Project : Ministry of Taxation Tower BAKU
Office & Residental Tower
Preliminary Design & Steel Deck Alternative Presentation
General 3D Views
General Architectural Design Concept
Upper 2 Cubes Residental Usage
Lower 3 Cubes Office Usage
Podium & Auditorium
General Overview
• The site is located on Haydar Aliyev Avenue in Baku.
General Section of MOT Tower
General Schematic Designers
General Overview of Schematic Structural Design
From WSI Schematic Design
Typical PT Slabs by WSI
Lower Cube Structural System
Lower Cube System
Upper Cube Structural System
Cantilever PT Slabs
Central Core
Lower Cube System
Brief Structural Description of MOT Tower
• Vertical Load Bearing System
Brief Structural Description of MOT Tower
• Lateral Load Bearing System
Design Standards and Codes
Structural Materials
Structural Materials
Loads
Vertical Loads on Stories & Podium
Loads
Wind Loads
From the rigid tunnel test results of Wacker Engineering
Overall maximum forces and moments
for the tower “Ministry of Taxation” –
proximity model
Loads
Seismic Loads
Loads
Seismic Loads
Loads
Seismic Loads
Loads
Seismic Loads
Main Structural Issues
ETABS Model
Main Structural Issues
Outer Core Wall Thicknesses
with initial stiffnes of tower
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
Main Structural Issues
Modal Analysis Results (According to WSI Design )
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
Main Structural Issues
Wacker Engineering Wind
Tunnel Rigid Test Results Total
Story Shears
Main Structural Issues
With the initial stiffness of tower :
T = 4.24 s
f = 0.235 Hz
Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :
Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :
Main Structural Issues
Main recommendations from the first wind tunnel test (rigid) results :
Main Structural Issues
Top Story Acceleration
Two arising problems
after first rigid wind
tunnel test result
Vortex Resonance
Effect of Wind Load
Main Structural Issues
Top Story Accelaration Criteria Check with initial tower stiffness
Main Structural Issues
Aeroelastic test results with increased stiffness of the tower.
Increased Core Wall thicknesses for aeroelastic wind tunnel test
Main Structural Issues
Aeroelastic test results conclusions
Main Structural Issues
With stiffening the outer core wall of the tower ;
Top Story Acceleration
NOT OK. Acceleration
at Cube 5 is still not
acceptable for
Vortex Resonance
Effect of Wind Load
residential criterias.
OK, could be excluded
for MOT Tower with
frequency of 0.29 Hz.
Main Structural Issues
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.
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
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
Reinforcement
C50
fyk = 420 Mpa
Inner Core
Uniform
Elevations
Foundation ~ + 25.700 m
25.700 m +47.700 m
47.700 m ~ +77.400m
77.400 m ~ +107.10m
107.10m ~ +136.80 m
136.80m ~ +168.40 m
Wall thickness (cm)
40
40
40
40
40
40
Reinforcement Ratio
0.01
0.01
0.01
0.008
0.008
0.008
Outer Core -1
Uniform
Elevations
Foundation ~ + 25.700 m
25.700 m +47.700 m
47.700 m ~ +77.400m
77.400 m ~ +107.10m
107.10m ~ +136.80 m
136.80m ~ +168.40 m
Wall thickness (cm)
100
80
50
50
40
40
Reinforcement Ratio
0.035
0.035
0.035
0.025
0.02
0.015
Outer Core -2
Uniform
Elevations
Foundation ~ + 25.700 m
25.700 m +47.700 m
47.700 m ~ +77.400m
77.400 m ~ +107.10m
107.10m ~ +136.80 m
136.80m ~ +168.40 m
Wall thickness (cm)
100
80
50
50
40
40
Reinforcement Ratio
0.025
0.02
0.02
0.015
0.015
0.01
