Chinmoy Kolay

Research Engineer

Hands-on exercises

1. Numerical simulations using HybridFEM

to experience some features of

HybridFEM

2. Real-time hybrid simulation (RTHS) of a

steel building

3. Soil-structure interaction (SSI) Pile Test

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Groups

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Groups 2:35 – 3:05 PM 3:05 – 3:35 PM 3:35 – 4:05 PM 4:05 – 4:35 PM

1 Numer. sim. in

A104RTHS in H150 SSI Pile Test

2 Numer. sim. in

A104RTHS in H150 SSI Pile Test

3SSI Pile Test

Numer. sim. in

A104RTHS in H150

4SSI Pile Test

Numer. sim. in

A104RTHS in H150

1. Numerical Simulation Exercise

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M

6 m

3 m

Rigid diaphragmP

Columns: W14x120

Beam: W24x55

Lean-on column:

A = 0.0976 m2

I = 7.1254x10-4 m4

• All beam column elements are

modeled using displacement-based

fiber elements

• Lean-on column is modeled using

linear elastic beam-column element

• 𝑃 − Δ effects are included

• Various integration algorithms can be

used

• See the input file

• In the input file, any line preceded by a

“#” is treated as a comment line

Numerical Simulation Exercise

• Four files in your folder named as Gr-A / Gr-B / Gr-C / Gr-D

• Use the folder corresponding to your group

• You will run the file:

ModelRunner_WorkshopNumSim_HFEM_5p0.m in MALAB

• WorkshopNumSim.HFEM_5.0.tcl is the input file

• LOS270_dt_0.01.txt is the ground motion file

• CreateHFEMOutDataStructure.m file is a MATLAB script that is

automatically executed when you run the aforesaid model runner

and creates a *.mat file that contains all the input/output data

• HybridFEM software is already loaded in your PC

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How to run the model

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How to run the model

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How to run the model

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• Click “Yes” if you

want to view the

node numbers

• Default is “No”, so

hit Enter

How to run the model

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How to run the model

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• Type “y” if you want to view the

mode-shapes, otherwise hit Enter

• If “y”, type the number of mode

shapes you want to view

How to run the model

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How to run the model

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• Hit Enter to begin simulation

Simulation Results

• By default the program plots the displacement, velocity, acceleration, and restoring forces at all unrestrained (free) DOFs

• For this hands on you will also see

• Plots of section force deformations

• Story drifts

• *.mat file generated after simulations contain all the input/output data

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Some Results

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Learn more about HybridFEM

• Feel free to make any changes in the input

file and run it

• For example, you can change the mass,

gravity load.

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2. RTHS of a four story steel building

•4 Story building

•8 bays in x-direction and 6 bays in y-direction in plan

• Bay spacing is equal and 30 ft.on center

•First story height is 15 ft. and remaining stories are 13 ft.

Plan of the building

Damped Braced Frame (DBF)

Moment Resisting Frame (DBF)

Thanks to Elif Ecem Bas, PhD graduate research assistant in the CEE dept.,

Lehigh University, for providing the building design

3-D View of the building

Moment Resisting Frames

Basement

1st Story

2nd Story

3rd Story

4th Story

Braced Frames

Figure 3 : Elevation of Interior Braced Frames with Nonlinear Viscous Dampers

Basement

1st Story

2nd Story

3rd Story

4th Story

Floor Gravity Loads (ASCE 7-10)

Dead Load (psf) Typical Floor Roof

Floor/Roof Deck 3 3

Floor/Roof Slab 43 0

Roofing Material 0 10

Mechanical Weight 10 10

Ceiling Material 5 5

Floor Finish 2 0

Structural Steel 15 10

Cladding

(40psf on exterior

walls)

11.67 (for 1st Story)

10 (for upper stories)10

Steel Fireproofing 2 2

Mechanical Equip. On

Roof0 25

Total 90 75

Live Load

(psf)

Typical

Floor

Roof

Office 50 0

Partitions 15 0

Roof

(unreduced)

0 20

Total 65 20

Live Load

Included in

Seismic Mass

15 0

Floor WeightsUnit Weight

Level hx DL(psf) LL(psf) TOTAL (psf) Area (ft2) Floor Weigths(kips)

Roof 54 75 0 75 43200 3244.8

3 41 90 15 105 43200 4540.8

2 28 90 15 105 43200 4540.8

1 15 91.67 15 106.67 43200 4608.0

Equivalent Lateral Force

• Effective seismic weight of the building is calculated as 16934.4 kips.

• The building is designed as office.

• Occupancy Importance Factor = 1.0

• Site class D

• Los Angeles, CA is chosen as a site of the building (Site coordinate : 34.03444 , -118.24638 - USGS report was obtained based on this location)

• Structural Members of MRF are designed for strength requirements

• DBF designed for maximum damper force

9/25/2015 Design Maps Summary Report

http://ehp2­earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=34.0344437&longitude=­118.2463782&siteclass=3&riskcategory… 1/1

Building Code Reference Document

Site Coordinates

Site Soil Classification

Risk Category

Design Maps Summary Report

User–Specified Input

ASCE 7­10 Standard

(which utilizes USGS hazard data available in 2008)

34.03444°N, 118.24638°W

Site Class D – “Stiff Soil”

I/II/III

USGS–Provided Output

SS = 2.292 g SMS = 2.292 g SDS = 1.528 g

S1 = 0.805 g SM1 = 1.208 g SD1 = 0.805 g

For information on how the SS and S1 values above have been calculated from probabilistic (risk­targeted) and

deterministic ground motions in the direction of maximum horizontal response, please return to the application and

select the “2009 NEHRP” building code reference document.

 

For PGAM, TL, CRS, and CR1 values, please view the detailed report.

Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the

accuracy of the data contained therein. This tool is not a substitute for technical subject­matter knowledge.

Zoomed View

Seismic Hazard

Prototype: Test Structure

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• Consider only one quarter plan area of

the building

• Two MRFs and one DBF and the

associated tributary area constitute to

the test structure

RTHS: Substructures

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Experimental substructure:

Nonlinear viscous damper

Analytical substructureWe have only one damper setup

Analytical substructure

• MRF beams and columns are modeled using

nonlinear displacement-based fiber elements

• Panel zones are modeled using nonlinear

panel zone elements

• DBF is modeled using linear elastic elements

• Gravity system is modeled using a lean-on

column that includes 𝑃 − Δ effects

• 169 Nodes, 146 Elements, and 455 DOFs

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Experimental substructure

• Nonlinear viscous damper

• Maximum force capacity: 165 kips

• Maximum stroke: +/- 5 in

• Use of these dampers in moment resisting framed buildings has been extensively studied in NEESR-CR: Performance-Based Design for Cost-Effective Seismic Hazard Mitigation in New Buildings Using Supplemental Passive Damper Systems• Dong, B. “Large-scale Experimental, Numerical, and Design Studies of

Steel MRF Structures with Nonlinear Viscous Dampers under Seismic Loading”, PhD Dissertation, Department of Civil and Environmental Engineering, Lehigh University, Bethlehem, PA 2015.

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RTHS

• The model takes about 20 mins to compile

• We had to precompile the model for RTHS

• We have chosen a set of 4 pairs of ground

motion and scaled them to the DBE level

• For each group we will use a different

ground motion for RTHS

• Time step for RTHS is 7/1024 sec

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3. Soil Structure Interaction Pile Test

• Pile under cyclic loading

• Model offshore wind turbine

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Soil Structure Interaction Pile Test

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• Quasi-static cyclic loading

with varying amplitude

Thank you