Shake 2000 Tutorial

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0

0.5

1

1.5

2

2.5

3

0.01 0.1 1 10

Period (sec)

Pseudo-AbsoluteAcceleration(g)

-0.025

-0.02

-0.015

-0.01

-0.005

0

0.005

0.01

0.015

0.02

0.025

- 0. 025 - 0. 02 - 0. 015 - 0. 01 - 0. 005 0 0. 005 0. 01 0. 015 0 .02 0 .025

SHAKE2000A Computer Programfor the 1-D Analysis of

Geotechnical EarthquakeEngineering Problems

Quick Tutorial

Gustavo A. Ordez


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ShakEdit Copyright Gustavo A. Ordonez, 2011. All Rights Reserved.

SHAKE2000Copyright Gustavo A. Ordonez, 2011. All Rights Reserved.

SHAKE2000 Quick Tutorial - Page No. 2


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SHAKE2000

A Computer Program for the 1-D Analysis of Geotechnical

Earthquake Engineer ing Problems

A software application that integrates

SHAKE

A Computer Program for Ear thquake Response Analysis of Hori zontall yLayered Sites

Per B. Schnabel, John Lysmer, H . Bol ton Seed

Uni versity of Californi a, Berkeley

and

SHAKE91A Modif ied Version of SHAKE for Conducting Equivalent L inear Seismic

Response Analyses of Horizontall y Layered Soil Deposits

I .M. I driss and J.I . SunUni versity of Calif orni a, Davis

with

ShakEditA Pre and Postprocessor for SHAKE and SHAKE91

Gustavo A. Ordez

September 2011 - Revision



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TTeerrmmssaannddCCoonnddiittiioonnssffoorrLL iicceennssiinnggtthheeSSooffttwwaarreeYOU SHOULD READ THE FOLLOWING TERMS AND CONDITIONS CAREFULLY BEFORE USING THE SOFTWARE.

INSTALLATION OF THE SOFTWARE INTO YOUR COMPUTER INDICATES YOUR ACCEPTANCE OF THESE TERMS AND

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WILL BE REFUNDED. These programs are provided by the authors. Title to the media on which the software is recorded and to the

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SHAKE2000

A Computer Program for the 1-D Analysis of

Geotechnical Earthquake Engineer ing Problems

Quick Tutor ial



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SHAKE2000 Quick Tutorial

by:

SHAKE2000 Quick Tutorial

by:

Gustavo A. Ordonez

GeoMotions, LLCLacey, Washington

USA

Gustavo A. Ordonez

GeoMotions, LLCLacey, Washington

USA

1111CopyrightCopyright 2011 GeoMotions, LLC2011 GeoMotions, LLCCopyrightCopyright 2011 GeoMotions, LLC2011 GeoMotions, LLC

September 2011September 2011

Problem definition (research, data

collection, soils exploration, etc.)

Develop input data for analysis:

SHAKE / D-MOD 2 column

Geotechnical Earthquake Engineering Analysis using

GeoMotions Software Suite

PSHA: SEISRISK III

USGS Maps

Selection of earthquake ground motion:

USGS Seismic hazard data

Attenuat ion Relat ionsh ips

Ground motion records conversion

Matching of response spectrum

Mean Response Spectrum

Semi-automated selection of records

_

Material properties (G/Gmax and vs. curves, mo, k, sat, wet, Er, etc.)

Estimation of m aterial parameters

based on field and/or laboratory data

Creation of input file for analysis phase

Analysis phase (SHAKE, D-MOD_2)Analysi s res ults/ Design dat a:

Peak acceleration, Shear Stress

Response spectra

Accelerat ion & Shear

Stress/Strain time histories

Pore Water Pressure

Degradation Index (clay)

Stress-Strain loops

Liquefaction analysis:

Soil Liquefaction

CSR based on shear stresses

from SHAKE or from simplified

Seed& Idrisse uation

Ratio of Response

Spectrum Analysis

Random Generation

of Input Data

SHAKE2000 Features


Displacement analysis:

Newmark Method

Makdisi & Seed

Liquefaction-induced

lateral spreading

Bray & Travasarou

I

CRR from SPT, BPT, Vs or CPT

Earthquake induced settlement analysis:

Tokimatsu & Seed, Ishihara & Yoshimine,

Wu, Zhang et al.

Graphical and/or tabular representation of results

D-MOD2000 Features

RspMatchEDT Features

SHAKE2000 & D-MOD2000

SHAKE2000, D-MOD2000 &RspMatchEDT



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Seismic Hazard Analysis

The process by which design ground motion parameters areestablished for a seismic analysis.


The process by which design ground motion parameters areestablished for a seismic analysis.

n genera , a can e c ass e as e er e erm n s c(DSHA) or probabilistic (PSHA) depending on the approachtaken.

n genera , a can e c ass e as e er e erm n s c(DSHA) or probabilistic (PSHA) depending on the approachtaken.


