Chinmoy Kolay Research Engineer
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1 Chinmoy Kolay Research Engineer
2 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 2
3 Groups 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 A104 2 Numer. sim. in A SSI Pile Test SSI Pile Test RTHS in H150 RTHS in H150 Numer. sim. in A104 Numer. sim. in A104 SSI Pile Test SSI Pile Test RTHS in H150 RTHS in H150 3
4 1. Numerical Simulation Exercise 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 6 m Rigid diaphragm Columns: W14x120 Beam: W24x55 Lean-on column: A = m 2 I = x10-4 m 4 M P 3 m 4
5 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 5
6 How to run the model 6
7 How to run the model 7
8 How to run the model Click Yes if you want to view the node numbers Default is No, so hit Enter 8
9 How to run the model 9
10 How to run the model 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 10
11 How to run the model 11
12 How to run the model Hit Enter to begin simulation 12
13 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 13
14 Some Results 14
15 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. 15
16 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
17 3-D View of the building
18 Moment Resisting Frames 4 th Story 3 rd Story 2 nd Story 1 st Story Basement
19 Braced Frames 4 th Story 3 rd Story 2 nd Story 1 st Story Basement Figure 3 : Elevation of Interior Braced Frames with Nonlinear Viscous Dampers
20 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 Ceiling Material 5 5 Floor Finish 2 0 Structural Steel Cladding (40psf on exterior walls) (for 1 st Story) 10 (for upper stories) Steel Fireproofing 2 2 Mechanical Equip. On Roof Total Live Load (psf) Typical Floor Roof Office 50 0 Partitions 15 0 Roof (unreduced) 0 20 Total Live Load Included in Seismic Mass 15 0
21 Floor Weights Unit Weight Level hx DL(psf) LL(psf) TOTAL (psf) Area (ft2) Floor Weigths(kips) Roof
22 Equivalent Lateral Force Effective seismic weight of the building is calculated as 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 : , USGS report was obtained based on this location) Structural Members of MRF are designed for strength requirements DBF designed for maximum damper force
23 Seismic Hazard 9/25/2015 Design Maps Summary Report Design Maps Summary Report User Specified Input Building Code Reference Document Site Coordinates Site Soil Classification Risk Category ASCE 7 10 Standard (which utilizes USGS hazard data available in 2008) N, W Site Class D Stiff Soil I/II/III Zoomed View USGS Provided Output S S = g S MS = g S DS = g S 1 = g S M1 = g S D1 = g For information on how the SS and S1 values above have been calculated from probabilistic (risk targeted) 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 PGA M, T L, C RS, and C R1 values, please view the detailed report.
24 Prototype: Test Structure Consider only one quarter plan area of the building Two MRFs and one DBF and the associated tributary area constitute to the test structure 24
25 RTHS: Substructures Analytical substructure Experimental substructure: Nonlinear viscous damper We have only one damper setup 25
26 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 26
27 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
28 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 28
29 3. Soil Structure Interaction Pile Test Pile under cyclic loading Model offshore wind turbine 29
30 Soil Structure Interaction Pile Test Quasi-static cyclic loading with varying amplitude 30
31 Thank you
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