SACS Modeling Advanced1

FOR REVIEW ONLY - Not intended for use in training.

Company: Lonadek Oil and Gas Consultants

Class Date: 16-Oct-2014

SACS Modeling Advanced

SACS V8i

Bentley Institute Course Guide

TRN020820-1/0001

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SACS Modeling Advanced

2

Copyright © 2013 Bentley Systems, Incorporated

Mar-13

A1- Dyn Mode shape




Preparation 1) Under “Training Project”, create “A1- Dyn mode shape extraction” subdirectory 2) Under “Dyn mode shape extraction”, Create “1Static SE” and “2Modes”subdirectories. 3) Copy SACINP.DAT model file, SEAINP.DAT Seastate file and PSIINP.DAT soil data from “Static analysis with PSI” directory to “Dyn mode shape\foundation” directory. Rename the model file to SACINP.STA and Seastate file SEAINP.STA. 1. Creating foundation super element under “1Static SE” directory, 1) Modifying model file SACINP.STA Add a weight combination line to combine deck weight groups for dynamic analysis. Using Data generator to add a WTCMB line to combine AREA, EQPT, LIVE and MISC to MASS, 0.75 factors will be used for LIVE weight. Add a DYNMAS line to pass combined deck weight group MASS and jacket weight groups ANOD and WKWY for Dynpac weight. Using Precede define retained degree of freedom for Dynpac analysis. Why SACS has to define retained degree of freedoms? How to define retained degree of freedom to get a better dynamic analysis in SACS?

2) Modifying seastate file SEAINP.STA Delete all load cases and load combinations. Delete load case selection line and allowable stress modifier lines. Add a DEAD load case along with selected weight groups ANOD and WKWY. Add a load case MASS, using weight group MASS, add 1.0 G z direction acceleration and excluding structural self weight to account for additional deck loads. Add two additional load cases 1 and 2, using 0 degree and 90 degree normal operating wave for horizontal reference load. Two load combinations will be added. Load combination SUPX and SUPY will be used for foundation super element creation for Dynpac analysis. SUPX = DEAD + MASS + 1 SUPY = DEAD + MASS + 2 Dyn Mode Shape - 1

A load case selection line to select SUPX and SUPY will be added before FILE line.




Part of modified Seastate input file shall looks like following, ------------------------------------------------------------------------------------------------------------LDOPT NF+Z1.0280007.849000 -79.500 79.500GLOBMN LCSEL SUPX SUPY FILE B CENTER CEN1 CDM CDM 2.50 0.600 1.200 0.600 1.200 CDM 250.00 0.600 1.200 0.600 1.200 MGROV MGROV 0.000 60.000 2.500 2.5400-4 1.400 MGROV 60.000 79.500 5.000 2.5400-4 1.400 GRPOV GRPOVAL LG1 F 1.501.501.501.50 GRPOVAL LG2 F 1.501.501.501.50 GRPOVAL LG3 F 1.501.501.501.50 GRPOVAL PL1NN 0.001 0.001 0.001 GRPOVAL PL2NN 0.001 0.001 0.001 GRPOVAL PL3NN 0.001 0.001 0.001 GRPOVAL PL4NN 0.001 0.001 0.001 GRPOV W.BNF 0.001 0.001 0.001 0.001 0.001 LOAD LOADCNDEAD INCWGT ANODWKWY DEAD DEAD -Z M LOADCNMASS INCWGT MASS ACCEL 1.0 N CEN1 LOADCN 1 WAVE WAVE1.00STRE 6.10 12.00 0.00 D 20.00 18MS10 1 LOADCN 2 WAVE WAVE1.00STRE 6.10 12.00 90.00 D 20.00 18MS10 1 LCOMB LCOMB SUPX DEAD 1.0MASS 1.0 1 1.0 LCOMB SUPY DEAD 1.0MASS 1.0 2 1.0 END

------------------------------------------------------------------------------------------------------------3) Creating run file to generate foundation super element using SUPX and SUPY. Click “Edit Foundation Options” > “Foundation” part, select “Override - Create Pilehead SE” for “Foundation Superelement Option” and input SUPX and SUPY to 1st X and 1st Y load cases respectively, “Max load and deflection” will be used for pile head load/deflection option. No “Element Check” and “Postvue” database needed for this analysis. Run analysis. What’s the difference here to select Max load and deflection and Average load and deflection for super element creation? Dyn Mode Shape - 2

Class Date: 16-Oct-2014 Company: Lonadek Oil and Gas Consultants FOR REVIEW ONLY - Not intended for use in training.

Seastate basic load case summary report: ----------------------------------------------------------------------------------------------------------------------------------****** SEASTATE BASIC LOAD CASE SUMMARY ****** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ DEAD LOAD BUOYANCY CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) (KN) (KN) 1 DEAD 0.00 0.00 -9120.43 0.2 6182.6 0.0 14047.88 4927.48 2 MASS 0.00 0.00 -4824.81 -114.0 10342.7 0.0 0.00 0.00 3 1 522.53 -0.01 17.60 0.7 29187.2 0.1 0.00 0.00 4 2 -2.62 522.23 1.33 -29302.7 -67.0 185.8 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------

Seastate combined load case summary report: ----------------------------------------------------------------------------------------------------------------------------------***** SEASTATE COMBINED LOAD CASE SUMMARY ***** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) 5 SUPX 522.53 -0.01 -13927.64 -113.1 45712.5 0.1 6 SUPY -2.62 522.23 -13943.91 -29416.5 16458.4 185.8 -----------------------------------------------------------------------------------------------------------------------------------

Pile head super element created for joint 101P for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------*** PILEHEAD STIFFNESS FOR JOINT 101P *** UNITS - (KN,M) FOR SUPERELEMENT NO. 1

-----------------------------------------------------------------------------------------------------------------------------------

Dyn Mode Shape - 3

2. Mode extraction under “2Modes” directory,

2) Create Dynpac run file “Extract Mode Shapes” Under “Edit Environmental Loading Options”, select “No” to “Seastate Input In Model File”, and browse SEAINP.DYN for “Seatate Input File”; Under “Edit Solve Options”, select “Yes” to “Include Superelement File”; Under “Edit Modal Extraction Options”, input 50 to “Number of Modes” and select “Create added mass of beams”. Select “Edit Graphical Post Processing Options” to create Postvue database. Browse in “1Static SE” directory for SACINP.STA when prompted for “Model Data file”. Browse in “1Static SE” directory for DYNSEF.STA when prompted for “Superelement file”. Run Analysis and use Postvue for browsing mode shapes. How to tell a modal extraction is good or bad?




1) Copy Seastate SEAINP.STA file from “1Static SE” directory to “2Modes” directory. Rename this file to SEAINP.DYN, delete all load cases and load combinations, delete LCSEL line.

Dyn Mode Shape - 4


Dynpac weight summary report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------************* WEIGHT AND CENTER OF GRAVITY SUMMARY ************* ************ ITEM DESCRIPTION ************

MEMBER ELEMENTS

************** WEIGHT ************** X Y Z KN KN KN

******** CENTER OF GRAVITY ******** X Y Z M M M

13554.203

13554.203

13554.203

1.071

0.000

-33.060

MEMBER ELEMENT NORMAL ADDED MASS

8358.882

8271.387

2106.625

1.110

0.000

-54.402

FLOODED MEMBER ELEMENT ENTRAPPED FLUID

4599.349

4599.349

4599.349

0.615

0.000

-39.497

USER DEFINED WEIGHTS IN DYNPAC

5465.316

5465.316

5465.316

2.192

0.007

15.144

************ TOTAL ************ 31977.750 318900.256 25725.493 1.207 0.001 -25.718 -------------------------------------------------------------------------------------------------------------------------------------

Dynpac first 10 modal periods and frequencies report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------SACS IV-FREQUENCIES AND GENERALIZED MASS PERIOD(SECS) MODE FREQ.(CPS) GEN. MASS EIGENVALUE 1

0.360192

9.8351775E+02

1.9524133E-01

2.7762960

2

0.419461

6.6383649E+02

1.4396531E-01

2.3840140

3

0.667934

3.5428586E+02

5.6777152E-02

1.4971547

4

0.729414

1.0334809E+03

4.7609345E-02

1.3709638

5

0.790955

4.7644862E+02

4.0488961E-02

1.2642943

6

0.987808

1.1231494E+03

2.5959418E-02

1.0123422

7

1.386119

3.6610499E+02

1.3183753E-02

0.7214387

8

1.395553

2.2247686E+02

1.3006116E-02

0.7165619

9

1.447757

3.5048781E+02

1.2085054E-02

0.6907234

10 1.616625 1.1064867E+02 9.6921880E-03 0.6185728 -----------------------------------------------------------------------------------------------------------------------------

Dyn Mode Shape - 5




A2- Spectral Earthquake Preparation




1) Under “Training Project”, create “A2- Spectral Earthquake” subdirectory 2) Under “Spectral Earthquake”, Create “1Foundation”, “2Mode”, “3Spectral Seismic” and “4CodeCheck” subdirectories. 3) Copy files of “Foundation” and “Mode shape” folder from previous “A1- Dyn mode shape” directory to “spectral earthquake” directory. 1. Creating foundation super element under “1Static SE” directory, 1) Keep model file SACINP.STA 2) Modifying seastate file SEAINP.STA Modify file load option to “S”, using loads in seastate file only. Delete load cases 1 and load case 2. Add two additional load cases GRVX and GRVY, add 0.08 G x and y accelerations for weight group MISC and TURB with structural weight included respectively. One more load combinations will be added, load combination EQKS will be used for combining static load with load condition DEAD and MASS. Modify load combination SUPX and SUPY, replace load case 1 and 2 with new created load case GRVX and GRVY. EQKS = DEAD + MASS SUPX = DEAD + MASS + GRVX SUPY = DEAD + MASS + GRVY

Spectral Earthquake - 1

Modify load case selection line to add load comb EQKS before FILE line.




