NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design

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NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design Zhiyong Chen University of New Brunswick www.NEWBuildSCanada.ca

description

NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design. Zhiyong Chen University of New Brunswick. www.NEWBuildSCanada.ca. 1. Introduction. 1.1 Customer Demands & Challenges on Structures. Taller Buildings Structural systems: Ductile - PowerPoint PPT Presentation

Transcript of NEWBuildS Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design

Page 1: NEWBuildS  Tall Wood Building Design Project – Seismic & Gravity Load Analysis and Design

NEWBuildS Tall Wood Building Design Project – Seismic & Gravity

Load Analysis and Design

Zhiyong ChenUniversity of New Brunswick

www.NEWBuildSCanada.ca

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1. Introduction

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1.1 Customer Demands & Challenges on Structures

Taller Buildings Structural systems: Ductile Connection systems: High strength & Ductile

Larger Open Space Floor systems: Long span & Vibration

We are trying to address these issues !!!

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[Yes]

1.2 Flow Diagram

Checking on Structural & Fire Issues using FEA

Suitable Structural Assembles & Connections

Structural SystemMaterial,

Structural Assembles& Connections

Site & Loads(Dead, Live, Wind, Snow and Seismic)

Structural Sketch& Report

[No]

1~3 Iteration

s

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2. Structural Design

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2.1 Concept Design

Structural System Post-beam system Shear wall system Shear wall + core system

Shear Wall Construction Platform framing: Easy to be built storey by storey Balloon framing: Reduce the storey joints

Possible storey number

+

-

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2.1 Concept Design

Stiffness, Strength & Ductility

CoreShear Wall

Steel Beam

Vertical Joints(Dowel Type)

Shear Connector

Hold-Down

(1)

(2)

(3)

(3)

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2.2 Lateral Load Resisting System

Shear Connector

LLRS

The typical storey

HSK System(Wood-Steel-Composite)

Hold-Down

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2.3 Gravity Load Resisting System

GLRS

The typical storey

Beams are divided by column / wall

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2.3 Gravity Load Resisting System

GLRS

The typical storeyFloor

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2.3 Gravity Load Resisting System

GLRS

The typical storeyRoof

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2.4 Design Assemblies and Connections

Material Type CompanyRoof CLT panel SLT9 STRUCTURALAM

FloorGlulam-concrete composite deck

HBV-Vario Floor

(125mm Concrete + 175x532mm GL beam @ 800mm)

TICOMTEC

GL Beam Glulam D.L.F. 24f-E (215x532mm)Steel Beam Steel G50 (S5x10)

GL Column GlulamD.L.F. 24f-E (730x418=2-365x418,

365x418mm)Core & Wall LSL 2.1E LSL (3-19x2.44x0.089m ) TIMBERSTRANDHold-Down Steel and Glue HSK system TICOMTEC

Shear Connector

Steel and Glue HSK system TICOMTEC

Vertical Joint

Steel Dowel type connector

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2.5 Sketch List

GENERAL G-01: PROJECT DECRIPTION AND SKETCH LIST

STRUCTURAL S-01: STRUCTURAL SYSTEM DESCRIPTION S-02: TYPICAL FRAMING PLAN S-03: TYPICAL BUILDING SECTIONS S-04: TYPICAL DETAILS S-05: TYPICAL DETAILS S-06: CONSTRUCTION SEQUENCE DIAGRAMS

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3. Structural Analysis

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3.1 Massive-Timber-Panel Moment Frame Steel Beam

Vertical Joints

Shear Connector

Hold-Down

(1)

(2)

(3)

(3)

MTPMF

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3.1.1 Influence of Hold-Down

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3.1.1 Influence of Hold-Down

Deformation Hysteresis loops

The ductility of the hold-down affects the system ductility.

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3.1.2 Influence of Steel Beam

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3.1.2 Influence of Steel Beam

Deformation Load-deformation curve

Steel beam increases the system stiffness and ductility.

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3.1.3 Influence of Vertical Connections

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3.1.3 Influence of Vertical Joint

Vertical joint affects the performance of the system. Deformation Load-deformation curve

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(1) Stiffness of Vertical Joint

(2) For a denser fastening case, the system derives a higher stiffness in the rigid case.

(1) The ratio system stiffness increases with increasing the stiffness of the vertical joint.

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(2) Strength of Vertical Joint

(2) The first turning point of the curves from the infinite-connections-strength to zero-connection-strength cases increases with increasing the

connection strength.

(1) The curves of the two extreme cases form the boundaries of the other intermediate strength cases.

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(3) Ductility of Vertical Joint - Static

The first yield point increases with increasing ductility ratio of the connection.

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(4) Ductility of Vertical Joint - Cyclic

The system ductility and energy dissipation ability are improved by the ductile connections.

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3.2 FEA Model of Tall Wood Building

Geometrical Model and Elements LSL core, shear wall & diaphragm Shell element – S4R Steel & glulam beams, columns Beam element – B31

Material Models Timber – Elastic Steel – Ideal Elastic-Plastic

Strain

Stress

Strain

Stress

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3.2 FEA Model of Tall Wood Building

Connection Models Vertical joint & shear connector – Ideal Elastic-Plastic with ductility

Hold-down connection – Ideal Elastic-Plastic with ductility under tension & without movement under compression

Deformation

Force

Deformation

Force

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3.2 FEA Model of Tall Wood Building

Connection Models Steel beam & GL column – Rigid connections GL beam to beam, column, wall & diaphragm – Hinge connections

Contact Models Steel beam to Wall – Tie Panel to panel – Frictionless (in tangential direction) – Hard contact (in tangential direction) Strain

Stress

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3.2 FEA Model of Tall Wood Building

Numerical Simulation Problem• 3-Dimentional• Non-linear

Problem Size• Number of elements is 90,834

• Number of nodes is 154,592

• Total number of variables 585,762

(Degrees of freedom plus any Lagrange

multiplier variables)

It is a huge & complex computational task with convergent problems

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3.3 Frequency Analysis

Sub-Space Method

In Y (N-S) direction In Z (rotation) direction In X (E-W) direction

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3.3 Frequency Analysis

Influence of joint stiffness

T1 T2 T3

Rigid 1.04 (Torsional) 0.88 (N-S) 0.64 (E-W)Semi-Rigid 1.66 (N-S) 1.46 (Torsional) 0.94 (E-W)NBCC Shear wall: 1.04; Moment Frame: 1.90

The fundamental period of this building with semi-rigid joints in the East-West direction is close to that estimated by NBCC.

Semi-rigid FEA should be used, else the periods of the building would be under-estimated.

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3.3 Frequency Analysis

0.94S

1.66S

1.46S

(1) Wind would control the structural design in the North-South direction, while seismic would control it in the East-West direction.

(2) Some external walls at axis 1 & 7 should be considered to address the torsional issue and the stiffness in N-S direction.

(L=37.3+30.6=67.3m)

(L=60.5m)

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3.4 Gravity Loading Analysis

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3.4 Gravity Loading Analysis

In X (E-W) direction In Y (N-S) direction

The differential shortening is not significant.

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Risk method

3.5 Pushover Analysis

In X (E-W) direction In Y (N-S) direction

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Seismic response of the high-rise wood building is crucial in the ultimate limit state.

Investigation method: Nonlinear time history analysis 22 “Far-Field” earthquake records will be scaled at the

corresponding fundamental period of the building model to match the spectral acceleration, Sa, of the Vancouver design spectrum.

3.6 Seismic Analysis

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3.6 Seismic Analysis

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Thank you!

Yingxian Wood Pagoda (67.31m)

Tall Wood Building (66m)