Deterministic Seismic Hazard Analysis

A DSHA involves the following basic steps:

1. Identification of all relevant sources;


A DSHA involves the following basic steps:

1. Identification of all relevant sources;

2. Determination of the controlling earthquake for eachsource (Magnitude, M, and Distance, R);

3. Selection of ground motion relationships andprobability level (typically Median or Median+);

4. Computation of the design ground motion parameterfor Median or Median+; and,

5. Selection of largest ground motion and correspondingMa nitude and Distance scenario.

2. Determination of the controlling earthquake for eachsource (Magnitude, M, and Distance, R);

3. Selection of ground motion relationships andprobability level (typically Median or Median+);

4. Computation of the design ground motion parameterfor Median or Median+; and,

5. Selection of largest ground motion and correspondingMa nitude and Distance scenario.


FHWA (1997). Geotechnical Engineering Circular #3, Design Guidance: Geotechnical EarthquakeEngineering for Highways, Volume I Design Principles. Federal Highway Administration, U.S. Department

of Transportation, Washington, DC, May 1997.

Norm Abrahamson EERI 2009 - http://nees.unr.edu/outreach/Abrahamson_eeri2009.pdf.



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Select Controlling Magnitude-Distance Scenario



Source 1, M1

Source 2, M2

Source 3 M

R1 R2

R3






Peak Horizontal Acceleration Attenuation Curve

1It appears

PGA (g)0.1

M1

PGA2PGA3

PGA1

that Source 2controls


Distance (km)

0.011 10 100 1000R1R3R2

M2

3



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Probabilistic Seismic Hazard Analysis

A PSHA involves the following basic steps:

1. Identification of all possible and relevant sources;

Probabilistic Seismic Hazard Analysis

A PSHA involves the following basic steps:

1. Identification of all possible and relevant sources;

2. Determination of all possible earthquakes for eachsource (Magnitude, M, and Distance, R);

3. Selection of ground motion relationships andconsideration of all possible probability levels (Medianrange of );

4. Computation of the design ground motion parameterfor all M, R, and Median range of ; and,

5. Com ute rate at which each scenario round motion

2. Determination of all possible earthquakes for eachsource (Magnitude, M, and Distance, R);

3. Selection of ground motion relationships andconsideration of all possible probability levels (Medianrange of );

4. Computation of the design ground motion parameterfor all M, R, and Median range of ; and,

5. Com ute rate at which each scenario round motion


occurs; rank in decreasing order of severity of shaking;sum up rates; and, select a summed rate for which

ground motion is equal or larger to a specified level.6. Deaggregate to obtain most likely scenario.

occurs; rank in decreasing order of severity of shaking;sum up rates; and, select a summed rate for which

ground motion is equal or larger to a specified level.6. Deaggregate to obtain most likely scenario.

Norm Abrahamson EERI 2009 - http://nees.unr.edu/outreach/Abrahamson_eeri2009.pdf.


Deterministic Approach:

The earthquake hazard at the site is a peak groundacceleration of #.## g resulting from an earthquake ofma nitude #.# on the Fault at a distance of



The earthquake hazard at the site is a peak groundacceleration of #.## g resulting from an earthquake ofma nitude #.# on the Fault at a distance of## miles from the site.

Probabilistic Approach:

The earthquake hazard at the site is a peak groundacceleration of #.## g with a # percent probability of beingexceeded in a ##-year period.

## miles from the site.


The earthquake hazard at the site is a peak groundacceleration of #.## g with a # percent probability of beingexceeded in a ##-year period.


FEMA Instruction Material Complementing FEMA 451, Design Examples Seismic Hazard Analysis 5a-4



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Site-Specific

Seismic Hazard Analysis & Site Response

1. Define the subsurface conditions at the site.

2. Define the significant structures and seismogenic source

Site-Specific

Seismic Hazard Analysis & Site Response

1. Define the subsurface conditions at the site.

2. Define the significant structures and seismogenic sourcezones in the region that may affect the site.

3. Determine the peak rock accelerations at the sitecorresponding to the different earthquake sources.

4. Develop a target response spectrum for each sourcemechanism.

5. Select representative time histories of ground motionfrom similar tectonic environments that woulda roximatel match the tar et res onse s ectrum.

zones in the region that may affect the site.

3. Determine the peak rock accelerations at the sitecorresponding to the different earthquake sources.

4. Develop a target response spectrum for each sourcemechanism.

5. Select representative time histories of ground motionfrom similar tectonic environments that woulda roximatel match the tar et res onse s ectrum.


6. Conduct the seismic site-response analysis (i.e. evaluatethe influence of local site conditions on seismic ground

motions).

6. Conduct the seismic site-response analysis (i.e. evaluatethe influence of local site conditions on seismic ground

motions).