Part of modified Seastate input file shall looks like following, ------------------------------------------------------------------------------------------------------------LDOPT NF+Z1.0280007.849000 -79.500 79.500GLOBMN LCSEL SUPX SUPY EQKS FILE S CENTER CEN1 CDM CDM 2.50 0.600 1.200 0.600 1.200 CDM 250.00 0.600 1.200 0.600 1.200 MGROV MGROV 0.000 60.000 2.500 2.5400-4 1.400 MGROV 60.000 79.500 5.000 2.5400-4 1.400 GRPOV GRPOVAL LG1 F 1.501.501.501.50 GRPOVAL LG2 F 1.501.501.501.50 GRPOVAL LG3 F 1.501.501.501.50 GRPOVAL PL1NN 0.001 0.001 0.001 GRPOVAL PL2NN 0.001 0.001 0.001 GRPOVAL PL3NN 0.001 0.001 0.001 GRPOVAL PL4NN 0.001 0.001 0.001 GRPOV W.BNF 0.001 0.001 0.001 0.001 0.001 LOAD LOADCNDEAD INCWGT ANODWKWY DEAD DEAD -Z M LOADCNMASS INCWGT MASS ACCEL 1.0 LOADCNGRVX INCWGT MASSANODWKWY ACCEL 0.08 LOADCNGRVY INCWGT MASSANODWKWY ACCEL 0.08 LCOMB LCOMB EQKS DEAD 1.0MASS 1.0 LCOMB SUPX DEAD 1.0MASS 1.0GRVX 1.0 LCOMB SUPY DEAD 1.0MASS 1.0GRVY 1.0 END

N CEN1

CEN1

CEN1

------------------------------------------------------------------------------------------------------------3) Creating run file to solve the static load EQKS and to generate foundation super element using SUPX and SUPY. Click “Edit Foundation Options” > “Foundation” part, select “Override - Create Pilehead SE” for “Foundation Superelement Option” and input SUPX and SUPY to 1st X and 1st Y load cases respectively, “Max load and deflection” will be used for pile head load/deflection option. No “Element Check” and “Postvue” database needed for this analysis. Run analysis.



Seastate basic load case summary report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------****** SEASTATE BASIC LOAD CASE SUMMARY ****** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ DEAD LOAD BUOYANCY CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) (KN) (KN) 1 DEAD 0.00 0.00 -9120.43 0.2 6182.6 0.0 14047.88 4927.48 2 MASS 0.00 0.00 -4824.81 -114.0 10342.7 0.0 0.00 0.00 3 GRVX -1875.83 0.00 0.00 0.0 -105901.2 9.1 0.00 0.00 4 GRVY 0.00 -1876.83 0.00 105901.2 0.0 -2282.7 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------------

Seastate combined load case summary report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------***** SEASTATE COMBINED LOAD CASE SUMMARY ***** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) 5 EQKS 0.00 0.00 -13945.23 -113.7 16525.3 0.0 6 SUPX -1876.83 0.00 -113.7 -89375.9 9.1 -13945.23 7 SUPY 0.00 -1876.83 105787.5 16525.3 -2282.7 -13945.23 -----------------------------------------------------------------------------------------------------------------------------------

Pile head super element created for joint 101P for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------*** PILEHEAD STIFFNESS FOR JOINT 101P *** UNITS - (KN,M) FOR SUPERELEMENT NO. 1

-----------------------------------------------------------------------------------------------------------------------------------


2. Mode extraction under “2Modes” directory, 1)

Keep seainp.dyn.

Under “Edit Environmental Loading Options”, select “No” to “Seastate Input In Model File”, and browse SEAINP.DYN for “Seatate Input File”; Under “Edit Solve Options”, select “Yes” to “Include Superelement File”; Under “Edit Modal Extraction Options”, input 50 to “Number of Modes” and select “Create added mass of beams”. Select “Edit Graphical Post Processing Options” to create Postvue database. Browse in “1Static SE” directory for SACINP.STA when prompted for “Model Data file”. Browse in “1Static SE” directory for DYNSEF.STA when prompted for “Superelement file”. Run Analysis and use Postvue for browsing mode shapes. Check the mode shape and compare with previous Dyn mode shape results.




2) Create Dynpac run file “Extract Mode Shapes”



Dynpac weight summary report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------************* WEIGHT AND CENTER OF GRAVITY SUMMARY ************* ************ ITEM DESCRIPTION ************

MEMBER ELEMENTS



13554.203

13554.203

13554.203

1.071

0.000

-33.060


8358.882

8271.387

2106.625

1.110

0.000

-54.402


4599.349

4599.349

4599.349

0.615

0.000

-39.497


5465.316

5465.316

5465.316

2.192

0.007

15.144

************ TOTAL ************ 31977.750 31890.256 25725.493 1.207 0.001 -25.718 -------------------------------------------------------------------------------------------------------------------------------------

Dynpac first 10 modal periods and frequencies report for spectral earthquake: ----------------------------------------------------------------------------------------------------------------------------------SACS IV-FREQUENCIES AND GENERALIZED MASS MODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS) 1

0.349930

1.0562342E+03

2.0686020E-01

2.8577113

2

0.413911

6.8419411E+02

1.4785142E-01

2.4159761

3

0.648881

3.8163696E+02

6.0160245E-02

1.5411137

4

0.702749

9.8653105E+02

5.1290897E-02

1.4229840

5

0.758238

5.7950720E+02

4.4058396E-02

1.3188464

6

0.933314

7.7373947E+02

2.9079318E-02

1.0714502

7

1.341163

2.9677328E+02

1.4082411E-02

0.7456214

8

1.347455

4.3343343E+02

1.3951196E-02

0.7421396

9

1.447264

3.5002430E+02

1.2093299E-02

0.6909590

10 1.615827 1.1771432E+02 9.7017603E-03 0.6188781 ------------------------------------------------------------------------------------------------------------------------------------


3. Spectral Earthquake response analysis under “3Spectral Seismic” directory, 1) Create dynamic response input file DYRINP.EQK for this earthquake response analysis




On dynamic response options, spectral earthquake analysis type selected with 50 modal shapes used. Structural damping 5%, combine gravity loads EQKS with earthquake loads for member and joint check, use 1.0 and 2.0 factors respectively. Using API spectral analysis load SPLAPI to create a seismic load case with 0.15G response factor with 1.0 for X and Y directions and 0.5 for Z direction, soil type = “B”. Dynamic response input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------DROPT SPEC 50EC+Z -79.5 * USE 5.0% OVERALL DAMPING SDAMP 5.0 * CREATES STATIC + SEISMIC COMBINATIONS USING STATIC LOAD CASE EQKS * USE 1.0 X SEISMIC STRESS FOR ELEMENT CHECK LOAD COMBINATIONS * USE 2.0 X SEISMIC STRESS FOR CONNECTION CHECK LOAD COMBINATIONS STCMB 1.0 2.0EQKS 1.0 LOAD * CREATE 1 SEISMIC LOAD CASE WITH 0.15G RESPONSE FACTOR * WITH 1.0 X AND Y DIRECTION FACTOR AND 0.5 Z DIRECTION FACTOR SPLAPI 0.15 1.0B 1.0B 0.5B CQC PRS END

------------------------------------------------------------------------------------------------------------2) Run dynamic response analysis Browse in “2Modes” directory for mode and mass file, browse in “1Static SE” directory for static common solution file. Run analysis. Note here three different combines will be execute, first direction combine, second, earthquake combine and then combine with static load. User can input more than one line of STCMB lines in the dynamic response input file. For each STCMB line, four final load cases will be created, load cases 1 and 2 for element check, load cases 3 and 4 for joint can check. Compare the generated EQK loads with the static loads for super element generations, if the difference is large, what should we do? 4. Create post input file PSTINP.EQK for element code check in “4Codecheck” directory Using SACS options, “JO” option at column 27-28 must be selected for earthquake member code checks. Select load case 1 and 2 for element analysis; define AMOD = 1.7 for both selected load cases; a UCPART line may added.


