Design

1. Project / Công trình:
XXX
Location / Địa điểm:
23 XXX
Client / Chủ đầu tư:
CÔNG TY TNHH BẤT ĐỘNG SẢN XXX

2. NHÓM THIẾT KẾ KẾT CẤU / CS TEAM
Chủ nhiệm dự án
Project Director: Phạm Anh Tuấn, MSc BSc, PEng, CEng
Chủ trì kết cấu:
Lead C&S Engineer: Eng .Vũ Duy Phát
Quản lý kỹ thuật
Technical Manager: Eng .Bùi Minh Nam
Thiết kế kết cấu
Structural Engineers: Eng .Phùng Như Được
Eng .Lâm Văn Bình
Eng .Nguyễn Xuân Hãn

3. NỘI DUNG CHÍNH / CONTENT
2. GIẢI PHÁP KẾT CẤU / TECHNICAL CONCEPT
1. NHIỆM VỤ THIẾT KẾ / DESIGN MISSION
3. KIẾN NGHỊ / TECHNICAL PROPOSAL

4. Focus:
+ Functioning as residential apartments,
including retail and facilities.
+ It is necessary that its commercial and retail
functions require a high degree of flexibility.
Structure form for Building includes:
A. Tower: 18 Residential floors, Technical floor
B. Podium: 3 Basements, 6 floors (3+3) above
ground for commercial function
NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

5. NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

6. TYPICAL FLOOR
NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

7. TYPICAL FLOOR
NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

8. TYPICAL FLOOR
NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

9. TYPICAL FLOOR
NHIỆM VỤ THIẾT KẾ / DESIGN MISSION

10. Tower (Shear wall system)
Podium (Transfer Structure)
Supporting Columns
Retaining Structure
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

11. A) TOWER:
1. Slab: One-way or two ways slab
 Concrete Grade: C28/35
 Steel reinforcement : Average steel ratio is around 120~140 Kg/m3
 Preliminary slab size:
 About 150mm~300mm depending on the span of slab (to minimize the number
of different slab thickness, say 2 ~3 types, at typical number of different slab
thickness, say 2 ~3 types, at typical floor for buildability consideration)
 To consider the following loading
− Self weight
− Finishes (domestic area/toilet/kitchen)
− Partition
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

12. A) TOWER:
2. Shear wall:
The wall as structural element and link them together by lintel beam to provide
sufficient lateral stiffness
 Concrete Grade: Grade C32/40, C34/45 or more is commonly used. By using high
strength concrete, it can optimize the wall thickness and increase the lateral stiffness
of wall. The concrete grade will also be changed along the height of building
 Steel reinforcement : Average steel ratio is around 100~150 Kg/m3
 Preliminary wall size estimation
 The thickness will be trimmed down along the height of building
 To consider the following loading
− Gravity Load –by tributary method
− Wind Load –by simple computer mode
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

13. A) TOWER:
3. Lintel Beam:
Where linking shear wall together to transmit wind shear force
 Concrete Grade: Same as floor slab for easy concrete pour with slab or more if
required
 Steel reinforcement : Average steel ratio is around 130~180 Kg/m3
 Preliminary lintel size estimation
 Width as wall thickness
 Depth controlled by headroom (min. under side of beam i.e. 2100 at door and 2300
under beam
 To consider the following loading
− Gravity Load –by tributary method
− Wind Load –by simple computer mode
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

14. B. TRANSFER STRUCTURE:
Schematic diagram of transfer structure
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

15. B. TRANSFER STRUCTURE:
Shear Wall
Structure at
Tower above
Transfer Plate

16. B. TRANSFER STRUCTURE:
Column Structure
below Transfer
Beam
Deep Beam
structure to
support all wall
structures above

17. B. TRANSFER STRUCTURE:
Design similar to pile cape beam
 Preliminary lintel size : 250mm W
 Steel reinforcement : Average steel ratio is around 250~300 Kg/m3
 Preliminary size estimation (1.5m ~5m)
 Depend on the spacing of columns and tower loading
 Gravity load –as the wall load transmitted tower load to plate level
 Wind load –the plate behaviors frame structure integrated with columns below
 Normally, the thickness is controlled by shear
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