Rock Outcropping

Motion

Response SpectraAcceleration TimeSurfaceResponseSpectr a

1.6

Site-Specific Seismic Hazard Analysis & Site ResponseSite-Specific Seismic Hazard Analysis & Site Response

Attenuation Relationship

(PGA Sa, target) SHAKE

Shear Stress/Strain

Time History

s ory

Site0

0.2

0.4

0.6

0.8

1

1.2

1.4

0.01 0.1 1 10

Period(sec)

Pseudo-

SpectralAccelerati


Magnitude (M),

Distance (R) Bedrock Motion



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Site-S ecific Anal sis - Ste 1Site-S ecific Anal sis - Ste 1

Define the subsurface conditions at the siteDefine the subsurface conditions at the site


Sample ProblemSample Problem

Depth (ft) Vs (ft/sec)

10 573

Fill, Sand & Gravel

=25

40

50

758

656

802

Silty to Fine Sand, trace organics

= 100 pcf; 12% FinesSilty Clay, Medium Stiff, PI = 35

= 110 pcf; Su = 1100 psfSilty to Fine Sand, trace gravel


65

80

791

872

= 120 pcf; 35% FinesCoarse Sand & Gravel

= 125 pcfHalfspace -= 145 pcf2500

NTS



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- -- -

Define the significant structures and seismogenicsource zones in the region that may affect the site



Sample Problem Location

http://earthquake.usgs.gov/regional/qfaults

Sample Problem Location

http://earthquake.usgs.gov/regional/qfaults

Site




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Sample Problem LocationSample Problem Location

e



Deterministic

Source M Distance


Deterministic

Source M Distancem

Seattle Fault 7.2 53Random Crustal 6.5 15Southern Whidbey Island 7.4 15

Subduction-Intra-slab 7.5 70Subduction-Interface 8.5 90

m

Seattle Fault 7.2 53Random Crustal 6.5 15Southern Whidbey Island 7.4 15

Subduction-Intra-slab 7.5 70Subduction-Interface 8.5 90




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Seismic Hazard Deaggregation

http://eqint.cr.usgs.gov/deaggint/2008/index.php



3. Enter -122.17for Longitude

1. Enter Marysvillefor Site Name


2. Enter 48.05for Latitude

4. Click on

Compute






1. Click onTXT



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1. Scrolldown

Mode: Mw 6.6 @ 15.4 km -: 1 to 2


Individual Fault Information





1. Select File andthen Save As




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1. Switch folders until you change toGeoMotions\ShortCourse\SHAKE\USGS


Save USGS Hazard Matrix File


Save USGS Hazard Matrix File


.(*.txt)

.Save

1. Click to





c ose




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Probabilistic USGS 2% in 50 years

Frequency M Distance


Probabilistic USGS 2% in 50 years

Frequency M Distance m

PGA:Mode (2002) 6.2 8 1-2 Mode (2008) 6.6 15.4 1-2

0.2 sec:Mode (2002) 6.2 7.9 1-2 Mode (2008) 6.6 15.1 1-2

mPGA:Mode (2002) 6.2 8 1-2 Mode (2008) 6.6 15.4 1-2

0.2 sec:Mode (2002) 6.2 7.9 1-2 Mode (2008) 6.6 15.1 1-2


1 sec:

Mode (2002) 7.2 14.8 1-2 Mode (2008) 9.0 130.4 1-2

1 sec:

Mode (2002) 7.2 14.8 1-2 Mode (2008) 9.0 130.4 1-2



The earthquake hazard at the site is a peak groundacceleration of 0.55 g (Median + 1, average A&S NGA,B&A NGA C&B NGA and C&Y NGA resultin from an



The earthquake hazard at the site is a peak groundacceleration of 0.55 g (Median + 1, average A&S NGA,B&A NGA C&B NGA and C&Y NGA resultin from anearthquake of magnitude 7.4 on the Southern WhidbeyIsland Fault at a distance of 15 km from the site.


The earthquake hazard at the site is a peak groundacceleration of 0.47 g with a 2 percent probability of beingexceeded in a 50-year period. The most likely scenario

earthquake of magnitude 7.4 on the Southern WhidbeyIsland Fault at a distance of 15 km from the site.


The earthquake hazard at the site is a peak groundacceleration of 0.47 g with a 2 percent probability of beingexceeded in a 50-year period. The most likely scenario


. .the site with 1 to 2 .

. .the site with 1 to 2 .



