1. Preliminary Design & Steel Deck Alternative Presentation
Project : Ministry of Taxation Tower BAKU
Office & Residental Tower
Preliminary Design & Steel Deck Alternative Presentation

2. General 3D Views

3. Upper 2 Cubes Residental Usage
General Architectural Design Concept
Upper 2 Cubes Residental Usage
Lower 3 Cubes Office Usage
Podium & Auditorium

4. General Overview The site is located on Haydar Aliyev Avenue in Baku.
General Section of MOT Tower

5. General Schematic Designers

6. General Overview of Schematic Structural Design
From WSI Schematic Design
Typical PT Slabs by WSI

7. Lower Cube Structural System
Lower Cube System

8. Upper Cube Structural System
Cantilever PT Slabs
Central Core
Lower Cube System

9. Brief Structural Description of MOT Tower Vertical Load Bearing System

10. Brief Structural Description of MOT Tower Lateral Load Bearing System

11. Design Standards and Codes

12. Structural Materials

13. Structural Materials

14. Loads Vertical Loads on Stories & Podium

15. Loads
Wind Loads
From the rigid tunnel test results of Wacker Engineering

16. Overall maximum forces and moments for the tower “Ministry of Taxation” –
proximity model

17. Loads
Seismic Loads

18. Loads
Seismic Loads

19. Loads
Seismic Loads

20. Loads
Seismic Loads

21. Main Structural Issues
ETABS Model

22. Main Structural Issues
Outer Core Wall Thicknesses
with initial stiffnes of tower

23. Main Structural Issues
Extruded View of the Core & Core Thicknesses
Inner Core uniform thickness 40 cm
Outer core thickness varying thickness 100cm from bottom
to 40 cm at top

24. Modal Analysis Results (According to WSI Design )
Main Structural Issues
Modal Analysis Results (According to WSI Design )

25. Main Structural Issues
- Main challenging issue may be assumed as Wind Load.
In Baku Wind Load effects have very high values.
Wacker Engineering Wind Tunnel Rigid Test Results Mean value of Wind Loads

26. Wacker Engineering Wind Tunnel Rigid Test Results Total Story Shears
Main Structural Issues
Wacker Engineering Wind Tunnel Rigid Test Results Total Story Shears

27. With the initial stiffness of tower :
Main Structural Issues
With the initial stiffness of tower :
T = 4.24 s
T = 4.24 s
f = Hz

28. Main recommendations from the first wind tunnel test (rigid) results :
Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :

29. Main recommendations from the first wind tunnel test (rigid) results :
Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :

30. Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :

31. Top Story Acceleration
Main Structural Issues
Top Story Acceleration
Two arising problems after first rigid wind tunnel test result
Vortex Resonance Effect of Wind Load

32. Main Structural Issues
Top Story Accelaration Criteria Check with initial tower stiffness

33. Increased Core Wall thicknesses for aeroelastic wind tunnel test
Main Structural Issues
Aeroelastic test results with increased stiffness of the tower.
Increased Core Wall thicknesses for aeroelastic wind tunnel test

34. Main Structural Issues
Aeroelastic test results conclusions

35. Top Story Acceleration
Main Structural Issues
With stiffening the outer core wall of the tower ;
NOT OK. Acceleration at Cube 5 is still not acceptable for residential criterias.
Top Story Acceleration
Vortex Resonance Effect of Wind Load
OK, could be excluded for MOT Tower with frequency of 0.29 Hz.

36. Main Structural Issues

37. Alternative Solution of TMD adapted Tower with Composite Steel Deck Slabs;
Advantages :
Major decrease in the tower total mass.
Seismic shear forces reduction.
Seismic base moment reduction.
Economy for foundation & pile design
Decrease in the period of the building due to the dead mass decrease.
This causes increase of the tower’s frequency.
Required damper mass will be less than compared to PT RC slab design.
Total weight and the total cost of the damper will be less compared to required damper for initial PT RC slab design.

38. Alternative Solution of TMD adapted Tower with Composite Steel Deck Slabs;
Comparison Table :
MoT Tower Comparison of 2 Systems
( Freysinet proposed PT System & Steel Composite Deck )
Parameter
PT System
Composite Steel Deck
Decrease ( % )
Dead Mass (kN)
507500
392000
22.76
Seismic Mass (kN)
640000
525000
17.97
Seismic Base Shear (kN)
2840
2350
17.25
Seismic Overturning Moment (mN)
3400
2710
20.29
First period of the structure (s)
4.52
4.01
11.28
Frequency of the structure (Hz)
0.22
0.25
-13.64
Apprx. Required TMD Weight (kN)
5500
4500
18.18

