ≤ 40 and ribbed steel CB400 – V với ≤ 𝜙 ≤ 50 • Ribbed steel CB400 – V, with ≤ 𝜙 ≤ 50 Calculated tensile strength: 𝑅𝑠 = 350 𝑀𝑃𝑎 Calculated compressive strength: 𝑅𝑠𝑐 = 350 𝑀𝑃𝑎 Calculated tensile strength (stifrup, oblique): Elastic modulus of steel: 𝑅𝑠𝑤 = 280 𝑀𝑃𝑎 𝐸𝑠 = 2.0 × 105 𝑀𝑃𝑎 Coefficient of working conditions: 𝛾𝑠 = • Steel bars CB300 – V, with 𝜙 ≥ 10 Calculated tensile strength: 𝑅𝑠 = 260 𝑀𝑃𝑎 Calculated compressive strength: 𝑅𝑠𝑐 = 260 𝑀𝑃𝑎 Calculated tensile strength (reinforcement, oblique): Elastic modulus of steel: 𝐸𝑠 = 2.0 × 105 𝑀𝑃𝑎 Coefficient of working conditions: 1.3 𝑅𝑠𝑤 = 210 𝑀𝑃𝑎 𝛾𝑠 = Calculating values 𝝃𝑹 , 𝜶𝑹 : Follow TCVN 5574 – 2018, entry 8.1.2.2.3, value 𝜉𝑅 is determined by the formula: 𝜉𝑅 = 𝑥𝑅 0.8 = ℎ0 + 𝜀𝑠,𝑒𝑙 𝜀𝑏2 Where: 𝜀𝑠,𝑒𝑙 : is the relative deformation of tensile reinforcement when the stress is equal𝑅𝑠 𝜀𝑠,𝑒𝑙 = 𝜀𝑏2 : 𝑅𝑠 𝐸𝑠 is the relative deformation of compressed concrete when the stress is equal to𝑅𝑏 , Follow the directions in Table and the section 6.1.4.2 TCVN 5574 – 2018 • Concrete B30 steel CB400 – V: 𝜀𝑠,𝑒𝑙 = 𝑅𝑠 350 = = 1.75 × 10−4 𝐸𝑠 × 105 𝜀𝑏2 = 0.0048 𝑥𝑅 0.8 = = 0.772 ℎ0 + 𝜀𝑠,𝑒𝑙 𝜀𝑏2 => 𝜉𝑅 = 𝛼𝑅 = 𝜉𝑅 (1 − 0.5𝜉𝑅 ) = 0.474 • Concrete B30 steel CB300 – V: 𝜀𝑠,𝑒𝑙 = 𝑅𝑠 260 = = 1.3 × 10−3 𝐸𝑠 × 105 𝜀𝑏2 = 0.0048 => 𝜉𝑅 = 𝑥𝑅 0.8 = = 0.63 ℎ0 + 𝜀𝑠,𝑒𝑙 𝜀𝑏2 𝛼𝑅 = 𝜉𝑅 (1 − 0.5𝜉𝑅 ) = 0.431 Preliminary size of construction: 2.1 Preliminary size of slab: Choose the largest sized floor cell to calculate the floor thickness:8.5𝑚 × 8.5𝑚 ℎ𝑠 = 𝐷 ×𝑙 𝑚 Figure 12.4 Bottom moment chart in Y direction According to the bend-resistant structure, rectangular cross-section: 𝑏 = 1000 (𝑚𝑚), ℎ = 100 (𝑚𝑚), 𝑎𝑏𝑣 = 25 (𝑚𝑚) 𝑅𝑏 = 17 𝑀𝑃𝑎, 𝑅𝑠 = 210 𝑀𝑃𝑎 , { 𝛼𝑚 = 𝑀𝑛 ; 𝛾𝑏 𝑅𝑏 𝑏ℎ02 𝜉 = − √1 − 2𝛼𝑚 ; 𝐴𝑠 = 𝜇𝑚𝑖𝑛 = 0.05% 𝜇𝑚𝑎𝑥 = 2.7% 𝜉𝛾𝑏 𝑅𝑏 𝑏ℎ0 ; 𝛾𝑠 𝑅𝑠 𝜇= 𝐴𝑠 × 100 𝑏ℎ0 Table 12.7 The result of calculating reinforcement for the bottom plate M Floor S1X S2X Location Left support Span Right support Left support Span Right As M (mm2) (%) -14.14 0.037 0.038 533.76 0.305 d14a150 1026 0.513 14.31 0.037 0.038 -24.68 0.065 0.067 540.30 945.63 0.309 0.540 d14a200 d14a150 770 1026 0.385 0.513 -24.68 0.065 0.067 945.63 0.540 d14a150 1026 0.513 14.48 0.038 0.039 -14.14 0.037 0.038 546.85 533.76 0.312 0.305 d14a200 d14a150 770 1026 0.385 0.513 (kNm) A o Lay As select mchọn (d,mm/y,mm) (mm2) (%) 186 S1Y S2Y support Left support Span Right support Left support Span Right support -18.21 0.048 0.049 691.31 0.395 d14a200 770 0.385 25.39 0.066 0.069 -18.21 0.048 0.049 973.84 691.31 0.556 0.395 d14a150 d14a200 1026 770 0.513 0.385 -18.2 0.048 0.049 690.92 0.395 d14a200 770 