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1. Click to closethe help screen

SHAKE2000 HelpSHAKE2000 Help


SHAKE2000SHAKE2000

Options to create or to editan existing database file




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SHAKE2000SHAKE2000

Options to process thetwo SHAKE output files


SHAKE2000SHAKE2000

Options to graphicallydisplay the results fromthe SHAKE analysis, andother input information




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SHAKE2000SHAKE2000

Other analysesand utilities

options


SHAKE2000SHAKE2000

2. Clickon Ok

1. Click on USGS SeismicHazard to select it




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1. Enter 122for degrees

2. Enter 10for minutes

Seismogenic Source ZonesSeismic Hazard DeaggregationSeismogenic Source ZonesSeismic Hazard Deaggregation

3. Enter48 fordegrees

PGA, SS and S1 with 2%probability of exceedance

in 50 years

4. Enter 3 orminutes

5. Click on 2008


. c on penFolder icon

Seismogenic Source ZonesOpen USGS Hazard Matrix File

Seismogenic Source ZonesOpen USGS Hazard Matrix File

1. Switch folders until you change toGeoMotions\ShortCourse\SHAKE\USGS

2. Click on the

Marysville_PGA_2008.txtfile to select it


3. Click onOpen



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1. Clickon Plot


Seismogenic Source ZonesSeismic Hazard Deaggregation


1. Click on thesymbol for thetallest column

e stance, magn tu eand hazard contribution

are displayed

.Close




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PSHDeaggregation - Marysville (122.170 W , 48 .050 N) - USGS2008

5

6

7

8

9

10

0%

1%

2%

3%

4%

5%

6%

0km

50km

100km

150km

200km

Epsilon Interval: All Eps

X: Source to Site Distance (km)

Y: % Contr ibution to Hazar d

Z: Magnitude (Mw)


PGA= .468 g for 2475 years - Mean Hazard w/all GMPEs



2. Click

on Plot


1. Click on down-arrow forEpsilon Interval and select

Highest Eps



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Determine the peak rock accelerations at the sitecorresponding to the different earthquake sourcesDetermine the peak rock accelerations at the sitecorresponding to the different earthquake sources


Peak Rock Accelerations at Site& Ground Motion Duration

Peak Rock Accelerations at Site& Ground Motion Duration

1. Click on GroundMotion Attenuation

Relations to select it

.on Ok




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Information on Faults and Attenuation Relations

http://pubs.usgs.gov/of/2008/1128/



Attenuation Relations


for crustal faults in PNW





Fault Information




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2. Enter 6.6

for Magnitude

3. Enter

Peak Rock Acceleration at SitePeak Rock Acceleration at Site

4. Click onM+1 Sigma

1. Click onBA08 NGA,CB08 NGA,

or p

5. Enter 17for Width


and CY08 NGA

3. Click onRjb


1. Click onReverse


2. Click on Chiou& Youngs



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Peak Rock Acceleration at Site

Vertical Faults Distance Measures(Abrahamson & Shedlock, 1997)

Peak Rock Acceleration at Site

Vertical Faults Distance Measures(Abrahamson & Shedlock, 1997)

rjb

rrup

rhypo

rseisSeismogenic

depth

rjb = closest horizontal distance to thevertical projection of the rupture, e.g. Booreet al. (1997)

rrup = closest distance to the rupturesurface, e.g. Abrahamson & Silva (1997)

rseis = closest distance to the seismogenicrupture surface, e.g. Campbell (1997)

rhypo = hypocentral distance, Atkinson& Boore (1997)

Hypocenter


Abrahamson, N.A. and Shedlock, K.M. (1997). Overview. Seismological Research Letters, Volume

68, No. 1, January/February 1997.

Seismogenic depth is the depth to the toporogenic part of the crust.

NGA - Fault Geometry and Distance Measures

(NGA Models Version 2 - Excel Spreadsheet)


(NGA Models Version 2 - Excel Spreadsheet)




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(Kaklamanos et al., 2011)


(Kaklamanos et al., 2011)


Short Course Example Fault GeometryShort Course Example Fault Geometry

Rb = 0

Ztor

Dip = 60

Rrup

Rrup

Rrup


NTS



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2. Clickon Ok

1. Click onRjb - Rx



1. Click onPlot




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Develop Target Response SpectrumDevelop Target Response Spectrum

2. Enter8.7 for rjb

. .for distance 3. Enter 17.2

for Rx



2. Click on GMfor GeoMean

1. Click onAcceleration

Spectrum


3. Click on SaveAttenuation Data

4. Click on openfolder icon



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1. Click onClose



1. Click onReturn




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Select representative time histories of ground motionfrom similar tectonic environments that would

approximately match the target response spectrum

Select representative time histories of ground motionfrom similar tectonic environments that would

approximately match the target response spectrum


Selection of Acceleration Time Histories

Using attenuation relationships, obtain a target, rockacceleration response spectrum for each seismic event.Select 7-10 acceleration time histories that approximate


Using attenuation relationships, obtain a target, rockacceleration response spectrum for each seismic event.Select 7-10 acceleration time histories that approximatec arac er s cs o arge spec rum.

Bommer, Julian J. and Ana Beatriz Acevedo (2004). TheUse of Real Earthquake Accelerograms as Input to Dynamic

Analysis. Journal of Earthquake Engineering, Volume 8,Special Issue 1, pp. 43-91.

http://www.roseschool.it/docs/Dissertation2003-Acevedo.pdf

c arac er s cs o arge spec rum.