18. C. RETAINING WALLS:
 Retaining System for a deep excavation refers to the structural system that retains
soil and water and prevents it from collapsing into the open cut
 The extent of excavation will depend on the soil condition, protection of adjacent
structures, ease of construction, environmental issues and more
 Diaphragm Wall Applications:
 Earth retention walls for deep excavations, basements
 High capacity vertical foundation elements.
 Retaining wall-foundations
 Retaining wall-water control
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

19. C. RETAINING STRUCTURE:
 Retaining System for a deep excavation refers to the structural system that
retains soil and water and prevents it from collapsing into the open cut
 The extent of excavation will depend on the subsoil condition, protection of
adjacent structures, ease of construction, environmental issues and more
 Diaphragm Wall Applications:
 Earth retention walls for deep excavations, basements
 High capacity vertical foundation elements.
 Retaining wall-foundations
 Retaining wall-water control
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

20. D. FOUNDATION:
 Bored Piles are adopted because of the following analysis:
 The load of super structure is heavy and its distribution is uneven.
 The top soil has poor bearing capacity.
 Subsoil water level is high so that pumping of water from the open trenches for the
shallow foundation is difficult and uneconomical.
 Large fluctuation in subsoil water level.
 Structure is situated near river bed, where there is danger of scouring action of
water.
 The top soil is of expansive nature.
 Bored piles are especially favored in urban areas where strict restrictions with
regards to noise and vibration are imposed by relevant authorities which restricted
the use of another conventional piling system, e.g driven piles
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

21. DESIGN LOADS
The gravity loads are selected based on TCVN 2737-1995:
Dead load
(kN/m²) TCVN EC
- Apartment activities:
+ Floor 1.5 1.5 1.5 - 2.0
+ Corridor 1.5 2.0 2.0 - 4.0
+ Bancony 1.5 2.0 2.5 - 4.0
- Stairs and exits 3.0 3.0 4.0
- Retail shops 1.5 4.0 5.0
- Storage, accumulation of goods 0.5 4.0 7.5
- Mechanical Room Equipment Equipment Equipment loads
- Ramp and Parking area:
+ Vehicle weight ≤ 30kN & ≤ 8 seats not 0.5 5 2.5
+ 30kN < vehicle weight ≤ 160kN 0.5 5 5
+ Truck 0.5 15 15
- Fire truck at ground floor 0.5 25
- Plant areas
According to
occupancy function
- Roof not accessible except for maintenance 2 0.75 1
Occupancy
Live Load (kN/m²)
According to occupancy
function
GIẢI PHÁP KẾT CẤU / STRUCTURAL CONCEPT

22. LOADING MAP:
Level 1

23. Level 1M

24. Level 2

25. Level 2M

26. Level 3

27. Level 3M

28. LOADING MAP:
Typical Floor – type 1

29. Level 20

30. Level 20M

31. LOADING MAP:
Roof Level

32. SHEAR WALL LOAD TAKE-DOWN

33. LOAD TAKE-DOWN CALCULATION
b(mm) h(mm) Type
F_20G P1 Bottom -114.381 40 1143.81 33.3 1.2 250 3200 Wall 0.043
F_19 P1 Bottom -141.636 40 1416.36 33.3 1.2 250 3200 Wall 0.053
F_18 P1 Bottom -194.67 40 1946.70 33.3 1.2 250 3200 Wall 0.073
F_17 P1 Bottom -228.57 40 2285.70 33.3 1.2 250 3200 Wall 0.086
F_16 P1 Bottom -263.305 40 2633.05 33.3 1.2 250 3200 Wall 0.099
F_15 P1 Bottom -291.006 40 2910.06 33.3 1.2 250 3200 Wall 0.109
F_14 P1 Bottom -318.915 40 3189.15 33.3 1.2 250 3200 Wall 0.120
F_13 P1 Bottom -372.307 40 3723.07 33.3 1.2 250 3200 Wall 0.140
F_12 P1 Bottom -406.323 40 4063.23 33.3 1.2 250 3200 Wall 0.152
F_11 P1 Bottom -439.982 40 4399.82 33.3 1.2 250 3200 Wall 0.165
F_10 P1 Bottom -474.451 40 4744.51 33.3 1.2 250 3200 Wall 0.178
F_09 P1 Bottom -501.719 40 5017.19 33.3 1.2 250 3200 Wall 0.188
F_08 P1 Bottom -528.893 40 5288.93 33.3 1.2 250 3200 Wall 0.198
F_07 P1 Bottom -580.881 40 5808.81 33.3 1.2 250 3200 Wall 0.218
F_06 P1 Bottom -613.197 40 6131.97 33.3 1.2 250 3200 Wall 0.230
F_05 P1 Bottom -643.843 40 6438.43 33.3 1.2 250 3200 Wall 0.241
Tầng / Level Label
fck
Mpa
Ned
(KN)
fcd
Mpa
gc
Tiết diện / Section Hệ số lực
dọc lực
quy
đổi/normali
zed axial
load
Vị tri / Location
Axial
Load
P (kN)