Post input file defined shall looks like following: -------------------------------------------------------------------------------------------------------------




EARTHQUAKE POST CODE CHECK OPTION MN UCJO 1 1 DC C LCSEL IN 1 2 AMOD 1 1.7 2 1.7 UCPART 0.5 0.5 1.0 1.0300.0 END

PTPT

PTPTPT

------------------------------------------------------------------------------------------------------------Create post run file and run the analysis. Details on PRST and PRSC earthquake combinations? In this code check, if I haven’t selected “JO” option on OPTIONS line, instead I defined check segments per member, where is the problem? How to understand the limitations on post output results for deflections and member internal loads in spectral earthquake analysis?

5. Create joint can input file JCNINP.EQK for joint can code check in “4Codecheck” directory Using EQK option in joint can options, select load case 3 and 4 for element analysis; define AMOD = 1.7 for both selected load cases. Note here, the EQK option in the new release refers to API RP 2A 21st edition with Supplement 2 and Supplement 3, which published in 2007. If you want to use the 2000 publication of API RP 2A 21st edition, then EQ21 should be used. “M” should be selected for allowable limits; M stands for use the modeled length and ignores the requirement on API minimum requirements. Joint Can input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------JCNOPT EQK MN LCSEL IN AMOD AMOD 3 1.7 END

3 4

5.0 4

C

NID

M

FLMX 0.5

PTPT

S

1.75

1.7

------------------------------------------------------------------------------------------------------------Create joint can run file and run the analysis Questions: What is modeled joint can length and what is an API minimum requirement for joint can length? When my static + EQK load changed a lot, why my EQK joint can unity check not changed much? Try this using 0.3G ground acceleration. Spectral Earthquake - 7


----------------------------------------------------------------------------------------------------------------------------------FOR LOAD CASE 1 ** X-DIRECTION BASE SHEAR = 0.177E+04 KN ** Y-DIRECTION BASE SHEAR = 0.193E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.122E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.110E+06 KN-M ** Z-DIRECTION VERTICAL LOAD = 0.190E+04 KN -------------------------------------------------------------------------------------------------------------------------------------

Member group unity check summary report for spectral earthquake:




Spectral earthquake load summary report for spectral earthquake,

Spectral Earthquake – 8




Joint Can summary report for spectral earthquake:

Spectral Earthquake -

Spectral Earthquake – 8




A3- Spectral Earthquake Using Equivalent Static Load Preparation 1) Under “Training Project”, create “A3- Equivalent Static Earthquake” subdirectory 2) Under “Equivalent Static Earthquake”, Create “1Foundation SE”, “2Modes”, “3Static Loads”, “4Equivalent Loads” and “5Codecheck” subdirectories. 3) Copy SACINP.STA, SEAINP.STA and PSIINP.DAT from “\A2- Spectral Earthquake\1Foundation” to “Spectral Earthquake Using ESL\ 1Foundation SE”; 4) Also copy SACINP.STA and SEAINP.STA from “\Spectral Earthquake\1Static SE” to “Spectral Earthquake Using ESL\ 3Static Loads” 1. Create super element under “1Foundation SE” directory for Dynpac analysis Modifying SEAINP.STA for create super element only in this step. Delete load case EQKS from load case selection line and from load combinations. The modified portion of Seastate file shall looks like this, ------------------------------------------------------------------------------------------------------------LCSEL SUPX SUPY ….. LCOMB LCOMB SUPX DEAD 1.0MASS LCOMB SUPY DEAD 1.0MASS

1.0GRVX 1.0GRVY

1.0 1.0

------------------------------------------------------------------------------------------------------------2. Create modal extraction under “2Modes” Copy SEAINP.DYN from “\Spectral Earthquake\2Modes” to “2Modes” directory; Create modal extraction run file solving for 50 modes, using model file and super element file from “1Foundation SE” directory. Run Dynpac analysis. 3. Create a combined model with Seastate file containing static loads to be combined with equivalent static loads under “3Static Loads” Modifying SEAINP.STA to include only static load combination EQKS: Delete load case selection line; Delete load cases GRVX and GRVY and load combinations SUPX and SUPY. Open model file SACINP.STA with Precede, under “File” > “Import” > “Seastate File”, select SEAINP.STA to open. Choose “File” > “Save As” save the model with Seastate to file name: SACINP.sta+eqk. Delete SACINP.STA and SEAINP.STA from “3Static Loads” directory.

Earthquake Using ESL - 1

4. Create dynamic response input DYRINP.EQK for equivalent static load generation in “4Equivalent Loads” directory




1) Copy DYRINP.EQK from “\Spectral Earthquake\3Spectral Seismic” to “4Equivalent Loads” directory. 2) Modifying DYRINP.EQK and run earthquake analysis Add simulated earthquake output data EQKLOD line: Loads will be generated corresponding to max base shear; load generation type = ALL for all 20 directions; select maximum vertical loading option in column 9 for enhanced recovery of vertical loading. The modified dynamic response input shall looks like this, ------------------------------------------------------------------------------------------------------------DROPT SPEC 50EC+Z -79.5 * USE 5.0% OVERALL DAMPING SDAMP 5.0 * "S" THE EQUIVALENT LOADS WILL BE BASED ON BASE SHEAR (20 CASES) * "V" ENHANCE VERTICAL LOAD RECOVERY METHOD WILL BE USED (20 CASES) * "A" LOAD CASE WILL BE GENERATED FOR ALL DIRECTIONS (TOTAL 40 CAES) EQKLOD SVA 20 * CREATES STATIC + SEISMIC COMBINATIONS USING STATIC LOAD CASE EQKS * USE 1.0 X SEISMIC STRESS FOR ELEMENT CHECK LOAD COMBINATIONS * USE 2.0 X SEISMIC STRESS FOR CONNECTION CHECK LOAD COMBINATIONS * TOGETHER WITH EQKLOD LINE 40 CASES FOR ELEMENT AND 40 CASES FOR JOINT. STCMB 1.0 2.0EQKS 1.0 LOAD * CREATE 1 SEISMIC LOAD CASE WITH 0.15G RESPONSE FACTOR * WITH 1.0 X AND Y DIRECTION FACTOR AND 0.5 Z DIRECTION FACTOR SPLAPI 0.15 1.0B 1.0B 0.5B CQC PRS END

------------------------------------------------------------------------------------------------------------In SACS Executive, create earthquake run file and run the analysis for earthquake equivalent loads. Browse “2Modes” for mode and mass file and browse “3Static Loads” for SACS model input file SACINP.sta+eqk, the generated equivalent static loads and load combinations will be attached to this model file. The generated DYROCI.sta+eqk shall contain 40 basic equivalent static load cases, 40 load combinations corresponding to element checks and another 40 load combinations for joint checks. How many directions shall we choose for an equivalent static load generation? 3) Solve the generated equivalent static loads in “4Equivalent Loads” directory In Analysis Options, under “Seastate” tab, choose “Override Model” for “Output Options”, check “Make load combinations basic”;


In Analysis Options, under “Solve” tab, set “Include Superelement File” to “Yes”, and browse to “1Foundation SE” for the super element file DYNSEF.SUP;




No unity check options need to be selected at this time and run the analysis to all solve load cases. 5. Element and joint check under “5Codecheck” directory 1) Modifying post PSTINP.EQK input file for element code check Copy PSTINP.EQK and JCNINP.EQK from “\5Spectral Earthquake\4Codecheck” to “5Codecheck” directory. Using SACS options, take out the “JO” option at column 27-28. Input 4 to non-segmented member in column 29-30 and 2 to segmented members in column 31-32. Select load case 41 through 80 for element analysis; define AMOD = 1.7 for the 40 load cases selected, remember here an AMOD header line must be input; a UCPART line may added. Post input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------EARTHQUAKE POST CODE CHECK OPTION MN UC 4 2 DC C LCSEL IN 41 42 43 44 45 LCSEL IN 53 54 55 56 57 LCSEL IN 65 66 67 68 69 LCSEL IN 77 78 79 80 AMOD AMOD 41 1.7 42 1.7 43 1.7 44 AMOD 48 1.7 49 1.7 50 1.7 51 AMOD 55 1.7 56 1.7 57 1.7 58 AMOD 62 1.7 63 1.7 64 1.7 65 AMOD 69 1.7 70 1.7 71 1.7 72 AMOD 76 1.7 77 1.7 78 1.7 79 UCPART 0.5 0.5 1.0 1.0300.0 END

PTPT 46 47 58 59 70 71

1.7 1.7 1.7 1.7 1.7 1.7

45 52 59 66 73 80

PTPTPT 48 49 60 61 72 73

1.7 1.7 1.7 1.7 1.7 1.7

46 53 60 67 74

50 62 74

1.7 1.7 1.7 1.7 1.7

51 63 75

47 54 61 68 75

52 64 76

1.7 1.7 1.7 1.7 1.7

------------------------------------------------------------------------------------------------------------Create post run file and browse to “4Equivalent Loads” directory for common solution file SACCSF.STA+EQK and run the analysis. How is the post results comparison between the equivalent static load method to the PRST and PRSC method? 2) Create joint can input file JCNINP.EQK for joint can code check Using EQK option in joint can options, select load case 81 through 120 for joint analysis; define AMOD = 1.7 for the 40 load cases selected, remember here an AMOD header line must be input. Note here, the EQK option in the new release refers to API RP 2A 21st edition


with Supplement 2 and Supplement 3, which published in 2007. If you want to use the 2000 publication of API RP 2A 21st edition, then EQ21 should be used.