39. Alternative Solution of TMD adapted Tower with Composite Steel Deck Slabs;
Comparison of Core
Reinforcement Ratios.
Reinforcement Ratios of MOT Tower
Inner & Outer Core
Materials
Concrete
C50
Reinforcement
fyk = 420 Mpa
Inner Core
Uniform
Coefficient for
Final
Elevations
Wall thickness (cm)
Reinforcement Ratio
Quantity
splices, etc
Foundation ~ m 40
0.01
78.5
1.3
102.05
m m
m ~ m
m ~ m
0.008
62.8
81.64
107.10m ~ m
136.80m ~ m
Outer Core -1
100
0.035
274.75 80 50
0.025
196.25
0.02
157
204.1
0.015
117.75
Outer Core -2
Overall Average
180.47

40. Typical Structural Solutions for Lower Cubes
3D View of the Lower 3 Cubes
ROTATING FLOOR SLABS
CUBE COLUMNS Φ508 mm
STEEL TRANSFER TRUSSES

41. Typical Structural Solutions for Lower Cubes
3D View of the Lower 3 Cubes
STEEL TRANSFER TRUSSES FOR FIRST 3 CUBES

42. Typical Structural Solutions for Lower Cubes Terrace Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

43. Typical Structural Solutions for Lower Cubes Office Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

44. DEFLECTION CHECK (G+Q)
OFFICE FLOORS
RELATIVE DISPLACEMENT OF CANTILEVER ARM ~ 48 mm
LIMIT L/150 = 840 /150 = 5.6 cm

45. DEFLECTION CHECK LOWER 3 CUBES
RELATIVE DISPLACEMENT OF TRANSFER TRUSS ~ 50 mm
LIMIT L/150 = 1100 /150 = cm

46. Typical Structural Solutions for 4th Cube 3D View of the 4th Cube
ROTATING FLOOR SLABS
CUBE COLUMNS Φ457 mm
STEEL TRANSFER TRUSSES

47. Typical Structural Solutions for 4th Cube 3D View of the 4th Cube
STEEL TRANSFER TRUSSES FOR 4th CUBE

48. Typical Structural Solutions for 4th Cube Terrace Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

49. Typical Structural Solutions for 4th Cube Office Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

50. DEFLECTION CHECK (G+Q)
OFFICE FLOORS
RELATIVE DISPLACEMENT OF CANTILEVER ARM ~ 25 mm
LIMIT L/150 = 700 /150 = cm

51. DEFLECTION CHECK 4th CUBE
RELATIVE DISPLACEMENT OF TRANSFER TRUSS ~ 51 mm
LIMIT L/150 = 780 /150 = 5.2 cm

52. Typical Structural Solutions for 5th Cube 3D View of the 5th Cube
ROTATING FLOOR SLABS
CUBE COLUMNS Φ323.9 mm
STEEL TRUSSES

53. Typical Structural Solutions for 5th Cube Terrace Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

54. Typical Structural Solutions for 5th Cube Residential Floor Plans
PERIMETER BEAMS
SECONDARY BEAMS
COMPOSITE STEEL DECK

55. DEFLECTION CHECK (G+Q)
RESIDENTIAL FLOORS
RELATIVE DISPLACEMENT OF CANTILEVER ARM ~ 69 mm
LIMIT L/150 = 1060 /150 = 7.1 cm

56. DEFLECTION CHECK 5th CUBE RELATIVE DISPLACEMENT OF TRUSS ~ 62 mm
LIMIT L/150 = 1060 /150 = 7.1 cm

57. Typical Details for Composite Steel Deck

58. Typical Details for Composite Steel Deck

59. For connection elements, splices (0.25 coefficient is used)=
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
NumPieces
TotalLength
TotalWeight
Text
Unitless m
Tonf
TOP CUBE
IPE270 41
124.17
4.47
IPE330 33
216.96
10.66
IPE360 48
324.82
18.54
IPE400 88
722.82
47.94
IPE450 8
96.06
7.45
IPE500 16
121.29
11.04
IPE600
101.50
12.43
HE200B
36.35
2.23
HE220B 4
8.92
0.64
HE240B
26.79
HE260B
19.79
1.83
HE280B 24
64.88
6.67
HE300B
10.36
1.21
HE320B 12
74.94
9.47
HE400B 26
71.01
IPE
6.60
0.70
IPE
13.20
1.13
TUBO-D114.3X3.6
100
226.66
PIPE323.9*12
105.82
9.77
The Total Weight of Profiles=
161.68
For connection elements, splices (0.25 coefficient is used)=
40.42
The Total Weight of top Cube=
202.09
The Total Composite Deck Area approximately 1950m², kg/m²
103.64