Coefficient for
Quantity splices, etc
78.5
78.5
78.5
62.8
62.8
62.8
1.3
1.3
1.3
1.3
1.3
1.3
Coefficient for
Quantity splices, etc
274.75
274.75
274.75
196.25
157
117.75
1.3
1.3
1.3
1.3
1.3
1.3
Coefficient for
Quantity splices, etc
196.25
157
157
117.75
117.75
78.5
1.3
1.3
1.3
1.3
1.3
1.3
Final
Quantity
102.05
102.05
102.05
81.64
81.64
81.64
Final
Quantity
357.175
357.175
357.175
255.125
204.1
153.075
Final
Quantity
255.125
204.1
204.1
153.075
153.075
102.05
Overall Average
180.47
Typical Structural Solutions for Lower Cubes
3D View of the Lower 3 Cubes
ROTATING
FLOOR SLABS
CUBE
COLUMNS
Φ508 mm
STEEL
TRANSFER
TRUSSES
Typical Structural Solutions for Lower Cubes
3D View of the Lower 3 Cubes
STEEL TRANSFER
TRUSSES FOR FIRST
3 CUBES
Typical Structural Solutions for Lower Cubes
Terrace Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
Typical Structural Solutions for Lower Cubes
Office Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
DEFLECTION CHECK (G+Q)
OFFICE FLOORS
RELATIVE DISPLACEMENT OF
CANTILEVER ARM ~ 48 mm
LIMIT L/150 = 840 /150 = 5.6 cm
DEFLECTION CHECK
LOWER 3 CUBES
RELATIVE DISPLACEMENT OF
TRANSFER TRUSS ~ 50 mm
LIMIT L/150 = 1100 /150 = 7.33 cm
Typical Structural Solutions for 4th Cube
3D View of the 4th Cube
ROTATING
FLOOR SLABS
CUBE
COLUMNS
Φ457 mm
STEEL
TRANSFER
TRUSSES
Typical Structural Solutions for 4th Cube
3D View of the 4th Cube
STEEL TRANSFER
TRUSSES FOR 4th
CUBE
Typical Structural Solutions for 4th Cube
Terrace Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
Typical Structural Solutions for 4th Cube
Office Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
DEFLECTION CHECK (G+Q)
OFFICE FLOORS
RELATIVE DISPLACEMENT OF
CANTILEVER ARM ~ 25 mm
LIMIT L/150 = 700 /150 = 4.67 cm
DEFLECTION CHECK
4th CUBE
RELATIVE DISPLACEMENT OF
TRANSFER TRUSS ~ 51 mm
LIMIT L/150 = 780 /150 = 5.2 cm
Typical Structural Solutions for 5th Cube
3D View of the 5th Cube
ROTATING
FLOOR SLABS
CUBE
COLUMNS
Φ323.9 mm
STEEL
TRUSSES
Typical Structural Solutions for 5th Cube
Terrace Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
Typical Structural Solutions for 5th Cube
Residential Floor Plans
PERIMETER
BEAMS
SECONDARY
BEAMS
COMPOSITE
STEEL DECK
DEFLECTION CHECK (G+Q)
RESIDENTIAL FLOORS
RELATIVE DISPLACEMENT OF
CANTILEVER ARM ~ 69 mm
LIMIT L/150 = 1060 /150 = 7.1 cm
DEFLECTION CHECK
5th CUBE
RELATIVE DISPLACEMENT OF
TRUSS ~ 62 mm
LIMIT L/150 = 1060 /150 = 7.1 cm
Typical Details for Composite Steel Deck
Typical Details for Composite Steel Deck
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL
LIST
Section
Text
IPE270
IPE330
IPE360
IPE400
IPE450
IPE500
T IPE600
HE200B
O HE220B
P HE240B
HE260B
HE280B
C HE300B
HE320B
U HE400B
B IPE500-600
IPE400-550
E TUBO-D114.3X3.6
PIPE323.9*12
NumPieces
Unitless
TotalLength
TotalWeight
m
Tonf
41
124.17
4.47
33
216.96
10.66
48
324.82
18.54
88
722.82
47.94
8
96.06
7.45
16
121.29
11.04
48
101.50
12.43
16
36.35
2.23
4
8.92
0.64
16
26.79
2.23
4
19.79
1.83
24
64.88
6.67
4
10.36
1.21
12
74.94
9.47
26
71.01
11.04
4
6.60
0.70
8
13.20
1.13
100
226.66
2.23
24
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
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
Text
IPE200
IPE220
IPE240
IPE270
C IPE300
U IPE600
HE220B
B HE320B
E HE360B
HE400B
PIPE457.2*16
4
NumPieces
Unitless
TotalLength
TotalWeight
m
Tonf
44
17576.789
3.9319
64
37131.954
9.7344
80
52231.342
16.0297
40
28719.055
10.3467
12
8495.316
3.5874
136
122653.331
150.183
48
11456.214
8.1828
24
10055.726
12.7074
47
13141.751