JCNOPT EQK MN LCSEL IN LCSEL IN LCSEL IN LCSEL IN AMOD AMOD 81 AMOD 88 AMOD 95 AMOD 102 AMOD 109 AMOD 116 END

81 93 105 117 1.7 82 1.7 89 1.7 96 1.7 103 1.7 110 1.7 117

5.0 82 94 106 118

83 95 107 119

1.7 83 1.7 90 1.7 97 1.7 104 1.7 111 1.7 118

C 84 96 108 120

NID 85 97 109

1.7 84 1.7 91 1.7 98 1.7 105 1.7 112 1.7 119

86 98 110

M FLMX 0.5 PTPT 87 88 89 90 91 99 100 101 102 1 03 111 112 113 114 1 15

1.7 85 1.7 92 1.7 99 1.7 106 1.7 113 1.7 120

1.7 86 1.7 93 1.7 100 1.7 107 1.7 114 1.7

1.7 87 1.7 94 1.7 101 1.7 108 1.7 115

1.75 92 104 116

1.7 1.7 1.7 1.7 1.7

------------------------------------------------------------------------------------------------------------Create joint can run file and browse to “4Equivalent Loads” directory for common solution file SACCSF.STA+EQK and run the analysis. Why there are so many warning messages for a joint can analysis? How is the joint can results comparison between the equivalent static load method to the PRST and PRSC method?




Joint Can input file defined shall looks like following: -------------------------------------------------------------------------------------------------------------


----------------------------------------------------------------------------------------------------------------------------------FOR LOAD CASE 1

** X-DIRECTION BASE SHEAR = 0.177E+04 KN ** Y-DIRECTION BASE SHEAR = 0.193E+04 KN ** X-DIRECTION OVERTURNING MOMENT = 0.122E+06 KN-M ** Y-DIRECTION OVERTURNING MOMENT = 0.110E+06 KN-M ** Z-DIRECTION VERTICAL LOAD = 0.190E+04 KN -------------------------------------------------------------------------------------------------------------------------------------

Member group unity check summary report for spectral earthquake: -------------------------------------------------------------------------------------------------------------------------------------




Spectral earthquake load summary report for spectral earthquake,

-------------------------------------------------------------------------------------------------------------------------------------


-----------------------------------------------------------------------------------------------------------------------------------




Joint Can summary report for spectral earthquake:

-----------------------------------------------------------------------------------------------------------------------------------


A4- Earthquake Collapse Using Equivalent Static Load




Preparation 1) Under “Training Project”, create “A4- Earthquake Collapse Using ESL” subdirectory 2) Copy “1 Foundation” modes, “2 Modes” and “3 Static Loads” and “4 Equivalent Loads” folder from to “\5Spectral Earthquake” to current folder; 1. Run static PSI in “1Foundation SE” directory to get superelement for Dynpac analysis 2. Run Dynamic mode shape to Create modal extraction under “2Modes” 3. Keep equivalent static loads model file under “3Static Loads” 4. Create dynamic response input DYRINP.EQK for equivalent static load generation in “4Equivalent Loads” directory Modifying DYRINP.EQK and run earthquake analysis Modify EQKLOD line: Do not include maximum vertical load in equivalent static load; Choose STND for equivalent static load direction option. In SPLAPI option, modify the overall response factor to 0.30 for more severe earthquake intensity. The requirement is the structure will not collapse for this rare but severe earthquake intensity. The modified dynamic response input shall looks like this, ------------------------------------------------------------------------------------------------------------DROPT SPEC 50EC+Z -79.5 * USE 5.0% OVERALL DAMPING SDAMP 5.0 * "S" THE EQUIVALENT LOADS WILL BE BASED ON BASE SHEAR * "S" LOAD CASE WILL BE GENERATED FOR STANDARD DIRECTIONS ONLY EQKLOD S S * CREATES STATIC + SEISMIC COMBINATIONS USING STATIC LOAD CASE EQKS * USE 1.0 X SEISMIC STRESS FOR ELEMENT CHECK LOAD COMBINATIONS * USE 2.0 X SEISMIC STRESS FOR CONNECTION CHECK LOAD COMBINATIONS * TOGETHER WITH EQKLOD LINE 40 CASES FOR ELEMENT AND 40 CASES FOR JOINT. STCMB 1.0 2.0EQKS 1.0 LOAD * CREATE 1 SEISMIC LOAD CASE WITH 0.15G RESPONSE FACTOR * WITH 1.0 X AND Y DIRECTION FACTOR AND 0.5 Z DIRECTION FACTOR SPLAPI 0.30 1.0B 1.0B 0.5B CQC PRS END

------------------------------------------------------------------------------------------------------------In SACS Executive, create earthquake run file and run the analysis for earthquake equivalent loads. The generated DYROCI.sta+eqk shall contain 1 standard basic equivalent static load case, and we will use this model file for pushover. Earthquake Using ESL - 1

Collapse options: Member segments 8 will be chosen along with 60 iterations allowed for both load increment and member iterations. Joint flexibility and joint strength will be included; Collapse max. Deflection = 500 cm will be used with .005 strain hardening ratio. One Load sequence AAAA defined for applying dead loads and then earthquake load: Load case DEAD, MASS, will be added in one step; Earthquake load case 1 will be added in 100 steps for load factor of 5.0. Elastic member groups can be defined using GRPELA line for member groups T1, T2, DUM, W01,W02 and W.B. Collapse input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------CLPOPT 60 LDSEQ AAAA GRPELA END

8 60 DEAD 1 DUM W.B W01 W02

JF

JS 1.0MASS

1

0.100.001 0.01 500. .005 1.0 1 100 5.0

------------------------------------------------------------------------------------------------------------3. Create RUN file and run the analysis, using Collapse View to view the result.




5. Create collapse input file CLPINP.CLP




Earthquake Using ESL - 3 Earthquake Using ESL - 3 Earthquake Using ESL - 3


Background Note 1: API RP 2A - 5.1 FATIGUE DESIGN In lieu of detailed fatigue analysis, simplified fatigue analyses, which have been calibrated for the design wave climate, may be applied to tubular joints in template type platforms that: 1. Are in less than 400 feet (122 m) of water. 2. Are constructed of ductile steels. 3. Have redundant structural framing. 4. Have natural periods less than 3 seconds.




A5- Simplified Fatigue Analysis

Background Note 2: Design wave used for simplified fatigue analysis: a. Reference level-wave – compared to our 100 year storm wave; b. No wind, current and gravity loads should be included; c. Tide should be included; d. Wave kinematics factor 0.88 could be used.

Preparation: 1) Under “Training Project”, create “Simplified Fatigue” subdirectory 2) Copy SACINP.DAT model file, SEAINP.DAT Seastate file and PSIINP.DAT soil data from “A1- Dyn Mode Shape\1Static PSI” directory 1. Modifying Seastate input to include reference wave height in 8 directions Except 0 degree wave, delete all other existing load cases and load combinations. Rename 0 degree wave to load case W000; modify the wave kinematic factor to 0.88. Copy load case W000 to generate other 7 direction waves; change the corresponding directions to 000, 045, 090, 135, 180, 225, 270 and 315.

Simplified Fatigue Analysis - 1

Modifying the load case selection to select above 8 wave load cases.




The modified Seastate file shall looks like following: ------------------------------------------------------------------------------------------------------------LDOPT NF+Z1.0280007.849000 -79.50 79.50GLOBMN LCSEL W000 W045 W090 W135 W180 W225 W270 W315 FILE S CENTER CEN1 CDM CDM 2.50 0.600 1.200 0.600 1.200 CDM 250.00 0.600 1.200 0.600 1.200 MGROV MGROV 0.000 60.000 2.500 2.5400-4 1.400 MGROV 60.000 79.500 5.000 2.5400-4 1.400 GRPOV GRPOVAL LG1 F 1.501.501.501.50 GRPOVAL LG2 F 1.501.501.501.50 GRPOVAL LG3 F 1.501.501.501.50 GRPOVAL PL1NN 0.001 0.001 0.001 GRPOVAL PL2NN 0.001 0.001 0.001 GRPOVAL PL3NN 0.001 0.001 0.001 GRPOVAL PL4NN 0.001 0.001 0.001 GRPOV W.BNF 0.001 0.001 0.001 0.001 0.001 LOAD LOADCNW000 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 0.00 D 20.00 18MS10 LOADCNW045 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 45.00 D 20.00 18MS10 LOADCNW090 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 90.00 D 20.00 18MS10 LOADCNW135 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 135.00 D 20.00 18MS10 LOADCNW180 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 180.00 D 20.00 18MS10 LOADCNW225 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 225.00 D 20.00 18MS10 LOADCNW270 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 270.00 D 20.00 18MS10 LOADCNW315 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 315.00 D 20.00 18MS10 END

1

1

1

1

1

1

1

1

-------------------------------------------------------------------------------------------------------------


2. Creating the joint can input file JCNINP.FTG for simplified fatigue analysis




Use Legacy Datagen to generate a joint can input file in MN units. In joint can options, select FTG for joint check option and define minimum gap and maximum gap to 7.5cm and 100cm. In fatigue analysis data line: Input water depth to 79.5m; Z-coordinate for waterline members 2.0m; Design fatigue life 40 years; Select weld classification “RO” for rough to use the allowable fatigue stress curve corresponding to API X’ curve. And select “API” for SCF calculations. Select joint 201L-204L, 301L-304L and 401L-404L for this fatigue analysis. Save the joint can input to JCNINP.FTG. The joint can input file should looks like, ------------------------------------------------------------------------------------------------------------JCNOPT FTG MN 7.5 100.0 C NID M FLUC FATIGUE 79.5 2.0 40 ROUGAPI JSLC 201L202L203L204L301L302L303L304L401L402L403L404L END

PT

PTPT

1.75

Create Linear static analysis with pile soil interaction Run file, select joint can analysis option and run analysis browse for results. How to read the joint can check results for simplified fatigue analysis?