0.385 25.39 0.066 0.069 -18.21 0.048 0.049 973.84 691.31 0.556 0.395 d14a150 d14a200 1026 770 0.513 0.385 2.2.3 Limit State II cracking test: Computational theory is the same as shown in the bound-state II crack test for the lid The results are presented in the table below: Table 12.8.Crack test results according to limit state II Umbrella Location floor S1X S2X S1Y Left support Span M1/3 M2 Mcrc kNm kNm kNm -8.31 -8.31 15.14 8.72 8.72 15.15 Right support Left support Span 14.92 14.92 14.92 14.92 8.77 8.77 15.14 Right support Left support -8.63 15.14 -8.63 11.13 11.13 15.14 15.15 15.15 Conclude acrc Crack width mm-1 does not crack does not 0.0000778 Agreement crack does not crack does not crack does not 0.0000798 Agreement crack does not crack does not Agreement crack 187 Span Right support Left support Span Right support S2Y 15.66 11.13 11.13 15.66 11.13 15.66 11.13 11.13 15.66 11.13 15.14 cracked 0.0002722 Agreement 15.15 does not crack 15.15 does not crack 15.14 cracked 0.0002722 Agreement 15.15 does not crack 2.2.4 Deflection test: Table 12.9 Bottom deflection test results Floor cell MTT+HT MTT+HTDH MTT+HTNH S1X S2X S1Y S2Y 2.3 (1/r) fm fu Check 39.33 14.63 24.7 0.00246 12.56 28.00 ok 39.38 14.65 24.73 0.00248 12.66 28.00 ok 33.23 12.43 20.81 0.0021 10.74 25.60 ok 33.23 12.430 20.810 0.0021 10.74 25.60 ok Calculate the map to: 2.3.1 Payload: Consider the most dangerous case: water pressure + suction wind (ignoring the TLBT of the city) Water pressure (triangular distribution) Standard values: 𝑝𝑛𝑡𝑐 = 10 × = 20 (𝑘𝑁/𝑚2 ) Calculated value: 𝑝𝑛𝑡𝑡 = × 20 = 20 (𝑘𝑁/𝑚2 ) The wind sucks (see as evenly distributed) Standard values: 𝑝𝑡𝑐 = 𝑤0 × 𝑐 × 𝑘 = 1.25 × 0.6 × 1.416 = 1.055 (𝑘𝑁/𝑚2 ) Calculated value: 𝑝𝑡𝑡 = 1.2 × 1.055 = 1.266 (𝑘𝑁/𝑚2 ) With wind pressure zone B in Ho Chi Minh City Vinh: 𝑤0 = 1.25 𝑘𝑁/𝑚2 , terrain C 188 corresponds to the height of the cap: 𝐻𝑛 = 66.4 + 0.80 + = 669.2𝑛(𝑚) k = 1.416 Figure 12.5 The working model of the wall Calculation diagram: Considering that the wall has a size of x 2m, because the lake has a lid beam, the load from the lid will pass into the lid beam through the column to the foundation, not through the wall At this point, it is possible to ignore the CTBT of the city and consider the city as a purely bending-resistant component with: The bottom edge of the mount to the bottom: no cracking occurs The top edge of the single recliner due to the perimeter cover beam system Because the cover plate resting on the lid beam and tank wall according to the method of action has great rigidity, the