18.6702
1
198.125
0.3079
40
17610.179
30.6539
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
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
Text
IPE300
IPE500
IPE600
IPE360
C IPE270
IPE450
U PIPE 508/10
B HE200A
HE200A
E HE300A
HE600B
HE360B
3
NumPieces
TotalLength
TotalWeight
Unitless
m
Tonf
172
1212.71
51.22
8
73.24
6.67
72
720.00
88.17
44
372.10
21.24
72
326.75
11.75
28
263.18
20.41
32
140.89
17.03
16
70.40
2.97
8
35.22
1.49
4
17.60
1.56
88
240.02
49.75
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
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
Text
IPE300
IPE500
IPE600
IPE360
C IPE270
IPE450
U PIPE 508/10
B HE200A
HE200A
E HE300A
HE600B
HE360B
2
NumPieces
TotalLength
TotalWeight
Unitless
m
Tonf
172
1384.55
58.47
8
83.62
7.61
72
822.02
100.66
44
424.83
24.25
72
373.05
13.42
28
300.47
23.30
32
160.86
19.44
16
80.38
3.39
8
40.21
1.70
4
20.09
1.78
88
274.04
56.80
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
Material List for Preliminary Steel Design
Cube by Cube
MOT TOWER MATERIAL LIST
Section
Text
IPE300
IPE500
IPE600
IPE360
C IPE270
IPE450
U PIPE 508/10
B HE200A
HE200A
E HE300A
HE600B
HE360B
1
NumPieces
TotalLength
TotalWeight
Unitless
m
Tonf
172
1536.85
64.91
8
92.82
8.45
72
912.45
111.74
44
471.56
26.91
72
414.08
14.89
28
333.52
25.87
32
178.55
21.58
16
89.22
3.77
8
44.64
1.89
4
22.30
1.98
88
304.18
63.04
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
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.
Primary Details & Critical Points for Composite Steel Deck System ;
-
Vibration Check for Composite Slabs
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.
Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
Acceptance Criteria for Human Walking Excitation
Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
SLAB CHECK 1
SLAB CHECK 2
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=
115kNm
Linear Load from dead loads
wjb =
16.355556kN/m
Additional
deflections
Deflection due to dead loads
Δjb =
0.0855366mm
Frequency of the composite slab
fjb
2.1145423
Total weight of the composite slab
wj
122.66667
Support Deflection
Column Deflection
85.53659849m
15mm
56mm
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Floor occupancy
OfficeAcceleration limit
Constant Force
0.29kN
Damping Ratio
0.03
0.005g
Panel acceleration value
Ap
Target
0.03759527m/s^2
0.0490500m/s^2
OK
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Vibration Check
wg =
Combined Mode
55.757576kN/m
Support Deflection
Column Deflection
Girder Length
15m
Wg
Δgb =
418.18182kN
30
fgb
3.2549654Hz
fgb (combined)
W
( with effective panel weight )
mm
2.005827Hz
417.09518
kN
49mm
mm
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 1
Floor occupancy
OfficeAcceleration limit
Constant Force
0.29kN
Damping Ratio
0.03
Panel acceleration value
Ap
0.0114855m/s^2
Target
0.0490500
0.005g
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 2
Vibration Check
Maximum moment at beam due to dead loads
M=
80kNm
Linear Load from dead loads
wjb =
12.51895kN/m
Deflection due to dead loads
Δjb =
0.0932349m
Frequency of the composite slab
fjb
1.8463655
Total weight of the composite slab
wj
89.51049
Support Deflection
Column Deflection
93.23493295mm
84mm
0mm
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 2
Floor occupancy
OfficeAcceleration limit
Constant Force
0.29kN
Damping Ratio
0.04
0.005g
Panel acceleration value
Ap
Target
0.04244347m/s^2
0.0490500m/s^2
OK
Should be filled manually