Bommer, Julian J. and Ana Beatriz Acevedo (2004). TheUse of Real Earthquake Accelerograms as Input to Dynamic

Analysis. Journal of Earthquake Engineering, Volume 8,Special Issue 1, pp. 43-91.

http://www.roseschool.it/docs/Dissertation2003-Acevedo.pdf




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Rock Motions for Input to Site Response AnalysesDeterministic

1. Identify governing seismic sources and assign M andestimate R for each key scenario.


1. Identify governing seismic sources and assign M andestimate R for each key scenario.

2. Find group of recorded rock motions from similartectonic environment, fault type, magnitude & distancefor each key scenario.

3. Check PGA, of these recorded rock motions againstestimated values for each key scenario based onappropriate M and R, and keep those records that arereasonable.

2. Find group of recorded rock motions from similartectonic environment, fault type, magnitude & distancefor each key scenario.

3. Check PGA, of these recorded rock motions againstestimated values for each key scenario based onappropriate M and R, and keep those records that arereasonable.


Bray, J. (2006). UC Berkeley Class NotesBray, J. (2006). UC Berkeley Class Notes


4. Plot acceleration response spectrum for each recordand compare to Target Acceleration ResponseSpectrum for that scenario.


4. Plot acceleration response spectrum for each recordand compare to Target Acceleration ResponseSpectrum for that scenario.

5. If necessary, adjust recorded acceleration-timehistories by multiplying each acceleration value by aconstant to achieve a better comparison with theTarget Spectrum; note that average of spectra should

match target not each one individually.

6. Optimally, select design suite of 3 to 7 acceleration-time histories for project that best captures the likely

5. If necessary, adjust recorded acceleration-timehistories by multiplying each acceleration value by aconstant to achieve a better comparison with theTarget Spectrum; note that average of spectra should

match target not each one individually.

6. Optimally, select design suite of 3 to 7 acceleration-time histories for project that best captures the likely


r r r u r y r .Check velocity and displacement-time histories as well.

Bray, J. (2006). UC Berkeley Class Notes

r r r u r y r .Check velocity and displacement-time histories as well.

Bray, J. (2006). UC Berkeley Class Notes



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3


http://peer.berkeley.edu/peer_ground_motion_database/




1. Click onScaled





3. Click onSearch

1. Select UserDefined Spectrum


2. Click on

Upload File



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1. Click onBrowse


1. Switch folders until you change toGeoMotions\ShortCourse\SHAKE\Quakes

Upload Target Response SpectrumUpload Target Response Spectrum

2. Click on theattenuate.csv

file to select it


3. Click onOpen



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1. Click onU load






1. Scrolldown


2. Click onCreate



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1. Scroll down


2. Click onSearch





1. Scrolldown




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1. Click on Save TimeSeries Records

2. Click onSave



Save PEER Search Results

(PEER ACC files)

Save PEER Search Results

(PEER ACC files)


2. Click onSave



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1. Click on


Close





1. Click on SaveSearch Spectra


2. Click onSave



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Save PEER Results

(Excel CSV file)

Save PEER Results

(Excel CSV file)


2. Click onSave

Save PEER Results

(Excel CSV file)

Save PEER Results

(Excel CSV file)

1. Scaling factor

3. PEER recordname


2. PEER recordnumber



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2. Click toClose


1. Click onClose

Selection of Acceleration Time HistoriesSelection of Acceleration Time Histories

2. Clickon Ok

1. Click on Object Motion- Scaling to select it




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)

2.5

Pseudo-AbsoluteAcceleration(g's)

0.5

1.0

1.5

2.0

From the catalog of recordedground motion records available,select and scale a design suite of3 to 7 acceleration-time historiesto fit the target responsespectrum.


Period (sec)

0.0

0.01 100.1 1


Selection of motions can bedone through extensive trials of

s)

2.5

s)

2.0

s)

2.5

s)

2.0

com na ons y an ; or, yusing a semi-automated process(Rathje & Kottke, 2007).

.judgment and experiencecannot be captured in analgorithm. (Kottke & Rathje,2008).

Pseudo-AbsoluteAcceleration(g'

0.5

1.0

1.5

.

Tl Tu


0.5

1.0

1.5

Tl Tu


0.5

1.0

1.5

.

Tl Tu


0.5

1.0

1.5

Tl Tu


Ellen M. Rathje and Albert R. Kottke (2007). Procedures for Selection and Scaling of Earthquake Motions for Dynamic Response Analysis. U.S.-Italy Seismic Bridge Workshop, European Center for Training and Research in Earthquake Engineering (EUCENTRE), Pavia, Italy. April 19-20,2007.

Albert Kottke and Ellen M. Rathje (2008). A Semi-Automated Procedure for Selection and Scaling of Recorded Earthquake Motions for DynamicAnalysis. Submitted for Publication in Earthquake Spectra.