60. For connection elements, splices (0.25 coefficient is used)=
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
NumPieces
TotalLength
TotalWeight
Text
Unitless m
Tonf
CUBE 4
IPE200 44
3.9319
IPE220 64
9.7344
IPE240 80
IPE270 40
IPE300 12
3.5874
IPE600
136
HE220B 48
8.1828
HE320B 24
HE360B 47
HE400B 1
0.3079
PIPE457.2*16
The Total Weight of Profiles=
264.34
For connection elements, splices (0.25 coefficient is used)=
66.08
The Total Weight of Cube 4=
330.42
The Total Composite Deck Area approximately 3341m², kg/m²
98.90

61. CUBE 3 Material List for Preliminary Steel Design Cube by Cube
MOT TOWER MATERIAL LIST
Section
NumPieces
TotalLength
TotalWeight
Text
Unitless m
Tonf
CUBE 3
IPE300
172
51.22
IPE500 8
73.24
6.67
IPE600 72
720.00
88.17
IPE360 44
372.10
21.24
IPE270
326.75
11.75
IPE450 28
263.18
20.41
PIPE 508/10 32
140.89
17.03
HE200A 16
70.40
2.97
35.22
1.49
HE300A 4
17.60
1.56
HE600B 88
240.02
49.75
HE360B 64
250.35
35.57
The Total Weight of Profiles=
307.82
For connection elements, splices (0.25 coefficient is used)=
76.96
The Total Weight of Cube 3=
384.78
The Total Composite Deck Area approximately 3825m², kg/m²
100.60

62. For connection elements, splices (0.25 coefficient is used)=
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
NumPieces
TotalLength
TotalWeight
Text
Unitless m
Tonf
CUBE 2
IPE300
172
58.47
IPE500 8
83.62
7.61
IPE600 72
822.02
100.66
IPE360 44
424.83
24.25
IPE270
373.05
13.42
IPE450 28
300.47
23.30
PIPE 508/10 32
160.86
19.44
HE200A 16
80.38
3.39
40.21
1.70
HE300A 4
20.09
1.78
HE600B 88
274.04
56.80
HE360B 64
285.82
40.61
The Total Weight of Profiles=
351.44
For connection elements, splices (0.25 coefficient is used)=
87.86
The Total Weight of Cube 2=
439.30
The Total Composite Deck Area approximately 4367m², kg/m²
100.60

63. For connection elements, splices (0.25 coefficient is used)=
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
NumPieces
TotalLength
TotalWeight
Text
Unitless m
Tonf
CUBE 1
IPE300
172
64.91
IPE500 8
92.82
8.45
IPE600 72
912.45
111.74
IPE360 44
471.56
26.91
IPE270
414.08
14.89
IPE450 28
333.52
25.87
PIPE 508/10 32
178.55
21.58
HE200A 16
89.22
3.77
44.64
1.89
HE300A 4
22.30
1.98
HE600B 88
304.18
63.04
HE360B 64
317.26
45.08
The Total Weight of Profiles=
390.10
For connection elements, splices (0.25 coefficient is used)=
96.32
The Total Weight of Cube 1=
481.61
The Total Composite Deck Area approximately 4841m², kg/m²
99.50

64. Total weight of the steel =
Material List for Preliminary Steel Design
Total Weight
Total weight of the steel =
1840 t
For connection elements, splices (0.25 coefficient is used)
Steel deck weight is not included in the total weight.

65. Primary Details & Critical Points for Composite Steel Deck System ;
Vibration Check for Composite Slabs

66. Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
Damping ratio is accepted as 0.03
To take the effect of walls into account.

67. Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
Acceptance Criteria for Human Walking Excitation

68. Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
SLAB CHECK 1
SLAB CHECK 2

69. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Vibration Check
Joist / Beam Mode
Maximum moment at beam due to dead loads
M =
115
kNm
Linear Load from dead loads
wjb =
kN/m
Additional deflections
Deflection due to dead loads
Support Deflection 15 mm
Column Deflection 56
Δjb = m
Frequency of the composite slab
fjb
Total weight of the composite slab wj

70. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Floor occupancy
Office
Acceleration limit
0.005 g
Constant Force
0.29 kN
Damping Ratio
0.03
Panel acceleration value Ap
m/s^2 OK
Target

71. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Vibration Check
Combined Mode
wg =
kN/m
Support Deflection 49 mm
Column Deflection
Girder Length 15 m Wg kN
( with effective panel weight )
Δgb = 30
fgb Hz
fgb (combined) W

72. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Floor occupancy
Office
Acceleration limit
0.005 g
Constant Force
0.29 kN
Damping Ratio
0.03
Panel acceleration value Ap
m/s^2
Target

73. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 2
Vibration Check
Maximum moment at beam due to dead loads
M = 80
kNm
Linear Load from dead loads
wjb =
kN/m
Deflection due to dead loads
Support Deflection 84 mm
Column Deflection
Δjb = m
Frequency of the composite slab
fjb
Total weight of the composite slab wj

74. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 2
Floor occupancy
Office
Acceleration limit
0.005 g
Should be filled manually
Constant Force
0.29 kN
Damping Ratio
0.04
Panel acceleration value Ap
m/s^2 OK
Target

75. Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
SLAB CHECK 3

76. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 3
Vibration Check
Joist / Beam Mode
Maximum moment at beam due to dead loads
M =
137
kNm
Linear Load from dead loads
wjb =
7.0144
kN/m
Additional deflections
Deflection due to dead loads
Support Deflection 51 mm
Column Deflection
Δjb = m
Frequency of the composite slab
fjb
Total weight of the composite slab wj
87.68

77. Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 3
Floor occupancy
Office
Acceleration limit
0.005 g
Constant Force
0.29 kN
Damping Ratio
0.03
Panel acceleration value Ap
m/s^2
Target

78. Office & Residental Tower Upper&Lower Cubes – Truss & Core Connection
Project : Ministry of Taxation Tower BAKU
Office & Residental Tower
Upper&Lower Cubes – Truss & Core Connection
Typical Details

79. Typical Structural Solutions for 5th Cube 3D View of the 5th Cube
Transfer Truss

80. 3d View of The 4th Cube
Transfer Truss

81. 3d View of The 3th Cube ( Similar to 1st and 2nd Cube )
Transfer Truss

82. Plan View of The Transfer Story at the 5th Cube
Transfer Trusses

83. Plan View of The Transfer Story at the 4th Cube
Transfer Trusses

84. Plan View of The Transfer Story at the 3rd Cube
Transfer Trusses

85. 3d View of The 3th Cube Truss (Similar to 1st and 2nd Cube)

86. 3d View of The 3th Cube Truss (Similar to 1st and 2nd Cube)

87. 3D View of the Transfer Truss at 4th Cube

88. 3D View of the Transfer Truss at 5th Cube

89. Axial Load Diagram of Truss Elements (Most Unfavorable Combination)
P(tension) = 1670 kN
P(compression) = 3410 kN

90. Punching Check of The Core Wall 5th Cube (Governing action at bottom chord connection)

91. Punching Check of The Core Wall P1 = 1670 kN P2 = - 2380 kN
Equivalent Horizontal Force :
Phor = P3*cos7+P2*sin47= 5150 kN
Vd = 5150 kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( ) x 2 + ( ) x 2 = 4.7m
d = 0.45 m
Vrc = 0.90 x 4.7 x 1650 x 0.45 = 3140 kN

92. Vr = Vrc + Vrs
Vrs = 5150 – 3140 = 2010 kN
8 x φ 20 / 150 selected transverse reinforcement
Asw / sw = cm2 /m
Rsw = 30 kN/cm2
Vrs = Asw / sw x d x Rsw = 2261 kN > Vrs = 2010 kN OK.
Concrete Bearing Check
σ = ( Phor / Aplate ) = 5150 / ( 1.20 * 0.70 ) = 6130 kN/cm2
σlim = fcd*/2 = kN/cm2 > 6130 kN/cm OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions 0.70 m * 1.20 m

93. Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver = P3.sin7+P2*cos47 = 2040 kN

94. Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 0.45*8 * =27.45t
n = 204 / 27.45= 8 bolts for connection

95. Top Chord Brace Connection to Core
Check of Anchor Bolts at tension
Ptmax = kN

96. Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 0.75 * 8 * * 12 = 548 t > Pd = 200 t

97. Top Chord Connection to Truss
Punching Shear at Top Chord
12 M36
8.8

98. Uniform Core Wall Thickness t = 500 mm Plate dimension 600 mm* 600 mm
Vd = 2000 kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( 4*1.08) = 4.32 m
d = 0.45 m
Vrc = 0.90 x x 1650 x 0.45 = 2880 kN > Vd = 2000 kN
Concrete Bearing Check
σ = ( Phor / Aplate ) = 2000 / ( 0.6*0.6 ) = 5555 kN/cm2
σlim = fcd*/2 = kN/cm2 > 5555kN/cm OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimension 600 mm* 600 mm