Primary Details & Critical Points for Composite Steel Deck System ;
- Vibration Check for Composite Slabs
SLAB CHECK 3
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=
137kNm
Linear Load from dead loads
wjb =
7.0144kN/m
Additional
deflections
Deflection due to dead loads
Δjb =
Support Deflection
Column Deflection
0.0755501mm
Frequency of the composite slab
fjb
2.4945975
Total weight of the composite slab
wj
87.68
75.55006748m
51mm
0mm
Primary Details & Critical Points for Composite Steel Deck System ;
- Slab Check 3
Floor occupancy
OfficeAcceleration limit
Constant Force
0.29kN
Damping Ratio
0.03
Panel acceleration value
Ap
Target
0.04604577m/s^2
0.0490500m/s^2
0.005g
Project : Ministry of Taxation Tower BAKU
Office & Residental Tower
Upper&Lower Cubes – Truss & Core Connection
Typical Details
Typical Structural Solutions for 5th Cube
3D View of the 5th Cube
Transfer Truss
3d View of The 4th Cube
Transfer Truss
3d View of The 3th Cube ( Similar to 1st and 2nd Cube )
Transfer Truss
Plan View of The Transfer Story at the 5th Cube
Transfer Trusses
Plan View of The Transfer Story at the 4th Cube
Transfer Trusses
Plan View of The Transfer Story at the 3rd Cube
Transfer Trusses
3d View of The 3th Cube Truss (Similar to 1st and 2nd Cube)
3d View of The 3th Cube Truss (Similar to 1st and 2nd Cube)
3D View of the Transfer Truss at 4th Cube
3D View of the Transfer Truss at 5th Cube
Axial Load Diagram of Truss Elements (Most Unfavorable Combination)
P(tension) = 1670 kN
P(compression) = 3410 kN
Punching Check of The Core Wall 5th Cube (Governing action at bottom chord connection)
Punching Check of The Core Wall
P1 = 1670 kN
P2 = - 2380 kN
P3 = -3410 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 = ( 1.20 + 0.225) x 2 + ( 0.70 + 0.225 ) x 2 = 4.7m
d = 0.45 m
Vrc = 0.90 x 4.7 x 1650 x 0.45 = 3140 kN
Vr = Vrc + Vrs
Vrs = 5150 – 3140 = 2010 kN
8 x φ 20 / 150 selected transverse reinforcement
Asw / sw = 167.55 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 = 16667 kN/cm2 > 6130 kN/cm2 OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions 0.70 m * 1.20 m
Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver = P3.sin7+P2*cos47 = 2040 kN
Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 0.45*8 * 10.17 =27.45t
n = 204 / 27.45= 8 bolts for connection
Top Chord Brace Connection to Core
Check of Anchor Bolts at tension
Ptmax = 2000 kN
Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 0.75 * 8 * 10.17 * 12 = 548 t > Pd = 200 t
Top Chord Connection to Truss
Punching Shear at Top Chord
12 M36
8.8
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 4.32 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 = 16667 kN/cm2 > 5555kN/cm2 OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimension 600 mm* 600 mm
Punching Check of The Core Wall 4th Cube (Governing action at bottom chord connection)
P1
P2
P3
Punching Check of The Core Wall
P1 = 2000 kN
P2 = -2380 kN
P3 = -3000 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 = ( 0.60 + 0.225) x 2 + ( 0.60 + 0.225 ) x 2 = 3.3 m
d = 0.45 m
Vrc = 0.90 x 3.3 x 1650 x 0.45 = 2205 kN
Vr = Vrc + Vrs
Vrs = 3000 – 2205 = 795 kN
5 x φ 16 / 150 selected transverse reinforcement
Asw / sw = 67.03 cm2 /m
Rsw = 30 kN/cm2
Vrs = Asw / sw x d x Rsw = 904 kN > Vrs = 3000 - 2205 = 795 kN
Concrete Bearing Check
σ = ( Phor / Aplate ) = 3000 / ( 0.60 * 0.60 ) = 8333 kN/cm2
σlim = fcd*/2 = 16667 kN/cm2 > 8333 kN/cm2 OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions 0.60 m * 0.60 m
OK.
