seismic analysis fj
TRANSCRIPT
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SEISMIC ANALYSIS ON SACS
Monday, 17th February 2014
By: FJ
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INTRODUCTIONS
The method of this analysis using Engineering Dynamic Inc. SACS Program has been used to
determine the structuresNatural Period. The resultingMode ShapesandMass Matrixare used in
theResponse Analysis. The Response Analysis generates all the loads for the Seismic Analysis.
Earthquake load consist of two analysis, e.g.:
Strength Level Earthquake(SLE) 100 years event
Ductility/Rare Level Earthquake(DLE/RLE) 800 years event
The differences are the value of Peak Ground Acceleration (PGA) and Pseudo Spectrum Velocity
(PSV).
INTRODUCTION
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SACINP.S1
Basic model using sacinp.opr
No AMOD
Basic CDM using inplace
Line up the similar load
LCOMB consist of basic load with additional
GX and GY (for superelement)
LCSEL according to LCOMB
No environmental load
Only one WOR# Dead Load
Water depth using MSL
PSIINP.S1
Basic soil data using psiinp.opr
PutPILSUP AVG(combined ESEX and ESEY)
FOUNDATION LINEARIZATION
Initial Load
INPUT
INPUT
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OUTPUT
Superelement file dynsef.s1
psilist.s1 (check structure base shear)
FOUNDATION LINEARIZATION
For initial load
factor use 1.0
Soil stiffness generated based on 2 directions of lateral SACS
generated self weight are used to average out the soil
stiffness for use in dynamic analysis
INPUT SACS (SACINP.S1)
SOIL DATA
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SACINP.S2
Basic model using sacinp.s1
Fix LCOMB for mass of the structure
No Selfweight
No WOR# Dead Load
Fixity 222000 (Leg/edge of Deck)
DYNSEF.S1
Use for superlement of the structure
DYNINP.S2
Put DYNOPT for mass calculation and mode shape
Water depth using MSL
Put DYNOPT2 for structural density = 110 % x 490.0 pcf
DYNAMIC ANALYSIS
INPUT
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DYNAMIC ANALYSIS
Increase structural
density 110 %
DYNINP.S2
INPUT SACS (SACINP.S2)
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OUTPUT
dynmod.s2
dynmass.s2
dynlist.s2 (check natural period/frequency and mass participation >90%)
DYNAMIC ANALYSIS
> 90 %
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DYRINP.S3
Water depth using MSL
Damping Value 5%
Directionally factor X = Y = 100% (1.00), Z = 50 % (0.5)
Include PGA and PSV based on return event (SLE 100 years or DLE 800 years).
DYNMOD.S2
Use for structure modes shape
DYNMASS.S2
Use for structure mass
PSICSF.S1
Use for common solution file
EARTHQUAKE
INPUT
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Earthquake load components, i.e.:
1. Peak Ground Acceleration (PGA)
2. Period and Pseudo Spectrum Velocity (PSV)
3. Damping Ratio
4. Mudline Elevation
5. Directional Factor
OUTPUT
dyrcsf.s3
dyrlist.s3
EARTHQUAKE
PGA 0.216 G
Dumping Ratio 5 %
Mudline 49.0 ft
T (second)Region A
PSV (in/sec/g)
0.030 1.845
0.050 3.075
0.125 15.238
0.500 60.952
5.000 60.952
10.000 30.476
5
2
14
3
INPUT DYRINP.S3
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Iteration of base shear betweenStep 1with base shear atStep 3.
ITERATION
DYRLIST.S3
PSILIST.S1
OUTPUT
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PSTINP.S4
Put AMOD for load case 1 and 2
Increase AMOD 1.700
DYRCSF.S3
Common solution file for earthquake loads
OUTPUT
pstlst.s4
Consider UC member greater than 1.00 (UC < 1.0)
A. ELEMENT STRESS / CODE CHECK
POST PROCESSING
Basic Allowable Stress
Modification
INPUT
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B. JOINT PUNCHING SHEAR
POST PROCESSING
JCINP.S4
Put AMOD for load case 3 and 4
Increase AMOD 1.700
DYRCSF.S3
Common solution file for earthquake loads
OUTPUT
jcnlst.s5
Consider Punching Shear greater than 1.00 (Load UC < 1.0)
Basic Allowable Stress
Modification
INPUT
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MISCELLANEOUS
PILINP.S6
Basic model using sacinp.s1
LCOMB consist of response from each pile/leg
(taken from element stress member detail)
LCSEL only for pile response (PILE)
Increase AMOD 1.700
PSIINP.OPR
Original soil data using psiinp.opr
PILE ANALYSIS
INPUT
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MISCELLANEOUS
OUTPUT
psilist.s6
Consider Safety Factor Pile greater than 1.0 (SF > 1.0)
Consider Pile Below Mudline Stress Ratio greater than 1.0 (UC < 1.0)
PILE ANALYSIS
Taken from member stress analysis for each pile head
PILE INPUT (SACINP.PIL)
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MISCELLANEOUS
CONCLUSION
Member Unity Checks Ratio (UC < 1.0)
Joint Punching Shear Ratio (Load UC < 1.0)
Safety Factor of Pile (SF > 1.0)
Pile Below Mudline Stress Ratio (UC < 1.0)
F I N