peer/cssc tall building design case study building...
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PEER/CSSC Tall Building Design Case Study Building #1
J. Andrew Fry John Hooper Ron Klemencic Magnusson Klemencic Associates
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Building Information
Located in Los Angeles 42-Story 410 ft Tall 108 ft X 107 ft Plan Dimensions Core Wall System Approximate Period: 5 Sec
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Tower Plan
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Tower and Core Wall Isometric
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Two Designs Performed
Design #1A Prescriptive provisions of the 2006 IBC All prescriptive provisions observed
except height limit Capacity design principles were not
employed
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Two Designs Performed
Design #1B Performance-Based Seismic Design
conforming to the 2008 LATBSDC Seismic Design Criteria, with the following two exceptions:
25-year EQ used in Serviceability Analysis 2.5 % viscous damping Only a limited number of elements allowed to reach
120 % of their capacity
The minimum base shear waived Minimum strength provided by 25-year EQ and Wind
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Design #1A—Wind Design Criteria
Basic Wind Speed: 85 mph Exposure: B Occupancy Category II: IW = 1.0 Topographic Factor (KZT): 1.0
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Design #1A—Seismic Design Criteria
Occupancy Category II: Ie = 1.0 Mapped Spectral Accelerations:
Ss = 2.147; S1 = 0.720 Site Class C
Fa = 1.0; Fv = 1.3 Spectral Response Coefficients:
SDS = 1.145; SD1 = 0.521 Seismic Design Category: D
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Design #1A—Seismic Design Criteria
Lateral System: Building Frame, Special Reinforced
Concrete Shear Walls, R = 6 Tcode = 2.55 sec (based on H = 410’) Cs = 0.060 (Eq. 12.8‑6 governs) V = 0.85CsW (w/ RSA scaling) V = 4,565 kips
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Design #1A—Results
Core Wall Thickness Grade – Level 25 = 24 inches Level 25 – Roof = 21 inches
Building Modes: Mode 1—TX = 6.7 Sec Mode 2—TY = 4.8 Sec Mode 3—TZ = 2.6 Sec
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Design #1A—Results
Shears at Grade: Seismic VX = 4,581k VY = 4,581k Wind VX = 2,080k VY = 2,080k
Overturning Moment at Grade Seismic MY = 587,000 k-ft MX = 697,000 k-ft Wind MY = 540,000 k-ft MX = 513,000 k-ft
Maximum Story Drifts: ΔX = 1.1% ΔY = 0.8%
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Design #1B—Performance Objectives
25-yr EQ: Serviceability: Structure to remain
essentially elastic with only minor damage MCE:
Collapse Prevention: Extensive structural damage; repairs are required and may not be economically feasible
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Design #1B—Serviceability Model
3-D Model using ETABS
Elastic RSA Model Included Slab
Outriggers
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Design #1B—Serviceability Acceptance Criteria
Story Drift Limitation: 0.5 percent Coupling Beams Shear: Remain
Essentially Elastic
Core Wall Flexure: Remain elastic Core Wall Shear: Remain elastic Slab Outriggers: Remain essentially
Elastic Columns: Remain elastic
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Design #1B—MCE Model
3-D model using CSI Perform-3D Modeled as inelastic:
Coupling beams Core wall flexural behavior “Slab‑beams“
Modeled as elastic: Core wall shear behavior Diaphragm slabs Columns Basement walls
Model extended to mat
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Design #1B—MCE Acceptance Criteria
Story Drift: 3 % Coupling Beam Rotation: 0.06 radian limit Core Wall Reinforcement Axial Strain:
Tensile strain = 0.05 Compression strain = 0.02
Core Wall Concrete Axial Strain: Fully Confined Concrete Compression Strain = 0.015
Core Wall Shear: Post-Analysis Verification Performed
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Design #1B—Seismic Hazard Spectra
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Design #1B—Results
Core Wall Thickness Grade – Level 13 = 28 & 32 inches Level 13 – Level 31 = 24 inches Level 31 – Roof = 21 inches
Building Modes: Mode 1--TX = 4.2 Sec Mode 2--TY = 3.1 Sec Mode 3--TZ = 1.6 Sec
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Design #1B—Serviceability Results
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Design #1B—Serviceability Results
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MCE Results: Building Story Drift
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MCE Results: Core Wall Shear
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MCE Results: Core Overturning Moment
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MCE Results: Coupling Beam Rotations
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MCE Results: Core Wall Tensile Strains
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Case Study #1 Observations
Core wall shear is the governing design parameter & governs wall thickness
Walls thicker for Design #1B versus #1A T#1B = 28-32” at base & 21” at roof T#1A = 24” at base & 21” at roof
Serviceability Design governed over Wind Design VServicability = 5,013 and 6,018 kips VWind Design = 1,816 and 1,918 kips
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Case Study #1 Observations
Serviceability Design of #1B larger than Design of #1A V#1B = 5,013 and 6,018 kips V#1A = 4,581 and 4,581 kips
MCE Shear Design of #1B larger than Design of #1A V#1B = 12,556 and 13,409 kips V#1A = 4,581 and 4,581 kips
Tensile Strains are low, but yielding occurs over height of core wall
Spectral Matching reduced dispersion in the results