----------------------------------------------------------------------------------------------------------------------------------* * J O I N T C A N S U M M A R Y * * (UNITY CHECK ORDER) **************** ORIGINAL ************* ***************** DESIGN ************** JOINT

DIAMETER (CM)

THICKNESS (CM)

YLD STRS (N/MM2)

UC

DIAMETER (CM)

THICKNESS (CM)

YLD STRS (N/MM2)

UC

404L 107.000 3.500 345.000 0.144 107.000 3.500 345.000 0.144 402L 107.000 3.500 345.000 0.140 107.000 3.500 345.000 0.140 403L 107.000 3.500 345.000 0.131 107.000 3.500 345.000 0.131 401L 107.000 3.500 345.000 0.130 107.000 3.500 345.000 0.130 302L 107.000 3.500 345.000 0.063 107.000 3.500 345.000 0.063 304L 107.000 3.500 345.000 0.060 107.000 3.500 345.000 0.060 303L 107.000 3.500 345.000 0.049 107.000 3.500 345.000 0.049 301L 107.000 3.500 345.000 0.036 107.000 3.500 345.000 0.036 201L 107.000 3.500 345.000 0.034 107.000 3.500 345.000 0.034 203L 107.000 3.500 345.000 0.034 107.000 3.500 345.000 0.034 202L 107.000 3.500 345.000 0.031 107.000 3.500 345.000 0.031 204L 107.000 3.500 345.000 0.018 107.000 3.500 345.000 0.018 ----------------------------------------------------------------------------------------------------------------------------------



Joint Can Summary Report:


A6- Direct Deterministic Wave Fatigue 1. Preparation:




1) Under “Training Project”, create “A6- Direct Deterministic Wave Fatigue” directory 2) Copy SACINP.STA, SEAINP.STA and PSIINP.DAT from “\A5- Simplified Wave Fatigue” to the “Direct Deterministic Wave Fatigue” directory. 2. Keep model file and psi file for static analysis 3. Add fatigue wave load cases to the seastate file Delete the load case selection line and all load cases in seastate file. Add the wave load cases to represent the fatigue environment. The fatigue environment was assumed to be made up of seastates from two directions, 0 and 45 degrees respectively. Four waves from each direction were used to develop the relationship between the cyclic stress and wave height. For each wave, two load cases were created corresponding to the position of maximum and minimum base shear. The wave load cases in seainp file should looks like following: --------------------------------------------------------------------------------------------------------------------------------------------LOAD LOADCN 1 WAVE WAVE1.00AIRY 4.000 79.50 7.50 0.00 D 20.00 18MS10 1 0 LOADCN 2 WAVE WAVE1.00AIRY 4.000 79.50 7.50 0.00 D 20.00 18NS10 1 0 LOADCN 3 WAVE WAVE1.00AIRY 3.000 79.50 6.00 0.00 D 20.00 18MS10 1 0 LOADCN 4 WAVE WAVE1.00AIRY 3.000 79.50 6.00 0.00 D 20.00 18NS10 1 0 LOADCN 5 WAVE WAVE1.00AIRY 2.000 79.50 4.50 0.00 D 20.00 18MS10 1 0 LOADCN 6 WAVE WAVE1.00AIRY 2.000 79.50 4.50 0.00 D 20.00 18NS10 1 0 LOADCN 7 WAVE WAVE1.00AIRY 1.000 79.50 2.50 0.00 D 20.00 18MS10 1 0 LOADCN 8 WAVE WAVE1.00AIRY 1.000 79.50 2.50 0.00 D 20.00 18NS10 1 0 LOADCN 9 WAVE WAVE1.00AIRY 4.000 79.50 7.50 45.00 D 20.00 18MS10 1 0 LOADCN 10 WAVE WAVE1.00AIRY 4.000 79.50 7.50 45.00 D 20.00 18NS10 1 0 LOADCN 11 WAVE WAVE1.00AIRY 3.000 79.50 6.00 45.00 D 20.00 18MS10 1 0

Deterministic Wave Fatigue - 1


LOADCN 12 WAVE WAVE1.00AIRY 3.000 79.50 LOADCN 13 WAVE WAVE1.00AIRY 2.000 79.50 LOADCN 14 WAVE WAVE1.00AIRY 2.000 79.50 LOADCN 15 WAVE WAVE1.00AIRY 1.000 79.50 LOADCN 16 WAVE WAVE1.00AIRY 1.000 79.50

6.00

45.00

D

20.00 18NS10 1 0

4.50

45.00

D

20.00 18MS10 1 0

4.50

45.00

D

20.00 18NS10 1 0

2.50

45.00

D

20.00 18MS10 1 0

2.50

45.00

D

20.00 18NS10 1 0

----------------------------------------------------------------------------------------------------------

4. Create Linear static analysis with pile soil interaction Run file and solve the above 16 load cases

5. Create fatigue input file FTGINP.FTG for this deterministic fatigue analysis For fatigue options, Grouted member effective thickness selected Design life = 20yrs with Life safety factor = 2.0 Fatigue Time Period = 1 year Check “Skip Non-Tubular Elements” and “Skip all Plates”, “Use Load Case Dependent SCF’s” and “Prescribe MIN SCF” Choose WJT curve for S-N Curve and Efthymiou method EFT for SCF calculation For fatigue option 2 line, Check “Member Summ. Rep. (Life Order)” and “SCF Validity Range Check” Select tubular inline check with AWS for inline SCF calculation; Use Effective Thickness for Grout = RMS Input splash zone lower and upper level to -3.0m and 3.0m Add an EFTOPT option to select maximum SCF value when one or more joint geometry exceeded the validity range. Using joint override line JNTOVR to define that joints 402L will be checked using WJ1 curve with weld profiling rather than basic WJT curve. Using group selection line GRPSEL to remove member groups PL1, PL2, PL3, PL4 and W.B from fatigue calculation.


Using joint selection JSLC line to define only joints 201L, 202L, 203L, 204L, 301L, 302L, 303L, 304L, 401L, 402L, 403L and 404L will be included for fatigue damage evaluations.




Using SCF limits line SCFLM to define min. SCF = 1.5.

A FTCASE and FTCOMB input line is specified for each wave and the number of occurrence for each wave during the fatigue time period was specified in each FACASE line. All waves from one direction made up a fatigue case. A dynamic amplification of 1.05 is applied for each wave. The cyclic stress calculation type used MMN. STD = Stresses combined linearly; RMS = Stresses combined with SRSS; MMN = Stressed determined by max/min search on load cases SIN = Stressed calculated assuming sinusoidal variation

Using Joint Extraction Head EXTRAC line to extract all joints with damage level greater than 0.5 for Interactive Fatigue review. Save the file to FTGINP.FTG and the fatigue input file should looks like following -----------------------------------------------------------------------------------------------------------------------------------------------FATIGUE SAMPLE FTOPTG 20. 1.0 2.0 SMWJT SK MNSK LPEFT FTOPT2 PTVC -3.0 3.0AWS TI4 EFTOPT MAX JNTOVR 402L WJ1 GRPSEL RM PL1 PL2 PL3 PL4 W.B JSLC 201L202L203L204L301L302L303L304L401L402L403L404L SCFLM 1.5 FTCASE 1 20000. 1.05 MMN FTCOMB 1 1.0 2 1.0 FTCASE 1 50000. 1.05 MMN FTCOMB 3 1.0 4 1.0 FTCASE 1 100000. 1.05 MMN FTCOMB 5 1.0 6 1.0 FTCASE 1 300000. 1.05 MMN FTCOMB 7 1.0 8 1.0 FTCASE 2 20000. 1.05 MMN FTCOMB 9 1.0 10 1.0 FTCASE 2 50000. 1.05 MMN FTCOMB 11 1.0 12 1.0 FTCASE 2 100000. 1.05 MMN FTCOMB 13 1.0 14 1.0 FTCASE 2 300000. 1.05 MMN FTCOMB 15 1.0 16 1.0 EXTRAC HEAD AE 0.5 EXTRAC HEAD AE 0.5 END

-------------------------------------------------------------------------------------------------------------


6. Create the deterministic fatigue analysis run file in Post Processing and run the analysis. Play with Interactive Fatigue.




