kctv-presentation - balkar · • aisc360‐10 specifications for structural steel buildings •...

Küçük Çamlıca TV and Radio Tower

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BALKAR Engineering & Consulting Ltd. Co.‐ Founded in early 70’s by İrfan Balıoglu‐ Involved in structural designing ofmany significant national&internationalprojects

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Küçük Çamlıca TV and Radio TowerOn behalf of Ministry of Transport Maritime Affairs & Communication

Istanbul Metropolitan Municipality lead the project

Architects of the project

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Küçük Çamlıca TV and Radio TowerCONTENT

‐ Building Information

‐ Design Philosophy

‐ Relevant Standards of Practice

‐Material Properties & Geological Conditions

‐ Loads, Assumptions & Serviceability Criteria

‐ Structural System

‐ Design Stages & Analysis Methods   

• Performance Acceptance Criteria

• Linear Analysis

• Nonlinear Analysis

‐ Summary & Conclusions        4/69

Building Information‐ Located in Küçük Çamlıca Peak in Uskudar District

‐ Planned for digital broadcasting of TV, Radio, GSM etc.

‐ 383.50 m height from foundation level ‐18.00 to     the antenna top level +365.50

‐ Consist of three main parts;

• Reinforced Concrete Shaft

• Transition Zone

• Stainless Steel Antenna

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Parts of the Tower

Stainless Steel Antenna

Transition Zone

Reinforced Concrete Shaft

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Design Philosophy

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Standarts of PracticeGoverning Codes;• İstanbul Seismic Design Code for Tall Buildings 2008• İstanbul Wind Design Code for Tall Buildings 2008• Specification for Buildings to be Built in Seismic Zones 2007• TS 500 Requirements for Design and Construction of RC Structures 2000• TS 648 Guidelines for Design and Construction of Steel Structures 1980• ANSI TIA‐222 Structural Standard for Antennas 2009• TS 498 Design Loads for Buildings 1997

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Standarts of PracticeInternational Codes;• ACI 318‐11 Building Code Requirements for Structural Concrete & Commentary• ASCE 7‐10 Minimum Design Loads for Buildings and Other Structures• ASCE 41‐13 Seismic Evaluation and Retrofit of Existing Buildings• AISC Steel Construction Manual• Los Angeles Tall building Code • San Francisco Tall Building Code• TBI Design guidelines for Performance‐Based Design of Tall Buildings 2010• IBC 2012 International Building Code• ACI MCP 2012 Manual of Concrete Practice• AISC 360‐10 Specifications for Structural Steel Buildings• AISC 341‐10 Seismic provisions for Structural Steel Buildings

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Material Properties & Geological Survey‐Material Properties

Concrete;

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Material Properties & Geological Survey‐Material Properties

Reinforcement;

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Material Properties & Geological Survey‐Material Properties

Structural Steel;

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Material Properties & Geological Survey‐Material Properties

Stainless Steel;

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Material Properties & Geological Survey‐ Geological Conditions• Soil Classification(Based on SBBSZ‐2007) : Z1• Spectrum Characteristic Periods  :  TA = 0.10 s

TB = 0.30 s• Unit Weight of Soil  :  γ =25.00 kN/m3• Allowable Soil Stress  :  σem = 130.00 kN/m3• Vertical Soil Subgrade Coefficient  :  Kv = 200 000 kN/m3• Horizontal Soil Subgrade Coefficient  :  Kh = 20 000‐80 000 kN/m3

(varying with depth)• Internal Friction Angle  : ϕ = 39°• Cohesion  :  c=30 kN/m2• Friction Angle between soil and base. wall :  δ = 0.0• Seismic Zone  :  1• Peak Ground Acceleration  :  A0 = 0.4g

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Load, Assumptions & Serviceability Criteria‐Load Cases

Descriptions of the design loads;DL : Dead LoadsSDL : Super Imposed Dead LoadsLL : Live LoadsWX : Wind Loads(X direction)WY : Wind Loads(Y direction)WMZ : Wind Loads(Z direction)SNW : Snow LoadsHS : Static Soil LoadsHD : Dynamic Soil LoadsHW : Hydrostatic LoadsIYBDYD2X : Earthquake Loads(X direction)IYBDYD2Y : Earthquake Loads(Y direction)EQ Records : Nonlinear Time History(X and Y directions)