Period (sec)

0.0

0.01 100.1 1

Period (sec)

0.0

0.01 100.1 1

Period (sec)

0.0

0.01 100.1 1

Period (sec)

0.0

0.01 100.1 1



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1. Click on

Scale


1. Click onOther





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4. Click onOk

3. Select allACC files

1. Switch to


.ACC Files

folder


2. Click onTarget

1. Click onUsers




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1. Click onO en

Select Target Response SpectrumSelect Target Response Spectrum


Open Target Response Spectrum FileOpen Target Response Spectrum File


2. Click on the attenuate.tgtfile to select it


3. Click onOpen



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Open PEER Search Results FileOpen PEER Search Results File


2. Select thePEERTargetSpectrum.csv file


3. Click onOpen


Compare to Target Response Spectrum



2. Click onScale

1. Click on Geometric

Mean to select it




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2. Clickon Plot

1. Clickon Ok



Compare Median to Target Response Spectrum


Compare Median to Target Response Spectrum

2. Click on

Close

1. Click onNone




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Save Chosen Motions to SHAKE2000 EDT File



1. Click onExport


Save Chosen Motions to SHAKE2000 EDT FileSave Chosen Motions to SHAKE2000 EDT File

1. Switch folders until you change toGeoMotions\ShortCourse\SHAKE


3. Click onSave2. EnterShortCourse.edt



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1. Clickon Ok



1. Click onClose




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.Close



Use SHAKE to conduct the site-response analysisUse SHAKE to conduct the site-response analysis




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Site Specific Response AnalysisSite Specific Response Analysis

2. Click onGet File

1. Click onEdit Existing

EDT File


Open Existing SHAKE2000 EDT FileOpen Existing SHAKE2000 EDT File


2. Select theShortCourse.edt file


3. Click onOpen



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Site Specific Response AnalysisSite Specific Response Analysis

1. Clickon Ok


Site Specific Response Analysis

Create SHAKE Options



Optionsincluded in

EDT File

Options


nc u e nInput File



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SHAKE Options

Option Input Analysis Description

1 x Dynamic Soil Properties

2 x Soil Profile

3 x Input (Object) Motion

4 x Assignment of Object Motion

5 x No. Iterations & Strain Ratio

6 x PGA & Time Histories

7 x Stress & Strain Time Histories


9 x Response Spectra

10 x Amplification Spectra11 x Fourier Spectra


SHAKE Column Options


SHAKE Column Options

Soil La er 1

Ground Level

Option 6

SurfaceResponseSpectr a

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0.01 0.1 1 10

Period(sec)

Pseudo-SpectralAcceleratio

Soil Layer 2

Gsec

G1

G2

G3

/G

max

( 1 )

( 2 )

( 3 )

Option 1

Option 9

Option 2Option 10

Soil Type, H, ,total, Gmax or Vs

Option 7Soil Layer 3


Soil Layer n

Halfspace Layer

e f f 1e f f 2

Option 4

Option 3

Option 5

Option 11

Soil Layer n-1



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EDT and Input Data Files

An EDT file is a database file that stores the data for thedifferent SHAKE options. These options are used by

.

A maximum of 32,000 options can be saved in the EDT file.

The options are saved sequentially.

Files used in SHAKE91 can be read as EDT files.

Listing of options used in the input file are saved in the EDTfile.

The input file stores the different options that will be executed


y .

SHAKE2000 EDT & Input Files

EDT File Input File

SHAKE2000 EDT & Input Files

EDT File Input File

Option 1 G/Gmax & Damping vs. Strain

Option 2 Column No. 1



Option 3 Input Motion: LomaPrieta.eq .

Option 3 Input Motion: LomaPrieta.eq

Option 3 Input Motion: ChiChi.eq

Option 4 Column No. 1 - Layer 21

Option 4 Column No. 3 Layer 13

Option 5 Iterations: 10 Ratio: 0.65

Option 6 Layers 1-15 Column 1



Option 7 Layer 4 Column 1






Option 9 Surface 5% Damping











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O tion 2 Column No. 3



Option 3 Input Motion: LomaPrieta.eqAnalysis No. 1

SHAKE Analyses

EDT File Input File



Option 4 Column No. 1 - Layer 21 Option 6 Layers 16-21 Column 1


Option 3 Input Motion: LomaPrieta.eq


Option 4 Column No. 3 Layer 13






O tion 7 La er 3 Column 3








Analysis No. 2










Option 7 Layer 4 Column 1Option 9 Surface 5% Damping



Peak Acceleration (g)

00.0 0.1 0.2 0.3 0.4 0.5

SHAKE AnalysesSHAKE Analyses

Column No. 1 - Layer 1

1.5Analysis No. 1

Depth(ft)

-20

-40

-60

-80

SpectralAcceleration(g)

0.5

1.0


Column No. 1

-100

Period (sec)

0.0

0.001 0.01 0.1 1 10

Analysis No. 2



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1. Click onSave




Create EDT & Input Files



2. Enter


.