What’s load dependent SCF method?


A7- Interpolated Deterministic Wave Fatigue 1. Preparation:




1) Under “Training Project”, create “A7- Interpolated Deterministic Wave Fatigue” directory 2) Copy SACINP.STA, SEAINP.STA and PSIINP.DAT from “\A6- Direct Deterministic Wave Fatigue” to the “Interpolated Deterministic Wave Fatigue” directory. 2. Keep model file and psi file for static analysis 3. Modify fatigue wave load cases in the seastate file Modify the wave load cases to represent the maximum and minimum wave range. The fatigue environment was assumed to be made up of seastates from two directions, 0 and 45 degrees respectively. Two waves from each direction, not necessarily those of the fatigue environment, were used to develop the relationship between the cyclic stress and wave height. For each wave, two load cases were created corresponding to the position of maximum and minimum base shear. The wave load cases in seainp file should looks like following: --------------------------------------------------------------------------------------------------------------------------------------------LOAD LOADCN 1 WAVE WAVE1.00AIRY 7.000 79.50 12.50 0.00 D 20.00 18MS10 1 0 LOADCN 2 WAVE WAVE1.00AIRY 7.000 79.50 12.50 0.00 D 20.00 18NS10 1 0 LOADCN 3 WAVE WAVE1.00AIRY 1.000 79.50 2.50 0.00 D 20.00 18MS10 1 0 LOADCN 4 WAVE WAVE1.00AIRY 1.000 79.50 2.50 0.00 D 20.00 18NS10 1 0 LOADCN 5 WAVE WAVE1.00AIRY 7.000 79.50 12.50 45.00 D 20.00 18MS10 1 0 LOADCN 6 WAVE WAVE1.00AIRY 7.000 79.50 12.50 45.00 D 20.00 18NS10 1 0 LOADCN 7 WAVE WAVE1.00AIRY 1.000 79.50 2.50 45.00 D 20.00 18MS10 1 0 LOADCN 8 WAVE WAVE1.00AIRY 1.000 79.50 2.50 45.00 D 20.00 18NS10 1 0

----------------------------------------------------------------------------------------------------------

Interpolated Deterministic Wave Fatigue - 1

4. Create Linear static analysis with pile soil interaction Run file and solve the above 8 load cases


For fatigue options, Grouted member effective thickness selected Design life = 20yrs with Life safety factor = 2.0 Fatigue Time Period = 1 year Check “Skip Non-Tubular Elements” and “Skip all Plates”, “Use Load Case Dependent SCF’s” and “Prescribe MIN SCF” Choose WJT curve for S-N Curve and Efthymiou method EFT for SCF calculation For fatigue option 2 line, Check “Member Summ. Rep. (Life Order)” and “SCF Validity Range Check” Select tubular inline check with AWS for inline SCF calculation; Use Effective Thickness for Grout = RMS Input splash zone lower and upper level to -3.0m and 3.0m



5. Create fatigue input file FTGINP.FTG for this deterministic fatigue analysis

Using group selection line GRPSEL to remove member groups PL1, PL2, PL3, PL4 and W.B from fatigue calculation.

Add an EFTOPT option to select maximum SCF value when one or more joint geometry exceeded the validity range. Using joint override line JNTOVR to define that joints 402L will be checked using WJ1 curve with weld profiling rather than basic WJT curve.

Using joint selection JSLC line to define only joints 201L, 202L, 203L, 204L, 301L, 302L, 303L, 304L, 401L, 402L, 403L and 404L will be included for fatigue damage evaluations. Using SCF limits line SCFLM to define min. SCF = 1.5.

A FTCASE and FTCOMB input line is specified for each wave. All waves from one direction made up a fatigue case. A dynamic amplification of 1.05 is applied for each wave. The cyclic stress calculation type used MMN. Input a WVFREQ line input to specify the waves that make up the fatigue environment after each fatigue case. Also the fatigue case number, the wave height and the number of occurrences were specified in this line. Using Joint Extraction Head EXTRAC line to extract all joints with damage level greater than 0.5 for Interactive Fatigue review. Save the file to FTGINP.FTG and the fatigue input file should looks like following Interpolated Deterministic Wave Fatigue - 2

-----------------------------------------------------------------------------------------------------------------------------------------------FATIGUE SAMPLE FTOPTG

20.

FTOPT2

PTVC

1.0

2.0

SMWJ1

SK

MNSK -3.0

LPEFT 3.0AWS

TI41.75

EFTOPT MAX JNTOVR 402L WJ1 Class Date: 16-Oct-2014

GRPSEL RM JSLC

201L202L203L204L301L302L303L304L401L402L403L404L

SCFLM

1.5

FTCASE

1

FTCOMB

1

FTCASE

1

FTCOMB WVFREQ

3 1

1.05 MMN 1.0

2

1.05 MMN 1.0

4

2

FTCOMB

5

FTCASE

2

FTCOMB

7

2.50100000.0 1.05 MMN

1.0

6

1.0

1.0

8

1.0

1.05 MMN

WVFREQ

2

EXTRAC

HEAD AE

7.00

1.0

1.50300000.0

FTCASE

1.00

1.0

1.50300000.0

2.50100000.0

3.50 50000.0

4.50 20000.0

5.50 10000.0

4.50 20000.0

5.50 10000.0

1.00 7.00 3.50 50000.0

0.5

END

-------------------------------------------------------------------------------------------------------------



PL1 PL2 PL3 PL4 W.B


6. Create the deterministic fatigue analysis run file in Post Processing and run the analysis. Play with Interactive Fatigue.




What’s load dependent SCF method?





A8- Spectral Wave Fatigue Preparation 1) Under “Training Project”, create “A8- Spectral Wave Fatigue” subdirectory 2) Under “Spectral Wave Fatigue”, Create “1Foundation SE”, “2Modes” and “3Transfer Function”, “4Wave Response” and “5Fatigue” subdirectories. 3) Copy SACINP.STA model file, SEAINP.STA Seastate file and PSIINP.DAT soil data from “\2Spectral Earthquake\1Static SE” directory to “1Foundation SE” directory. 4) Copy SEAINP.DYN from “\2Spectral Earthquake\2Modes” directory to “2Modes” Directory. 1. Creating foundation super element under “1Foundation SE” directory, 1) Modifying Model file SACINP.STA for creating foundation super element suitable for wave response analysis Live weight factor in weight combination MASS shall be modified from 0.75 to 1.0. 2) Modifying Seastate file SEAINP.STA for create foundation super element suitable for wave response analysis Delete load conditions GRVX and GRVY; Add two new load conditions named as X000 and Y090, wave loads will be generated for 1.5 m wave height at 4.42 sec wave period for both 000 and 090 directions respectively. Stream function will be used for calculating wave force in 18 steps; maximum base shear will be selected for critical position. Weight selection lines INCWGT used to select weight groups ANOD and WKWY for possible wave forces. Delete load combination EQKS. Combine load combinations SUPX and SUPY with X000 and Y090 correspondingly. Modify LCSEL line to only include SUPX and SUPY load combinations. Part of Seastate input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------LDOPT NF+Z 1.025 LCSEL SUPX SUPY … LOAD LOADCNDEAD INCWGT ANODWKWY DEAD DEAD -Z LOADCNMASS INCWGT MASS ACCEL LOADCNX000 INCWGT ANODWKWY

7.85

-79.50

79.50

MN

NPNP

K

M

1.0

N CEN1

Spectral Fatigue - 1


0.00

D

0.00

20.0

18MS

0

90.00

D

0.00

20.0

18MS

0

1.0 1.0

------------------------------------------------------------------------------------------------------------3) Keep PSIINP.DAT file the same. 4) Creating run file to generate foundation super element using SUPX and SUPY. Check “Edit Environmental Loading Options” to include the separate Seastate input; In “Edit Foundation Options” > “Foundation” part, select “Override - Create Pilehead SE” for “Foundation Superelement Option” and input SUPX and SUPY to 1st X and 1st Y load cases respectively, “Max load and deflection” will be used for pile head load/deflection option. No “Element Check” and “Postvue” database needed for this analysis. Run the PSI analysis.