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Load, Assumptions & Serviceability Criteria‐Load Assumptions

Wind loads;COMPARATIVE SUMMARY OF WIND LOADS

STORY Story Height Story LevelFx (kN) Fy (kN) Mz (kNm)

RWDI 1. IYBRY RWDI 2. Aeroe. RWDI 1. IYBRY RWDI 2. Aeroe. RWDI 1. IYBRY RWDI 2. Aeroe.FOUND. 0.00 0.00 0.00 0.00 2.60 2.40 0.00 0.00 2.10 2.00 0.00 ‐ 9.00 9.00STORY1 4.50 4.50 39.20 32.60 2.00 1.80 30.30 109.00 1.60 1.40 109.00 ‐ 17.00 17.00STORY2 4.50 9.00 39.30 52.27 3.50 3.10 30.50 125.00 2.80 2.50 125.00 ‐ 44.00 44.00STORY3 4.50 13.50 39.40 65.14 94.00 113.40 30.90 121.00 91.20 100.50 121.00 ‐ 62.00 62.00

‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐STORY76 5.00 355.50 7.30 9.14 12.50 11.40 13.40 1.00 18.00 15.50 0.00 ‐ 0.70 0.70STORY77 5.00 360.50 7.60 9.17 13.20 12.30 14.70 1.00 19.40 16.70 0.00 ‐ 0.70 0.70STORY78 5.00 365.50 7.70 9.20 8.80 8.00 14.80 1.00 13.60 11.60 0.00 ‐ 0.50 0.50

SUM 6299.20 9963.51 8495.50 8030.70 5671.90 10392.00 6225.00 5970.50 9934.00 0.00 11961.80 11961.80

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Load, Assumptions & Serviceability Criteria‐Load Assumptions

Code Spectrum for Design Stage‐II;

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Load, Assumptions & Serviceability Criteria‐Load Assumptions

EQ Records for Design Stage‐III;

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Load, Assumptions & Serviceability Criteria‐ Other Assumptions• Effective Cracked Section Stiffness;

• Mass Assumption;M = 1.0DL+1.0SDL+0.1LL

• Damping Ratio; 5% for Design Stage‐I2.5% for Design Stage‐II

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Load, Assumptions & Serviceability Criteria‐ Serviceability Criteria• Vertical Deflections ; For imposed loads : L/360

For total loads : L/240• Deflection in Tower Core;

• Deflection in Antenna; a relative horizontal displacement of 1.5% of the cantilever height 

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Structural SystemCONCRETE STEEL

‐ Foundation Design ‐ Podium Roof Design‐ Basement Wall Design ‐ Platform Steel Design‐ Tower Core Design ‐ Observation Deck Design‐ Buttress Design ‐ Vertical Deflections & Floor Vibrations‐ Link Beam Design ‐ Transition Zone Design‐ Drift Check ‐ Antenna Design‐ Backstay Effects ‐ Horizontal Deflection Checks

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Design Stages&

Analysis Methods

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Performance Exceptance Criteria

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Linear Analysis‐ Design Stage II‐ Operational Performance Criteria‐ D2 Event (%10/50)‐ Structure remains almost elastic‐Mode combination method(Response spectrum analysis) for 5% dampedspectrum under D2 event.‐ Response modification factor of 1.5 will be used.‐ Shear walls are modeled by shell element  with cracked section stiffness of 0.8 times the gross section stiffness.‐ Coupling beams are modeled by frame element  with cracked section stiffness of 0.15 times the gross section stiffness.‐ Flexural beams are modeled by frame element  with cracked section stiffness of 0.30 times the gross section stiffness.‐ Execute with ETABS2013

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Foundation

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Foundation

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Basement Wall

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Basement Wall

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Basement Wall

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Evaluation of The Tower Core