Top Chord Connection to Core
Check of Anchor Bolts at tension
Ptmax = 2000 kN + 2400 kN * cos45 = 3697 kN
Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 075 * 8 * 10.17 * 12 = 549 t > Pd = 369 t
Top Chord Connection to Truss
Punching Shear at Top Chord
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 = 16667 kN/cm2 > 1127kN/cm2 OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimension 600 mm* 600 mm
Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver = P3.sin7 + P2.sin50 = 2240 kN
Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 80 * 0.45 * 10.17 =
275.0 kN
n = 2240 / 275.0 = 9 bolts for connection
12 M36 Vr = 3300 kN > 2240 kN
Punching Check of The Core Wall 3th Cube ( Governing action at bottom plate connection )
P1= Total tensile force
P2= Total compressive
force
Punching Check of The Core Wall
P1 = 12400 kN
P2 = -12060 kN
Vd = 12400 kN
Vrc = ϒ . Up. fctd . d
ϒ = 0.90
fctd = 1650 kN/m2 (C50)
Up = ( 5.25 + 0.225) x 2 + ( 1.06 + 0.225 ) x 2 = 13.52 m
d = 0.45 m
Vrc = 0.90 x 13.52 x 1650 x 0.45 = 9034 kN
Vr = Vrc + Vrs
Vrs = 12400 –9034 = 3366 kN
Asw / sw = 250 cm2 /m OK.
Concrete Bearing Check
σ = ( Phor / Aplate ) = 12400 / ( 5.25 * 1.06 ) = 2228 kN/cm2
σlim = fcd*/2 = 16667 kN/cm2 > 2228 kN/cm2 OK.
Uniform Core Wall Thickness t = 500 mm
Plate dimensions 5.25 m * 1.06 m
Top Chord Connection to Core
Check of Anchor Bolts at tension
Ptmax = 12400 kN
42 M36 (8.8)
Top Chord Connection to Truss
Check of Anchor Bolts (M36 – 8.8)
Pr = 0.75 * 075 * 8 * 10.17 * 42 = 1922 t > Pd = 1240 t
Vertical Shear Force will be transferred by bolts
Equivalent Vertical Force :
Pver= 5650kN
Vertical Shear Force will be transferred by bolts
1 bolt shear strength (8.8) M36
Vrs = 0.75*0.45*Fu = 80 * 0.45 * 10.17 =
275.0 kN
n = 5650 / 275 = 21 bolts for connection
42 M36 Vr = 11550 kN > 5650 kN
Out of Plane Bending Moments of Core Wall at Transfer Truss Surface
M22 ( Vertical direction )
-250 kN.m
350 kN m
Out of Plane Bending Moments at Core Wall at Transfer Truss Surface
SECTION/
СЕЧЕНИЯ
h'
M
am
e
z
As
Арматура
1
Арматура
2
A
As
Asmin
(mm2)
(mm2)
(mm2)
(mm2)
(mm2)
(mm2)
b
h
(mm)
(mm)
(mm)
( kN.m )
1000
700
50
250.0
0.039
0.039
0.980
902.0
Ø 16 / 200 +
Ø 0
/ 200
1005.31
>
1000
700
50
320.0
0.050
0.051
0.975
1161.2
Ø 20 / 200 +
Ø 0
/ 150
1570.80
> 1161.23
Additionally φ20/200 reinforcement will be added vertically to resist the out of plane moment at core
wall.
901.97
Out of Plane Bending Moments of Core Wall at Transfer Truss Surface
M11 ( Horizontal direction )
-300 kN.m
600 kN m
Out of Plane Bending Moments at Core Wall at Transfer Truss Surface
SECTION/
СЕЧЕНИЯ
h'
M
am
e
z
As
Арматура
1
Арматура
2
A
As
Asmin
(mm2)
(mm2)
(mm2)
(mm2)
(mm2)
(mm2)
b
h
(mm)
(mm)
(mm)
( kN.m )
1000
700
50
300.0
0.046
0.048
0.976
1086.8
Ø 20 / 200 +
Ø 0
/ 200
1570.80
> 1086.84
1000
700
50
600.0
0.093
0.098
0.951
2230.9
Ø 25 / 200 +
Ø 0
/ 150
2454.37
> 2230.86
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.
TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
4th & 5th Cube
TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes
TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes
TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes
TYPICAL DETAILS FOR TRANSFER TRUSS & CORE CONNECTION
Lower 3 Cubes