WAVE WAVE STRE 1.5 4.42 LOADCNY090 INCWGT ANODWKWY WAVE WAVE STRE 1.5 4.42 LCOMB LCOMB SUPX DEAD 1.0MASS 1.0X000 LCOMB SUPY DEAD 1.0MASS 1.0Y090 END



Seastate basic load case summary report for spectral fatigue: -----------------------------------------------------------------------------------------------------------------------------****** SEASTATE BASIC LOAD CASE SUMMARY ****** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ DEAD LOAD BUOYANCY CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) (KN) (KN) 1 DEAD 0.00 0.00 -9120.43 0.2 6162.6 0.0 14047.88 4927.48 2 MASS 0.00 0.00 -5443.55 -114.0 11467.6 0.0 0.00 0.00 3 X000 32.02 0.00 1.33 0.3 2412.6 -0.4 0.00 0.00 4 Y090 -0.37 67.74 -0.66 -5019.7 -28.5 -82.1 0.00 0.00 -------------------------------------------------------------------------------------------------------------------------------

Seastate combined load case summary report for spectral fatigue: ------------------------------------------------------------------------------------------------------------------------------***** SEASTATE COMBINED LOAD CASE SUMMARY ***** RELATIVE TO MUDLINE ELEVATION LOAD LOAD FX FY FZ MX MY MZ CASE LABEL (KN) (KN) (KN) (KN-M) (KN-M) (KN-M) 5 SUPX 32.02 0.00 -14562.65 -113.4 20062.9 -0.4 6 SUPY -0.37 67.74 -14564.64 -5133.4 17621.8 -82.1 ------------------------------------------------------------------------------------------------------------------------------

Pile head superelement created for joint 101P for spectral fatigue: ------------------------------------------------------------------------------------------------------------------------------

-------------------------------------------------------------------------------------------------------------------------------


2) Mode extraction under “2Modes” directory, Create Dynapac run file “Extract Mode Shapes”

Under “Edit Solve Options”, select “Yes” to “Include Superelement File”; Under “Edit Modal Extraction Options”, input 50 to “Number of Modes” and select “Create added mass of beams”. Create “Postvue” database. Browse in “1Foundation SE” directory for SACINP.STA when prompted for “SACS Model File” and browse in “1Foundation SE” directory for DYNSEF.STA file for Super element file. Run Analysis.

How many modes do we need for a typical detailed spectral fatigue analysis?




Check “Edit Environmental Loading Options” to include the separate Seastate input;



Dynpac weight summary report for spectral fatigue: -----------------------------------------------------------------------------------------------------------------------------************* WEIGHT AND CENTER OF GRAVITY SUMMARY ************* ************ ITEM DESCRIPTION ************

MEMBER ELEMENTS



13554.203

13554.203

13554.203

1.071

0.000

-33.060


8358.882

8271.387

2106.625

1.110

0.000

-54.402


4599.349

4599.349

4599.349

0.615

0.000

-39.497


6084.064

6084.064

6084.064

2.178

0.003

15.697

************ TOTAL ************ 32596.498 32509.003 26344.241 1.223 0.001 -24.630 -------------------------------------------------------------------------------------------------------------------------------

Dynpac first 10 modal periods and frequencies report for spectral fatigue: ------------------------------------------------------------------------------------------------------------------------------SACS IV-FREQUENCIES AND GENERALIZED MASS MODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS) 1

0.350136

1.0112264E+03

2.0661674E-01

2.8560291

2

0.405673

6.7441267E+02

1.5391767E-01

2.4650409

3

0.646639

3.8042883E+02

6.0578189E-02

1.5464576

4

0.715359

1.2079861E+03

4.9498565E-02

1.3979003

5

0.770217

5.6487134E+02

4.2698645E-02

1.2983355

6

0.977191

1.5115776E+03

2.6526587E-02

1.0233415

7

1.374476

6.4614571E+02

1.3408051E-02

0.7275498

8

1.385836

5.4771606E+02

1.3189139E-02

0.7215860

9

1.394523

2.4515479E+02

1.3025333E-02

0.7170910

10 1.616351 1.1154162E+02 9.6954647E-03 0.6186773 ---------------------------------------------------------------------------------------------------------------------------------


3) Sea states selection for creating the transfer functions under “3Transfer Function”, 1) Create Seastate input file SEAINP.000 for Transfer function generation




Copy SEAINP.DYN Seastate file from “2Modes” directory and rename to SEAINP.000. Input DYN analysis option in col.56-58 for generating loading and hydrodynamic modeling for dynamics. Input title line as “000 DIRECTION TRANSFER FUNCTION”. Four load cases 1 through 4 will be added, each load case contain one line of GNTRF transfer function generation line. For fist load case in 000 direction: 6 waves in 18 steps will be generated using wave steepness 0.05; beginning wave period 10 seconds and period step size 1.00 seconds; transfer function loading will be generated for each wave position and AIRY wave theory will be selected. Base shear and overturning moment will be plotted For second load case in 000 direction, 6 waves with starting period = 4.75 secs and period step size = 0.25 secs. For third load case in 000 direction, 11 waves with starting period = 3.40 secs and period step size = 0.10 secs. For fourth load case in 000 direction, 2 waves with starting period = 2.25 secs and period step size = 0.25 secs. Part of Seastate input file defined for 000 direction shall looks like following: ------------------------------------------------------------------------------------------------------------LDOPT NF+Z 1.025 7.85 000 DIRECTION TRANSFER FUNCTION FILE S … LOAD LOADCN 1 GNTRF AL 6 0.05 10.00 1.00 LOADCN 2 GNTRF AL 6 0.05 4.75 0.25 LOADCN 3 GNTRF AL 11 0.05 3.40 0.10 LOADCN 4 GNTRF AL 2 0.05 2.25 0.25 END

-79.50

79.50

MN DYN

NPNP

K

0.00 18AIRYPF 0.00 18AIRYPF 0.00 18AIRYPF 0.00 18AIRYPF

------------------------------------------------------------------------------------------------------------2) Create wave response input file WVRINP.PLT for transfer function plot For Wave Response Options, select “ALL” to Load case selection, choose “Generate Plots”, maximum allowable iterations = -1.


Use Transfer function plot line PLTTF to request Overturning moment and Base shear plot for both period and frequency. 1 to 25 load case selected for transfer function load case TFLCAS.




Damping ratio for spectral fatigue use 2% for all modes. Wave response plot input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------WROPT MNPSL ALL PLTTF TFLCAS 1 25 DAMP 2.0 END

-1 OM BS

PFS

------------------------------------------------------------------------------------------------------------3) Create wave response run file and creating transfer function plot for 000 direction Under “Dynamics”, select “Deterministic Wave/Transfer function Generation”; Check “Edit Environmental Loading Options” to include the separate Seastate input, select SEAINP.000 as input; Under “Edit Dynamic Wave Options”, select “Yes” to “Use Wave Response Input File”; Browse to “1Foundation SE” directory for model data file SACINP.STA, and browse to “2Modes” directory for mode and mass file. Run the analysis and study the generated plots. How many sea states should I choose for the transfer function? Is there any limitation on the sea states for transfer function? 4. Wave response analysis for 000, 045 and 090 directions under “4Wave Response” 1) Create 045 and 090 direction Seastate input file SEAINP.045 and SEAINP.090 Copy SEAINP.000 Seastate file from “3Transder Function” to “4Wave Response” directory. Copy SEAINP.000 Seastate file to SEAINP.045 and SEAINP.090. Modify GNTRF directions to 45.00 for SEAINP.045 and to 90.00 for SEAINP.090. 2) Creating wave response input file WVRINP.EQS for equivalent loads generation


Copy WVRINP.PLT from “3Transder Function” to “4Wave Response” and rename it to WVRINP.EQS, in wave options line, select “ES – Equivalent Static Loads”. Wave response input file for equivalent loads defined shall looks like following:




------------------------------------------------------------------------------------------------------WROPT MNPSL ALL ES PLTTF TFLCAS 1 25 DAMP 2.0 END

-1 OM BS

PFS

------------------------------------------------------------------------------------------------------3) Creating and solving equivalent loads for 000 direction Under “Dynamics”, select “General Wave Response”; Check “Edit Environmental Loading Options” to include the separate Seastate input, select SEAINP.000 as input; Under “Edit Dynamic Wave Options”, select “Yes” to “Use Wave Response Input File”; Check “Edit Solve Options”; Check “Edit Foundation Options”, select “Yes” to “Create Pile Solution File” option; Browse to “1Foundation SE” for model data file SACINP.STA and soil data file PSIINP.DAT; Browse to “2Modes” for mode and mass files; Run Analysis. 4) Use the same procedure as 3) and solving equivalent loads for 045 and 090 directions. Why there are so many warning messages related to Fourier series decompositions? 5. Create fatigue input file FTGINP.FTG for spectral fatigue analysis under “5Fatigue” For fatigue options, Grouted member effective thickness selected Number of Additional post files = 2 Design life = 20 yrs with Life safety factor = 5.0 Fatigue Time Period = 1.0 yrs Check “Skip Non-Tubular Elements”, “Use Load Case Dependent SCF’s”, “Prescribe Max SCF” and “Prescribe MIN SCF” Choose WJT curve for S-N Curve and Efthymiou method EFT for SCF calculation Spectral Fatigue - 8