34. LOAD TAKE-DOWN CALCULATION
b(mm) h(mm) Type
F_20G P10 Bottom -46.2988 40 462.99 33.3 1.2 250 1300 Wall 0.043
F_19 P10 Bottom -55.1903 40 551.90 33.3 1.2 250 1300 Wall 0.051
F_18 P10 Bottom -66.3369 40 663.37 33.3 1.2 250 1300 Wall 0.061
F_17 P10 Bottom -80.28 40 802.80 33.3 1.2 250 1300 Wall 0.074
F_16 P10 Bottom -95.2391 40 952.39 33.3 1.2 250 1300 Wall 0.088
F_15 P10 Bottom -109.197 40 1091.97 33.3 1.2 250 1300 Wall 0.101
F_14 P10 Bottom -123.401 40 1234.01 33.3 1.2 250 1300 Wall 0.114
F_13 P10 Bottom -139.036 40 1390.36 33.3 1.2 250 1300 Wall 0.128
F_12 P10 Bottom -154.824 40 1548.24 33.3 1.2 250 1300 Wall 0.143
F_11 P10 Bottom -170.779 40 1707.79 33.3 1.2 250 1300 Wall 0.158
F_10 P10 Bottom -186.86 40 1868.60 33.3 1.2 250 1300 Wall 0.172
F_09 P10 Bottom -201.865 40 2018.65 33.3 1.2 250 1300 Wall 0.186
F_08 P10 Bottom -216.927 40 2169.27 33.3 1.2 250 1300 Wall 0.200
F_07 P10 Bottom -233.127 40 2331.27 33.3 1.2 250 1300 Wall 0.215
F_06 P10 Bottom -249.332 40 2493.32 33.3 1.2 250 1300 Wall 0.230
F_05 P10 Bottom -265.519 40 2655.19 33.3 1.2 250 1300 Wall 0.245
Tầng / Level Label
fck
Mpa
Ned
(KN)
fcd
Mpa
gc
Tiết diện / Section Hệ số lực
dọc lực
quy
đổi/normali
zed axial
load
Vị tri / Location
Axial
Load
P (kN)

35. COLUMN LOAD TAKE-DOWN
GIẢI PHÁP KẾT CẤU / TECHNICAL CONCEPT

36. COLUMN LOAD TAKE-DOWN
GIẢI PHÁP KẾT CẤU / TECHNICAL CONCEPT
b(mm) h(mm) Type
F_04 C1 SENVDD Min -669.07 40 6690.70 33.3 1.2 800 800 Column 0.314
F_03m C1 SENVDD Min -705.244 40 7052.44 33.3 1.2 800 800 Column 0.331
F_03 C1 SENVDD Min -743.701 40 7437.01 33.3 1.2 800 800 Column 0.349
F_02m C1 SENVDD Min -765.93 40 7659.30 33.3 1.2 800 800 Column 0.359
F_02 C1 SENVDD Min -802.709 40 8027.09 33.3 1.2 800 800 Column 0.376
F_01m C1 SENVDD Min -824.458 40 8244.58 33.3 1.2 800 800 Column 0.386
F_01 C1 SENVDD Min -863.391 40 8633.91 33.3 1.2 800 800 Column 0.405
B_01 C1 SENVDD Min -896.324 40 8963.24 33.3 1.2 800 800 Column 0.420
B_02 C1 SENVDD Min -928.337 40 9283.37 33.3 1.2 800 800 Column 0.435
F_04 C2 SENVDD Min -763.401 40 7634.01 33.3 1.2 800 800 Column 0.358
F_03m C2 SENVDD Min -787.739 40 7877.39 33.3 1.2 800 800 Column 0.369
F_03 C2 SENVDD Min -823.576 40 8235.76 33.3 1.2 800 800 Column 0.386
F_02m C2 SENVDD Min -858.955 40 8589.55 33.3 1.2 800 800 Column 0.403
F_02 C2 SENVDD Min -899.021 40 8990.21 33.3 1.2 800 800 Column 0.421
F_01m C2 SENVDD Min -933.663 40 9336.63 33.3 1.2 800 800 Column 0.438
F_01 C2 SENVDD Min -970.565 40 9705.65 33.3 1.2 800 800 Column 0.455
B_01 C2 SENVDD Min -1001.79 40 10017.90 33.3 1.2 800 800 Column 0.470
B_02 C2 SENVDD Min -1032.59 40 10325.90 33.3 1.2 800 800 Column 0.484
Tầng / Level Label Combo
fck
Mpa
Ned
(KN)
fcd
Mpa
gc
Tiết diện / Section Hệ số lực
dọc lực
quy
đổi/normali
zed axial
load
Axial
Load
P (kN)