calculation scheme is mount end single resting end Internal force: − The internal force complex in the city village is divided into cases: a lake full of water and a lake without water: + When the lake is full of water, the pressure of the water and the pressure of the suction wind will be more dangerous to the lake wall + When the lake does not have pushy water, it is dangerous for the lake wall, however in this case the wind load is much smaller than the pressure of the water → Therefore, the most dangerous and detrimental combination for the lake itself is the case: the lake is full of water + the wind sucks, so the load is trapezoidal: 189 Figure 12.6.Working diagram of the wall 2.3.2 Reinforcement calculation: According to the bend-resistant structure, rectangular cross-section: 𝑏 = 1000 (𝑚𝑚), ℎ = 100 (𝑚𝑚), 𝑎𝑏𝑣 = 25 (𝑚𝑚) 𝑅𝑏 = 17 𝑀𝑃𝑎, 𝑅𝑠 = 210 𝑀𝑃𝑎 , { 𝛼𝑚 = 𝑀𝑛 ; 𝛾𝑏 𝑅𝑏 𝑏ℎ02 𝜉 = − √1 − 2𝛼𝑚 ; 𝐴𝑠 = 𝜇𝑚𝑖𝑛 = 0.05% 𝜇𝑚𝑎𝑥 = 2.7% 𝜉𝛾𝑏 𝑅𝑏 𝑏ℎ0 ; 𝛾𝑠 𝑅𝑠 𝜇= 𝐴𝑠 × 100 𝑏ℎ0 Table 9.10 The result of calculating reinforcement for the bottom plate Umbrella M As Location A o floor (kNm) (mm2) Left 7.55 0.014 0.014 139.67 support S1X Span 34.05 0.062 0.064 646.18 Right 4.156 -0.008 -0.008 -76.07 support Left 4.156 -0.008 -0.008 -76.07 support S2X Span 16.57 0.030 0.031 309.14 Right 4.32 0.008 0.008 79.68 support Left 10.307 0.019 0.019 191.16 support S1Y Span 49.45 0.090 0.094 953.39 Right 9.25 0.017 0.017 171.39 support M (%) 0.112 𝑨𝒔𝒄 𝝁𝒄 Lay (d,mm/y,mm) (mm ) (%) d8a200 251 0.251 0.517 -0.061 d12a150 d8a200 754 251 0.754 0.251 -0.061 d8a200 251 0.251 0.247 0.064 d12a200 d8a200 565 251 0.565 0.251 0.153 d8a200 251 0.251 0.763 0.137 d12a100 d8a200 1131 251 1.131 0.251 190 Left support Span Right support S2Y 10.03 0.018 0.018 185.98 0.149 d8a200 251 0.251 21.072 5.676 0.038 0.010 0.039 394.83 0.010 104.82 0.316 0.084 d12a200 d8a200 565 251 0.565 0.251 Steel plate is arranged in layers symmetrically Structural steel choose d8a200 2.4 Cap beam calculation: 2.4.1 Effective load: TLBT of beams (evenly distributed): 𝑔𝑑𝑛 = 𝑛 × 𝛾𝑏𝑡 × 𝑏 × (ℎ − ℎ0 ) = 1.1 × 25 × 0.2 × (0.4 − 0.1) = 1.395 (𝑘𝑁/𝑚2 ) The load is transmitted by the cap: 𝑔𝑏𝑛 = 3.81 × 6.4 𝑘𝑁 6.4 = 12.192 ( ), 𝑝𝑏𝑛 = 0.98 × = 3.136 (𝑘𝑁/𝑚2 ) 𝑚 2.4.2 Calculation and layout of reinforcement: Figure 12.7 Cap beam Moment chart 191 Figure 12.8 cap beam shear force chart Longitudinal reinforcement: In terms of bend-resistant components, the rectangular cross section has b = 200mm, h = 400mm (calculation theories are as above) 2.4.3 Calculation of the belt reinforcement for the cap beam: Reinforcement: The greatest shear force in the DN3 beam with 𝑄 = 29.03 𝑘𝑁 Beam size: 𝑏 × ℎ = 200 (𝑚𝑚) × 400 (𝑚𝑚) Suppose: 𝑎 = 50 (𝑚𝑚) → ℎ0 = ℎ − 𝑎 = 400 − 50 = 350 (𝑚𝑚) Using CB300 – T reinforcement with diameter, 𝑑 = (𝑚𝑚)2-branch reinforcement, assuming to choose the reinforcement step at the pillow is s = 100mm 𝜋 𝜋 𝐴𝑠𝑤 = 𝑛 𝑑 = × × 82 = 100 (𝑚𝑚2 ) 4 Check the condition according to the concrete strip between inclined sections: 𝑄𝑏,𝑚𝑎𝑥 = 𝜑𝑏1 𝑅𝑏 𝑏ℎ0 = 0.3 × 17000 × 0.2 × 0.35 = 357 (𝑘𝑁) > 𝑄 = 29.03 (𝑘𝑁) Check the condition according to the shear bearing inclination section: 𝑞𝑠𝑤 = 𝑅𝑠𝑤 𝐴𝑠𝑤 = 170 (𝑀𝑃𝑎) > 0.25𝑅𝑏𝑡 𝑏 = 0.25 × 1.15 × 200 = 57.5(𝑀𝑃𝑎) 𝑠𝑠𝑤 192 Shear forces subjected by concrete in inclined section: 𝜑𝑏2 𝑅𝑏𝑡 𝑏ℎ0 1.5 × 10−3 × 1.15 × 200 × 3502 𝑄𝑏 = = = 60.375 (𝑘𝑁) 𝐶 700 Shear forces subjected by steel in inclined section: 𝑄𝑠𝑤 = 𝜑𝑠𝑤 𝑞𝑠𝑤 𝐶 = 0.75 × 170 × 10−3 × 700 = 89.25 (𝑘𝑁) So: 𝑄 = 29.03 (𝑘𝑁) < 𝑄𝑠𝑤 + 𝑄𝑏 = 89.25 + 60.375 = 149.625 (𝑘𝑁) The largest distance between the reinforcements in terms of cut-off concrete (Section 8.1.3.3.1, page 72, TCVN 5574 – 2018): 𝑠𝑤,𝑚𝑎𝑥 𝑅𝑏𝑡 𝑏ℎ02 1700 × 0.2 × 0.352 ≤ = = 1435 (𝑚𝑚) 𝑄 29.03 The distance between the knee belts according to the structure: In the area near the pillow: an interval equal to 1/4 of a span + When ℎ ≤ 450 (𝑚𝑚) ℎ 𝑠𝑐𝑡 = ( ; 150) = 𝑚𝑖𝑛(225; 150) = 150 (𝑚𝑚) + When ℎ > 450 (𝑚𝑚) ℎ 𝑠𝑐𝑡 = ( ; 500) In the rest of the span: + When ℎ > 300 (𝑚𝑚) 𝑠𝑐𝑡 = ( ℎ; 500) + When ℎ < 300 (𝑚𝑚), there may be no need to set if the calculation does not require removal of the reinforcement In combination with the belt spacing requirements according to shock resistance standards, we choose the belt spacing at 𝑠1 = 150 (𝑚𝑚) the pillow and 𝑠2 = 200 at the span Table 12.11 Results of calculation and arrangement of cap beam reinforcement 193 Beams DN1 DN2 DN3 Location NH GP Q kn -53.24 8.36 53.24 109.16 12.25 109.16 GT NH GP -48.62 10.94 40.41 GT NH GP GT M kNm -55.68 39.84 -57.02 108.17 68.64 108.97 -48.48 35.78 -51.73 b mm 200 200 200 200 h mm 400 400 400 400 As,tt Longitudinal steel mm 489.81 2F22 342.47 2F22 502.62 2F22 1043.00 2F22+2F16 As,bt mm2 760.27 760.27 760.27 1162.39 M (% ) 0.700 0.489 0.718 1.490 200 400 616.16 2F22 200 400 1052.44 2F22+2F16 760.27 0.880 1162.39 1.503 200 400 421.94 200 400 305.84 200 400 452.38 760.27 0.603 760.27 0.437 760.27 0.646 2F22 2F22 2F22 Table 12.12 Arrangement of cap beam reinforcement Beams Location DN1 DN2 DN3 2.5 GT NH GP GT NH GP GT NH GP Q kn -53.24 8.36 53.24 -109.16 12.25 109.16 -48.62 10.94 40.41 M kNm -55.68 39.84 -57.02 -108.17 68.64 -108.97 -48.48 35.78 -51.73 b mm 200 