ORIGINAL STAGE‐1                                              STAGE‐2

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Tower Core

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Tower Core

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Tower Core

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Tower Core

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Buttress

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Buttress

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Buttress

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Buttress

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Buttress

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Link Beam

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Link BeamStory Spandrel bw(m) d(m) ln(m) Vd(kN) <1.5bwdfctde Check Asw/s 

(cm2/m) Mp(kNm) Ve=2Mp/ln (kN) <0.22bwdfcde Check Vw(kN) Check

STORY45 S1‐S2 0.40 2.10 1.20 927.47 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY44 S1‐S2 0.40 2.10 1.20 1609.25 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY43 S1‐S2 0.40 2.10 1.20 1560.73 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY42 S1‐S2 0.40 2.10 1.20 1477.21 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY41 S1‐S2 0.40 2.10 1.20 1421.78 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY40 S1‐S2 0.40 2.10 1.20 1354.03 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY39 S1‐S2 0.40 2.10 1.20 1322.70 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY38 S1‐S2 0.40 2.10 1.20 1283.98 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY37 S1‐S2 0.40 2.10 1.20 1249.23 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY36 S1‐S2 0.40 2.10 1.20 1248.36 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY35 S1‐S2 0.40 2.10 1.20 1232.35 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY34 S1‐S2 0.40 2.10 1.20 1203.94 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY33 S1‐S2 0.40 2.10 1.20 1147.75 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY32 S1‐S2 0.40 2.10 1.20 882.93 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY31 S1‐S2 0.40 2.10 1.20 722.16 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY21 S1‐S2 0.40 2.10 1.20 1086.34 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY20 S1‐S2 0.40 2.10 1.20 1254.01 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY19 S1‐S2 0.40 2.10 1.20 1343.12 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY18 S1‐S2 0.40 2.10 1.20 1460.28 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY17 S1‐S2 0.40 2.10 1.20 1482.71 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY16 S1‐S2 0.40 2.10 1.20 1465.11 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY15 S1‐S2 0.40 2.10 1.20 1513.29 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY14 S1‐S2 0.40 2.10 1.20 1455.63 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

STORY13 S1‐S2 0.40 2.10 1.20 1175.82 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

BASE1 S1‐S2 0.40 2.10 1.20 2253.92 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

BASE2 S1‐S2 0.40 2.10 1.20 2184.94 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

BASE3 S1‐S2 0.40 2.10 1.20 1829.12 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK

BASE4 S1‐S2 0.40 2.10 1.20 1617.69 4154.46 OK 76.00 3600.00 6000.00 9609.60 OK 6800.3 OK41/69

Drift Check & Backstay Effect

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Podium Roof

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Podium Roof

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Observation Deck

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Observation Deck

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Vertical Deflection & Floor Vibration

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Vertical Deflection & Floor Vibration

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Transition Zone

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Antenna

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Horizontal Deflection

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Nonlinear Analysis‐ Design Stage III‐ Damage Control Performance Criteria‐ D3 Event (%2/50)‐ Concrete core wall and coupling beams will be allowed to exercise plasticdeformation. The rest of the structural elements, such as steel platforms andantennas, will remain elastic.‐ Nonlinear time‐history analysis will be performed with at least 7 pairs of strong ground motion record .‐ Shear walls are modeled by spread plasticity model(Shell‐fiber).‐ Coupling beams are modeled by frame element  with lumped plasticity model.‐ Flexural beams are modeled by frame element  with lumped plasticity model.‐ Execute with PERFORM3D

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Tower Core

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Tower Core

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Tower Core

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Tower Core

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Buttress

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Buttress

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Buttress

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Drift Check

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Observation Deck

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Observation Deck

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Transition Zone

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Transition Zone

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Antenna

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Antenna

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Drift Check Drifts are about 6%

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Summary & ConclusionProgress of the Project;‐ Detailed&Superposed Architectural Drawing‐ Seismic Hazard Report & Soil Investigation Report‐ Formwork Plans with Approvals‐ Basis of Design‐Mathematic Modelling & Analysis‐ Preliminary Reports‐ Checks & Section Design(RC or Steel)‐ Structural Details(Slabs,Beams, Columns) Drawing‐ Final Reports

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Thank You For Your Patience...

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