99. Punching Check of The Core Wall 4th Cube (Governing action at bottom chord connection)

100. Punching Check of The Core Wall P1 = 2000 kN P2 = -2380 kN
Equivalent Horizontal Force :
Phor =P3 = 3000 kN
Vd = 3000 kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( ) x 2 + ( ) x 2 = 3.3 m
d = 0.45 m
Vrc = 0.90 x 3.3 x 1650 x 0.45 = 2205 kN

101. Vr = Vrc + Vrs
Vrs = 3000 – 2205 = 795 kN
5 x φ 16 / 150 selected transverse reinforcement
Asw / sw = cm2 /m
Rsw = 30 kN/cm2
Vrs = Asw / sw x d x Rsw = 904 kN > Vrs = = 795 kN OK.
Concrete Bearing Check
σ = ( Phor / Aplate ) = 3000 / ( 0.60 * 0.60 ) = 8333 kN/cm2
σlim = fcd*/2 = kN/cm2 > 8333 kN/cm OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions m * 0.60 m

102. Top Chord Connection to Core
Check of Anchor Bolts at tension
Ptmax = kN kN * cos45 = 3697 kN

103. Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 075 * 8 * * 12 = 549 t > Pd = 369 t

104. Top Chord Connection to Truss
Punching Shear at Top Chord

105. Uniform Core Wall Thickness t = 500 mm Plate dimension 600 mm* 600 mm
Vd = 3697 kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( 0.82*4) = 3.28m
d = 0.45 m
Vrc = 0.90 x 3.28 x 1650 x 0.45 = 2191 kN > Vd = 2000 kN
Concrete Bearing Check
σ = ( Phor / Aplate ) = 3697 / ( 0.60 * 4) = 1540 kN/cm2
σlim = fcd*/2 = kN/cm2 > 1127kN/cm OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimension 600 mm* 600 mm

106. Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver = P3.sin7 + P2.sin50 = 2240 kN

107. Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 80 * 0.45 * = kN
n = 2240 / = 9 bolts for connection
12 M36 Vr = 3300 kN > 2240 kN

108. Punching Check of The Core Wall 3th Cube ( Governing action at bottom plate connection )
P1= Total tensile force
P2= Total compressive
force

109. Punching Check of The Core Wall P1 = 12400 kN P2 = -12060 kN
Vd = kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( ) x 2 + ( ) x 2 = m
d = 0.45 m
Vrc = 0.90 x x 1650 x 0.45 = 9034 kN

110. Vr = Vrc + Vrs
Vrs = –9034 = 3366 kN
Asw / sw = 250 cm2 /m OK.
Concrete Bearing Check
σ = ( Phor / Aplate ) = / ( 5.25 * 1.06 ) = 2228 kN/cm2
σlim = fcd*/2 = kN/cm2 > 2228 kN/cm OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions m * 1.06 m

111. Top Chord Connection to Core
Check of Anchor Bolts at tension
Ptmax = kN
42 M36 (8.8)

112. Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 075 * 8 * * 42 = 1922 t > Pd = 1240 t

113. Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver= 5650kN

114. Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 80 * 0.45 * = kN
n = 5650 / 275 = 21 bolts for connection
42 M36 Vr = kN > 5650 kN

115. Out of Plane Bending Moments of Core Wall at Transfer Truss Surface
M22 ( Vertical direction )
-250 kN.m
350 kN m

116. Out of Plane Bending Moments at Core Wall at Transfer Truss Surface
SECTION/ СЕЧЕНИЯ b h h' M am e z As
Арматура A
Asmin 1 2
(mm)
( kN.m )
(mm2)
1000
700 50
250.0
0.039
0.980
902.0 Ø 16 /
200 +
>
901.97
320.0
0.050
0.051
0.975
1161.2 20
150
Additionally φ20/200 reinforcement will be added vertically to resist the out of plane moment at core wall.

117. Out of Plane Bending Moments of Core Wall at Transfer Truss Surface
M11 ( Horizontal direction )
-300 kN.m
600 kN m

118. Out of Plane Bending Moments at Core Wall at Transfer Truss Surface
SECTION/ СЕЧЕНИЯ b h h' M am e z As
Арматура A
Asmin 1 2
(mm)
( kN.m )
(mm2)
1000
700 50
300.0
0.046
0.048
0.976
1086.8 Ø 20 /
200 +
>
600.0
0.093
0.098
0.951
2230.9 25
150
Additionally φ20/200 outer surface reinforcement will be added horizontally to resist the out of plane moment at core wall.
Additionally φ25/200 inner surface reinforcement will be added horizontally to resist the out of plane moment at core wall.

119. TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
4th & 5th Cube

120. TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes

121. TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes

122. TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes

123. TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes