Küçük Çaml ı ca TV and Radio Tower 1/69
BALKAR Engineering & Consulting Ltd. Co. ‐ Founded in early 70’s by İ rfan Bal ı oglu ‐ Involved in structural designing of many significant national&international projects 2/69
Küçük Çaml ı ca TV and Radio Tower On behalf of Ministry of Transport Maritime Affairs & Communication Istanbul Metropolitan Municipality lead the project Architects of the project 3/69
Küçük Çaml ı ca TV and Radio Tower CONTENT ‐ 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 Çaml ı ca 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 5/69
Parts of the Tower � Stainless Steel Antenna � Transition Zone � Reinforced Concrete Shaft 6/69
Design Philosophy 7/69
Standarts of Practice Governing Codes; • İ stanbul Seismic Design Code for Tall Buildings 2008 • İ stanbul 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 8/69
Standarts of Practice International 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 9/69
Material Properties & Geological Survey ‐ Material Properties Concrete; 10/69
Material Properties & Geological Survey ‐ Material Properties Reinforcement; 11/69
Material Properties & Geological Survey ‐ Material Properties Structural Steel; 12/69
Material Properties & Geological Survey ‐ Material Properties Stainless Steel; 13/69
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 : σ em = 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 14/69
Load, Assumptions & Serviceability Criteria ‐ Load Cases Descriptions of the design loads; DL : Dead Loads SDL : Super Imposed Dead Loads LL : Live Loads WX : Wind Loads(X direction) WY : Wind Loads(Y direction) WMZ : Wind Loads(Z direction) SNW : Snow Loads HS : Static Soil Loads HD : Dynamic Soil Loads HW : Hydrostatic Loads IYBDYD2X : Earthquake Loads(X direction) IYBDYD2Y : Earthquake Loads(Y direction) EQ Records : Nonlinear Time History(X and Y directions) 15/69
Load, Assumptions & Serviceability Criteria ‐ Load Assumptions Wind loads; COMPARATIVE SUMMARY OF WIND LOADS Fx (kN) Fy (kN) Mz (kNm) STORY Story Height Story Level 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 9.00 STORY1 4.50 4.50 39.20 32.60 2.00 1.80 30.30 109.00 1.60 1.40 109.00 ‐ 17.00 17.00 STORY2 4.50 9.00 39.30 52.27 3.50 3.10 30.50 125.00 2.80 2.50 125.00 ‐ 44.00 44.00 STORY3 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 0.70 STORY77 5.00 360.50 7.60 9.17 13.20 12.30 14.70 1.00 19.40 16.70 0.00 ‐ 0.70 0.70 STORY78 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 16/69
Load, Assumptions & Serviceability Criteria ‐ Load Assumptions Code Spectrum for Design Stage ‐ II; 17/69
Load, Assumptions & Serviceability Criteria ‐ Load Assumptions EQ Records for Design Stage ‐ III; 18/69
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 ‐ I 2.5% for Design Stage ‐ II 19/69
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 20/69
Structural System CONCRETE 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 21/69
Design Stages & Analysis Methods 22/69
Performance Exceptance Criteria 23/69
Linear Analysis ‐ Design Stage II ‐ Operational Performance Criteria ‐ D2 Event (%10/50) ‐ Structure remains almost elastic ‐ Mode combination method(Response spectrum analysis) for 5% damped spectrum 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 24/69
Foundation 25/69
Foundation 26/69
Basement Wall 27/69
Basement Wall 28/69
Basement Wall 29/69
Evaluation of The Tower Core ORIGINAL STAGE ‐ 1 STAGE ‐ 2 30/69
Tower Core 31/69
Tower Core 32/69
Tower Core 33/69
Tower Core 34/69
Buttress 35/69
Buttress 36/69
Buttress 37/69
Buttress 38/69
Buttress 39/69
Link Beam 40/69
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