200 200 200 200 200 200 200 200 h mm 400 400 400 400 400 400 400 400 400 Belt core d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 𝑄𝑏𝑠𝑤 188.915 133.583 188.915 188.915 133.583 188.915 188.915 133.583 188.915 Bottom beams: 2.5.1 Effective load: TLBT of beams (evenly distributed): 𝑔𝑑𝑑 = 𝑛 × 𝛾𝑏𝑡 × 𝑏 × (ℎ − ℎ0 ) = 1.1 × 25 × 0.2 × (0.6 − 0.15) = 3.713 (𝑘𝑁/𝑚2 ) 194 TLBT of the city (evenly distributed on DD1 and DD2 boundary beams): 𝑔𝑏𝑡 = 𝑛 × 𝛾𝑏𝑡 × 𝑏 × (ℎ − ℎ0 ) = 4.56 (𝑘𝑁/𝑚2 ) The load transmitted by the bottom plate: 𝑔𝑏𝑑 = 5.18 × 6.4 = 16.58 (𝑘𝑁/𝑚2 ), 𝑝𝑏𝑑 = 12 × 6.4 = 38.4 (𝑘𝑁/𝑚2 ) 2.5.2 Calculation and layout of reinforcement: Figure 12.9.The moment chart of the bottom beam Figure 12.10.Shear force graph of bottom beam 195 Longitudinal reinforcement: In terms of bend-resistant components, the rectangular cross section has b=300mm, h=600mm (calculation theories as above) 2.5.3 Calculation of belt reinforcement for bottom beams: Reinforcement: The greatest shear force in beams DD3 with 𝑄 = 45.63 𝑘𝑁 Beam size: 𝑏 × ℎ = 300 (𝑚𝑚) × 600 (𝑚𝑚) Suppose: 𝑎 = 50 (𝑚𝑚) → ℎ0 = ℎ − 𝑎 = 600 − 50 = 550 (𝑚𝑚) Using CB300 – T reinforcement with diameter, 𝑑 = (𝑚𝑚)2-branch reinforcement, assuming to choose the reinforcement step at the pillow is s = 100mm 𝜋 𝜋 𝐴𝑠𝑤 = 𝑛 𝑑 = × × 82 = 100 (𝑚𝑚2 ) 4 Check the condition according to the concrete strip between inclined sections: 𝑄𝑏,𝑚𝑎𝑥 = 𝜑𝑏1 𝑅𝑏 𝑏ℎ0 = 0.3 × 17000 × 0.2 × 0.55 = 814.5 (𝑘𝑁) > 𝑄 = 45.63 (𝑘𝑁) Check the condition according to the shear bearing inclination section: 𝑞𝑠𝑤 = 𝑅𝑠𝑤 𝐴𝑠𝑤 = 170 (𝑀𝑃𝑎) > 0.25𝑅𝑏𝑡 𝑏 = 0.25 × 1.15 × 300 = 86.3(𝑀𝑃𝑎) 𝑠𝑠𝑤 Shear forces subjected by concrete in inclined section: 𝜑𝑏2 𝑅𝑏𝑡 𝑏ℎ0 1.5 × 10−3 × 1.15 × 300 × 5502 𝑄𝑏 = = = 223.63 (𝑘𝑁) 𝐶 700 Shear forces subjected by steel in inclined section: 𝑄𝑠𝑤 = 𝜑𝑠𝑤 𝑞𝑠𝑤 𝐶 = 0.75 × 170 × 10−3 × 700 = 89.25 (𝑘𝑁) So: 𝑄 = 45.63 (𝑘𝑁) < 𝑄𝑠𝑤 + 𝑄𝑏 = 89.25 + 223.63 = 252.88 (𝑘𝑁) The largest distance between the reinforcements in terms of cut-off concrete (Section 8.1.3.3.1, page 72, TCVN 5574 – 2018): 𝑠𝑤,𝑚𝑎𝑥 ≤ 𝑅𝑏𝑡 𝑏ℎ02 1700 × 0.2 × 0.552 = = 3380 (𝑚𝑚) 𝑄 45.63 The distance between the knee belts according to the structure: In the area near the pillow: an interval equal to 1/4 of a span + When ℎ ≤ 450 (𝑚𝑚) 196 ℎ 𝑠𝑐𝑡 = ( ; 150) = 𝑚𝑖𝑛(225; 150) = 150 (𝑚𝑚) + When ℎ > 450 (𝑚𝑚) ℎ 𝑠𝑐𝑡 = ( ; 500) In the rest of the span: + When ℎ > 300 (𝑚𝑚) 𝑠𝑐𝑡 = ( ℎ; 500) + When ℎ < 300 (𝑚𝑚), there may be no need to set if the calculation does not require removal of the reinforcement In combination with the belt spacing requirements according to shock resistance