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

General 3D Views

Upper 2 Cubes Residental Usage 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

Modal Analysis Results (According to WSI Design ) 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

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

With the initial stiffness of tower : Main Structural Issues With the initial stiffness of tower : T = 4.24 s T = 4.24 s f = 0.235 Hz

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

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 :

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

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

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

Main Structural Issues Aeroelastic test results conclusions

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.

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 C50 Reinforcement fyk = 420 Mpa Inner Core Uniform Coefficient for Final Elevations Wall thickness (cm) Reinforcement Ratio Quantity splices, etc Foundation ~ + 25.700 m 40 0.01 78.5 1.3 102.05 25.700 m +47.700 m 47.700 m ~ +77.400m 77.400 m ~ +107.10m 0.008 62.8 81.64 107.10m ~ +136.80 m 136.80m ~ +168.40 m Outer Core -1 100 0.035 274.75 357.175 80 50 0.025 196.25 255.125 0.02 157 204.1 0.015 117.75 153.075 Outer Core -2 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

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 IPE500-600 6.60 0.70 IPE400-550 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

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 17576.789 3.9319 IPE220 64 37131.954 9.7344 IPE240 80 52231.342 16.0297 IPE270 40 28719.055 10.3467 IPE300 12 8495.316 3.5874 IPE600 136 122653.331 150.183 HE220B 48 11456.214 8.1828 HE320B 24 10055.726 12.7074 HE360B 47 13141.751 18.6702 HE400B 1 198.125 0.3079 PIPE457.2*16 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

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 1212.71 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

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 1384.55 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

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 1536.85 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

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.

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 = 115 kNm Linear Load from dead loads wjb = 16.355556 kN/m Additional deflections Deflection due to dead loads Support Deflection 15 mm Column Deflection 56 Δjb = 0.0855366 85.53659849 m Frequency of the composite slab fjb 2.1145423 Total weight of the composite slab wj 122.66667

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 0.03759527 m/s^2 OK Target 0.0490500

Primary Details & Critical Points for Composite Steel Deck System ; - Slab Check 1 Vibration Check Combined Mode wg = 55.757576 kN/m Support Deflection 49 mm Column Deflection   Girder Length 15 m Wg 418.18182 kN ( with effective panel weight ) Δgb = 30 fgb 3.2549654 Hz fgb (combined) 2.005827 W 417.09518

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 0.0114855 m/s^2 Target 0.0490500

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 = 12.51895 kN/m Deflection due to dead loads Support Deflection 84 mm Column Deflection Δjb = 0.0932349 m 93.23493295 Frequency of the composite slab fjb 1.8463655 Total weight of the composite slab wj 89.51049

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 0.04244347 m/s^2 OK Target 0.0490500

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 = 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 = 0.0755501 75.55006748 m Frequency of the composite slab fjb 2.4945975 Total weight of the composite slab wj 87.68

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 0.04604577 m/s^2 Target 0.0490500

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  

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 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

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 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)

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 = ( 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 OK. 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

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

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 = 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 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 + 1005.31 > 901.97 320.0 0.050 0.051 0.975 1161.2 20 150 1570.80 1161.23 Additionally φ20/200 reinforcement will be added vertically to resist the out of plane moment at core wall.

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 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 + 1570.80 > 1086.84 600.0 0.093 0.098 0.951 2230.9 25 150 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