37. b(mm) h(mm) Type
F_04 C23 SENVDD Min -939.842 40 9398.42 33.3 1.2 800 800 Column 0.441
F_03m C23 SENVDD Min -986.904 40 9869.04 33.3 1.2 800 800 Column 0.463
F_03 C23 SENVDD Min -1035.65 40 10356.51 33.3 1.2 800 800 Column 0.485
F_02m C23 SENVDD Min -1059.1 40 10591.04 33.3 1.2 800 800 Column 0.496
F_02 C23 SENVDD Min -1107.59 40 11075.93 33.3 1.2 800 800 Column 0.519
F_01m C23 SENVDD Min -1131.35 40 11313.50 33.3 1.2 800 800 Column 0.530
F_01 C23 SENVDD Min -1182.63 40 11826.26 33.3 1.2 800 800 Column 0.554
B_01 C23 SENVDD Min -1227.76 40 12277.57 33.3 1.2 800 800 Column 0.576
B_02 C23 SENVDD Min -1272.52 40 12725.24 33.3 1.2 800 800 Column 0.596
F_04 C24 SENVDD Min -1732.23 40 17322.31 33.3 1.2 1100 1100 Column 0.429
F_03m C24 SENVDD Min -1746.1 40 17460.95 33.3 1.2 1100 1100 Column 0.433
F_03 C24 SENVDD Min -1810.18 40 18101.76 33.3 1.2 1100 1100 Column 0.449
F_02m C24 SENVDD Min -1874.14 40 18741.45 33.3 1.2 1100 1100 Column 0.465
F_02 C24 SENVDD Min -1937.88 40 19378.78 33.3 1.2 1100 1100 Column 0.480
F_01m C24 SENVDD Min -2001.53 40 20015.26 33.3 1.2 1100 1100 Column 0.496
F_01 C24 SENVDD Min -2103.89 40 21038.94 33.3 1.2 1100 1100 Column 0.522
B_01 C24 SENVDD Min -2180.91 40 21809.05 33.3 1.2 1100 1100 Column 0.541
B_02 C24 SENVDD Min -2257.27 40 22572.72 33.3 1.2 1100 1100 Column 0.560
Tầng / Level Label Combo
fck
Mpa
Ned
(KN)
fcd
Mpa
gc
Tiết diện / Section Hệ số lực
dọc lực
quy
đổi/normali
zed axial
load
Axial
Load
P (kN)
COLUMN LOAD TAKE-DOWN
GIẢI PHÁP KẾT CẤU / TECHNICAL CONCEPT

38. 1. KẾT CẤU THÂN / SUPERSTRUCTURE:
Traditional and flat slabs for typical floors
Transfer beams for 4th floor
Blade walls hidden / mostly not seen at apartments
Columns/Cores are for commercial floors (2 options presented)
2. KẾT CẤU MÓNG / SUBSTRUCTURE:
Bore piles Dia 1000-1200mm/ Length (some 45-60m - to be confirmed upon soil
investigation)
Retaining walls 800mm for 3 basements
Blades at basements for parking areas (3 options presented)
3. KIẾN NGHỊ / RECOMMENDATION

39. BASIC DESIGN
DRAWINGS AND REPORT
In separate slides
Option 1
Option 2.1
Option 2.2
Option 2.3
Option 2.4