3. Click onSave



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.Yes

1. Click onSave





2. Click

on Edit

1. Click onOption 1 to

select it




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SHAKE Column Option 1



Ground LevelShear Modulus Reduction Curves

(G/Gmax) 0.8

1.0

Soil Type 1: SAND

Layer No. 1

Layer No. 2

Soil Stratum 2

Option 1 assigns a

soil type and

corresponding

dynamic material

properties to each

ModulusReduction

Shear Strain (%)

0.0

0.2

0.4

0.6

0.00001 0.0001 0.001 0.01 0.1 1 10

Shear Modulus Reduction Curves

ModulusReduction(G/Gmax)

Shear Strain (%)

0.0

0.2

0.4

0.6

0.8

1.0

0.00001 0.0001 0.001 0.01 0.1 1

Soil Type j: CLAY

Soil Type n: ROCK

Layer No. 3

Layer No. i

Layer No. i+1


Soil Stratum n

Half-Space Layer

Soil StratumShear Modulus Reduction Curves

Modulus

Reduction(G/Gmax)

Shear Strain (%)

0.0

0.2

0.4

0.6

0.8

1.0

0.00001 0.0001 0.001 0.01 0.1 1


Create Input Data - Option 1: Dynamic Material Properties



1. Click onMAT




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3. Clickon Add

1. Scroll down

2. Click on SandUpper




Mat. Description

2 EPRI 21-50' G/Gmax Deep Cohesionless Soils -



Mat. Description

2 EPRI 21-50' G/Gmax Deep Cohesionless Soils -ep - ee - me ers ,

3 Soil PI=30 G/Gmax - Soil with PI=30, OCR=1-15(Vucetic & Dobry, JGE 1/91)

4 EPRI 51-120' G/Gmax Deep Cohesionless Soils -Depth 51-120 feet (15-36 meters) (EPRI, 1993)

ep - ee - me ers ,

3 Soil PI=30 G/Gmax - Soil with PI=30, OCR=1-15(Vucetic & Dobry, JGE 1/91)

4 EPRI 51-120' G/Gmax Deep Cohesionless Soils -Depth 51-120 feet (15-36 meters) (EPRI, 1993)


5 EPRI Rock 3 G/Gmax for Rock - 51 to 120 feet(EPRI, 1993)

5 EPRI Rock 3 G/Gmax for Rock - 51 to 120 feet(EPRI, 1993)



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1. Click onReturn






1. Click onYes




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2. Click onModel

1. Click on downarrow and select

Material No. 3






2. Enter35 for PI

1. Enter1.25 for o

3. Enter 15

.Plot




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1. Click onClose

Click on symbol toselect/deselect points






1. Click onDamping

.Plot




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1. Click onClose






1. Click onOK




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SurfaceRes onseS ectra



Consider Uncertainty




0.4

0.6

0.8

1

1.2

1.4

1.6

Pseudo-SpectralAccelerati

1.34

0.59


0

0.2

0.01 0.1 1 10

Period (sec)

2. Click


Create Input Data


Create Input Data

1. Select Option 2 Soil Profile Set No.1

on E it




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Create Input Data File Option 2: Soil Profile

Layer Soil Thickness Damping Unit VS


Create Input Data File Option 2: Soil Profile

Layer Soil Thickness Damping Unit VSNo. Type Weig t

2 1 15 0.05 0.125 758

3 2 15 0.05 0.100 656

4 3 10 0.05 0.110 802

5 4 15 0.05 0.120 791

6 4 15 0.05 0.125 872

No. Type Weig t

2 1 15 0.05 0.125 758

3 2 15 0.05 0.100 656

4 3 10 0.05 0.110 802

5 4 15 0.05 0.120 791

6 4 15 0.05 0.125 872


7 5 0.02 0.145 25007 5 0.02 0.145 2500


Create Input Data Option 2: Soil Profile



1. Click onLayers


2. Clickon Yes



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SHAKE Column Maximum Layer Thickness


SHAKE Column Maximum Layer Thickness

0.80

Response Spectra at Surface

0 20

0.30

0.40

0.50

0.60

0.70

ectralAcceleration

(g)

10 ft

20 ft

25 ft

50 ft

100 ft

300 ft


0.00

0.10

.

0.10 1.00 10.00

Sp

Period (sec)





3. Click onReturn

1. Scrolldown

2. Click on CreateOption 6


Halfspace Layer



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Depth

to

halfspace

?

PeakHorizontalAcceleration(g)

0.01

0.1

1 Shear Modulus Reduction Curves

ModulusReduction(G/Gmax)

0.2

0.4

0.6

0.8

1.0

Layerthickness?