standards, we choose the belt spacing at 𝑠1 = 150 (𝑚𝑚) the pillow and 𝑠2 = 200 at the span Table 12.1 Results of calculation and arrangement of bottom beam reinforcement Beams Location DD1 DD2 DD3 DD4 DD5 GT NH GP GT NH GP GT NH GP GT NH GP GT Q kn M kNm b mm h mm As,tt mm2 -169.33 70.18 169.33 -263.12 162.38 236.67 -169.33 70.2 169.33 -120.49 39.31 142.43 -161.9 -166.59 174.72 -166.59 -219.4 215.56 -219.4 -166.59 224.72 -166.59 -102 121.47 -181.95 -30.1 300 300 300 300 300 300 300 300 300 300 300 300 300 600 600 600 600 600 600 600 600 600 600 600 600 500 1236 1300 1236 1662 1631 1662 1236 1706 1236 739 886 1358 261 Longitudinal steel 3F25 3F25+3F18 3F25 3F25+2F16 3F25+3F18 3F25+2F16 3F25 3F25+3F18 3F25 3f20 3f20 3F20+3F18 3F18 As,bt mm2 m (%) 1473 2236 1473 1875 1706 1875 1473 2236 1473 942 942 1706 763 0.75 0.79 0.75 1.01 0.99 1.01 0.75 1.03 0.75 0.45 0.54 0.82 0.19 197 NH GP 4.67 112.65 194.81 -145.39 300 300 500 500 1861 3F25+3F18 1345 3F18+3F18 2236 1527 1.38 1.00 Table 12.1 Arrangement of cap beam reinforcement Beams DD1 DD2 DD3 DD4 DD5 Location GT NH GP GT NH GP GT NH GP GT NH GP GT NH GP Q kn -169.33 70.18 169.33 -263.12 162.38 236.67 -169.33 70.2 169.33 -120.49 39.31 142.43 -161.9 4.67 112.65 M kNm -166.59 174.72 -166.59 -219.4 215.56 -219.4 -166.59 224.72 -166.59 -102 121.47 -181.95 -30.1 194.81 -145.39 b mm 300 300 300 300 300 300 300 300 300 300 300 300 300 300 300 h mm 600 600 600 600 600 600 600 600 600 600 600 600 500 500 500 Belt core d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 d8a100 d8a200 d8a100 Qbsw kn 314.87 229.40 314.87 314.87 229.40 314.87 314.87 229.40 314.87 314.87 229.40 314.87 315.52 187.69 257.62 198 REFERENCES [1] Hệ thống TCVN (trình bày tên cụ thể mục 2.3), Nhà xuất Xây dựng [2] Phan Quang Minh (chủ biên), Ngơ Thế Phong, Nguyễn Đình Cống, Kết cấu bê tông cốt thép phần cấu kiện bản, Nhà xuất khoa học kỹ thuật Hà Nội, 2002 [3] Nguyễn Đình Cống, Tính tốn thực hành cấu kiện bê tông cốt thép theo TCXDVN 356:2005 – Tập 1, Nhà xuất Xây dựng, 2011 [4] Nguyễn Đình Cống, Tính tốn tiết diện cột bê tơng cốt thép, Nhà xuất Xây dựng, 2011 [5] Võ Bá Tầm, Kết cấu bê tông cốt thép tập (cấu kiện bản), Nhà Xuất Đại học Quốc gia Thành phố Hồ Chí Minh, 2012 [6] Võ Bá Tầm, Kết cấu bê tông cốt thép tập (cấu kiện nhà cửa), Nhà Xuất Đại học Quốc gia Thành phố Hồ Chí Minh, 2013 [7] Võ Bá Tầm, Nhà cao tầng bê tông cốt thép, Nhà xuất Đại học Quốc gia Thành phố Hồ Chí Minh, 2012 [8] Nguyễn Lê Ninh, Động đất vầ thiết kế cơng trình chịu động đất, Nhà xuất xây dựng, 2008 Và số tiêu chuẩn tài liệu online khác 199