Vs


Distance (km)

0.00110 100 1000

Shear Strain (%)

0.00.00001 0.0001 0.001 0.01 0.1 1

z


Create Input Data


Create Input Data

2. Clickon Edit

1. Select Option 3 Motion: R.WON_FN.




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Ground Level

Soil Layer 1

Soil Layer 2

Option 1Option 2

Soil Layer 3

Soil Type, H,,, Gmax or Vs


Soil Layer n

Half-Space Layer

Option 3

Soil Layer n-1


Create Input Data Option 3: Input Motion


Create Input Data Option 3: Input Motion

Quiet zone:>= 10% difference 1. Click on

Return


Either multiplicationfactor or maximum

acceleration



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Create Input Data


Create Input Data

1. Scroll down

2. Select Option 5

Number of Iterations

.on Edit


Ground Level





Gsec

G1

G2

G3

e f f 1

e f f 2

/G

max

( 1 )

( 2 )

( 3 )

Option 1Option 2

Soil Layer 1

Soil Layer 2

Soil Layer 3



Half-Space Layer

Option 4

Option 3

Soil Layer n

Soil Layer n-1



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Create Input Data Option 5: No. Iterations & Strain Ratio


Create Input Data Option 5: No. Iterations & Strain Ratio

1. Enter Option 5 No. Iterations: 10 Strain Ratio: 0.56 Mw: 6.6 3. Click on

Return


. n er .for Strain Ratio

(1)

Gmax

Iterations - Equivalent Linear AnalysisIterations - Equivalent Linear Analysis

ShearModulus,

G

G

G3(3)

(9)G9

G10


Shear Strain

eff,1

(2)

eff,2

eff,9eff,10



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SHAKE Analysis

Equivalent loading 50% - 70% (Kramer, 1996). Equivalent loading 40% - 75% (Idriss & Sun, 1992)

ratio = (M 1) / 10 where M = earthquake magnitude


Kramer, S.L. (1996). Geotechnical Earthquake Engineering, Prentice Hall, Inc., Upper Saddle River, New Jersey, 653 pp.

Idriss, I.M. and Joseph I. Sun (1992). Users Manual for SHAKE91, A Computer Program for Conducting Equivalent Linear SeismicResponse Analyses of Horizontally Layered Soil Deposits. Center for Geotechnical Modeling, Department of Civil & EnvironmentalEngineering, University of California, Davis, California.


Create Input Data


Create Input Data

1. Scroll down

2. Select Option 6 Column 1 Short

.on Edit




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Ground Level





Gsec

G1

G2

G3

e f f 1

e f f 2

/G

max

( 1 )

( 2 )

( 3 )

Option 6

Option 2

Soil Layer 1

Soil Layer 2

Soil Layer 3



Half-Space Layer

Option 4

Option 3

Option 5

Soil Layer n

Soil Layer n-1

Sample Problem SHAKE Columns

Acceleration Time Histories for Newmark Analysis

Sample Problem SHAKE Columns

Acceleration Time Histories for Newmark Analysis

1

2

No. 1

1

2

3

No. 2NewmarkAnalysis

4

5

6

7

8

9

10

11

4

5

6

7

8

9

10

11

1

2

3

4

5

6

7

No. 3


12

13

14

15

16

17

12

13

14

15

16

17

8

9

10

11

12

13



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Create Input Data Option 6: Acceleration Time Histories


Create Input Data Option 6: Acceleration Time Histories

3. Enter 0for T e

2. Enter 14for Layer

4. Click on HEA Option 7 5. Click on

Return


1. Enter 1 for Outputmode for Layers 1, 2 & 4


Create Input Data


Create Input Data

1. Scroll down

2. Select Option 7 Stress& Strain

.on Edit




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Ground Level

Gsec

G1

G2

G3

e f f 1

e f f 2

/G

max

( 1 )

( 2 )

( 3 )

Option 6

Option 7

Option 2

Soil Layer 1

Soil Layer 2

Soil Layer 3



Half-Space Layer

Option 4

Option 3

Option 5

Soil Layer n

Soil Layer n-1


Create Input Data Option 7: Shear Strain & Shear Stress


Create Input Data Option 7: Shear Strain & Shear Stress

1. Click onReturn




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Ground Level

SurfaceResponseSpectra

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0.01 0.1 1 10

Period(sec)

Pseudo-SpectralAcceleratio

Option 6

Gsec

G1

G2

G3

e f f 1

e f f 2

/G

max

( 1 )

( 2 )

( 3 )

Option 1

Option 9

Option 2Option 10

Option 7

Soil Layer 1

Soil Layer 2

Soil Layer 3



Half-Space Layer

Option 4

Option 3

Soil Layer n

Soil Layer n-1


Create Input Data Option 10: Amplification Spectrum


Create Input Data Option 10: Amplification Spectrum

1. Enter Option 10 AmplificationSpectrum Layers 14-1

4. Click onReturn

2. Enter 14in First Layer

3. EnterAmplification

168168168168CopyrightCopyright 2011 GeoMotions, LLC2011 GeoMotions, LLCCopyrightCopyright 2011 GeoMotions, LLC2011 GeoMotions, L

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Shake 2000 Tutorial