For fatigue option 2 line, Check “Member Summ. Rep. (Life Order)” and “SCF Validity Range Check” Select tubular inline check with AWS for inline SCF calculation; Use Effective Thickness for Grout = RMS Input splash zone lower and upper level to -3.0m and 3.0m Using joint override lines JNTOVR to define that joints 401L, 402L, 403L and 404L will be checked using WJ1 curve with weld profiling rather than basic WJT curve. Using group selection line GRPSEL to remove member groups PL1, PL2, PL3, PL4 and W.B from fatigue calculation. Using joint selection JSLC line to define only joints 201L, 202L, 203L, 204L, 301L, 302L, 303L, 304L, 401L, 402L, 403L and 404L will be included for fatigue damage evaluations. Using SCF limits line SCFLM to define max. SCF = 6.0 and min. SCF = 1.5. Add a RELIEF to force the program to evaluate the member hot spot stress at the surface of chord. SEAS line will be used to signal the program to read the Seastate input data file to determine the SACS load case to wave period and direction correlation. Input first fatigue load case corresponding to direction 000 Using Spectral Wave Fatigue Case FTLOAD to input Fraction of Design Life = 0.47 for 000 direction; input “SPC” into column 32-34 for spectral fatigue case. Using Scatter Diagram Header SCATD to select Pierson-Moskowitz Spectrum as type of wave spectrum. Using Scatter Diagram Wave height SCWAV to input sea states wave heights and using Scatter Diagram Freq. of Occurrence SCPER line to input Frequency of Occurrence per wave period. Percent occurrence for various wave heights and wave periods for 000 direction:

Dominant Period (SECS) 1.0 – 2.0

Significant Wave Height (M) 0.0 - 0.6

0.6 – 1.4

1.4 – 2.6

0.15

0.10

0.10



2.0 – 4.0

0.10

0.19

0.11

4.0 – 6.0

0.05

0.08

0.05

6.0 – 10.0

0.02

0.03

0.02

Input second fatigue load case corresponding to direction 045 Using Spectral Wave Fatigue Case FTLOAD to input Fraction of Design Life = 0.2 for 045 direction; input “SPC” into column 32-34 for spectral fatigue case. Percent occurrence for various wave heights and wave periods for 045 direction:

Dominant Period (SECS)


0.6 – 1.4

1.4 – 2.6

1.0 – 2.0

0.10

0.13

0.08

2.0 – 4.0

0.15

0.13

0.10

4.0 – 6.0

0.08

0.08

0.07

6.0 – 10.0

0.03

0.02

0.03

Input third fatigue load case corresponding to direction 090 Using Spectral Wave Fatigue Case FTLOAD to input Fraction of Design Life = 0.33 for 090 direction; input “SPC” into column 32-34 for spectral fatigue case. Percent occurrence for various wave heights and wave periods for 090 direction:

Dominant Period (SECS)


0.6 – 1.4

1.4 – 2.6

1.0 – 2.0

0.13

0.10

0.08

2.0 – 4.0

0.13

0.15

0.10



4.0 – 6.0

0.06

0.09

0.08

6.0 – 10.0

0.03

0.03

0.02

Using Joint Extraction Head EXTRAC line to extract all joints with damage level greater than 0.5 for Interactive Fatigue review. Fatigue input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------FATGIUE INPUT FTOPT 2 20. 1.0 2. SMAPP MXMNSK FTOPT2 PTVC JNTOVR 401L API JNTOVR 402L API JNTOVR 403L API JNTOVR 404L API GRPSEL RM PL1 PL2 PL3 PL4 W.B JSLC 201L202L203L204L301L302L303L304L401L402L403L404L SCFLM 6.0 1.5 SCFSEL MSH RELIEF SEAS FTLOAD 1 .47 1.0 SPC 0.00 SCATD D 1.0 1.0 PM SCWAV 0.30 1.0 2.0 SCPER 1.5 .15 .1 .1 SCPER 3.0 .1 .19 .11 SCPER 5.0 .05 .08 .05 SCPER 8.0 .02 .03 .02 FTLOAD 2 .20 1.0 SPC 45.0 SCATD D 1.0 1.0 PM SCWAV 0.30 1.0 2.0 SCPER 1.5 .10 .13 .08 SCPER 3.0 .15 .13 .10 SCPER 5.0 .08 .08 .07 SCPER 8.0 .03 .02 .03 FTLOAD 3 .33 1.0 SPC 90.0 SCATD D 1.0 1.0 PM SCWAV 0.30 1.0 2.0 SCPER 1.5 .13 .10 .08 SCPER 3.0 .13 .15 .10 SCPER 5.0 .06 .09 .08 SCPER 8.0 .03 .03 .02 EXTRAC HEAD AE 0.5 END

LPEFT

------------------------------------------------------------------------------------------------------------Create fatigue run file and run the analysis. Browse for results and using interactive fatigue to review critical joints. How to choose fatigue safety factors?


If my wave period is not dominant wave period, such as significant wave period or zerocrossing wave period, how should I do?

How to calculate fatigue lives other than main structures, such as pump casings and riser support?




My sea states scatter diagram has no sense of direction (eg. I have only one table), how should I perform the detailed fatigue analysis?


-----------------------------------------------------------------------------------------------------------------------------------




Portion of spectral fatigue analysis report for joint 401L and 403L:

-------------------------------------------------------------------------------------------------------------------------------------


6. Foundation pile fatigue analysis under “5Fatigue” directory




Copy FTGINP.FTG to FTGINP.PIL, delete unrelated lines for pile fatigue analysis. JNTOVR, GRPSEL, JSLC, RELIEF and EXTRAC line(s) will be deleted. Modify fatigue option line 2 and delete splash zone elevations. Modifying SCF limits line, Max. SCF =1.5 and Min. SCF = 1.0. Pile Fatigue input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------FOUNDATION PILE FATIGUE FTOPTG2 20. 1.0 FTOPT2 PTVC SCFLM 1.5 1.0 SEAS FTLOAD 1 .47 1.0 SCATD D 1.0 1.0 SCWAV 0.30 1.0 .15 .1 SCPER 1.5 .1 .19 SCPER 3.0 .05 .08 SCPER 5.0 SCPER 8.0 .02 .03 FTLOAD 2 .20 1.0 SCATD D 1.0 1.0 SCWAV 0.30 1.0 .10 .13 SCPER 1.5 SCPER 3.0 .15 .13 .08 .08 SCPER 5.0 SCPER 8.0 .03 .02 FTLOAD 3 .33 1.0 SCATD D 1.0 1.0 SCWAV 0.30 1.0 SCPER 1.5 .13 .10 SCPER 3.0 .13 .15 SCPER 5.0 .06 .09 SCPER 8.0 .03 .03

INPUT 5. SMWJT

MXMNSK

LPEFT AWS

SPC PM

0.00

SPC PM

45.0

SPC PM

90.0

TI4

2.0 .1 .11 .05 .02

2.0 .08 .10 .07 .03

2.0 .08 .10 .08 .02

------------------------------------------------------------------------------------------------------------Create fatigue run file and run the analysis. Browse for results. In the pile fatigue results, you can see joints and members, how to tell which joint and member segments corresponding to which Pile? What if I want to calculate specific location of pile?



Portion of spectral fatigue analysis report for pile: ----------------------------------------------------------------------------------------------------------------------------------* * * M E M B E R F A T I G U E R E P O R T * * * (DAMAGE ORDER)

JOINT

1

MEMBER GRUP TYPE ID ID

1-

2 PL1

TUB

ORIGINAL OD WT (CM) (CM)

106.68

2.500

JNT MEM TYP TYP

CHORD LEN. (M )

GAP * STRESS CONC. FACTORS * (CM) AX-CR AX-SD IN-PL OU-PL

1.50

1.50

1.50

1.50

FATIGUE RESULTS DAMAGE LOC SVC LIFE

6.258759

T

REQUIRED OD WT (CM) (CM)

3.195521

---------------------------------------------------------------------------------------------------------------------------------401

401- 402 PL1

TUB

106.68

2.500

1.50

1.50

1.50

1.50

6.146022

B

3.254138

---------------------------------------------------------------------------------------------------------------------------------601

601- 602 PL2

TUB

106.68

2.500

1.50

1.50

1.50

1.50

5.481779

T

3.648451

---------------------------------------------------------------------------------------------------------------------------------201

201- 202 PL2

TUB

106.68

2.500

1.50

1.50

1.50

1.50

5.416821

B

3.692203

---------------------------------------------------------------------------------------------------------------------------------26

25-

26 PL1

TUB

106.68

2.500

1.50

1.50

1.50

1.50

.5526790

B

36.18737

26

26-

27 PL1

TUB

106.68

1.500

1.50

1.50

1.50

1.50

3.338304

B

5.991067

---------------------------------------------------------------------------------------------------------------------------------426

425- 426 PL1

TUB

106.68

2.500

1.50

1.50

1.50

1.50

.5444597

T

36.73367

426

426- 427 PL1

TUB

106.68

1.500

1.50

1.50

1.50

1.50

3.293540

T

6.072494

---------------------------------------------------------------------------------------------------------------------------------626

625- 626 PL2

TUB

106.68

2.500

1.50

1.50

1.50

1.50

.4788853

B

41.76365

626

626- 627 PL2

TUB

106.68

1.500

1.50

1.50

1.50

1.50

2.936601

B

6.810595

---------------------------------------------------------------------------------------------------------------------------------226 225- 226 PL2 TUB 106.68 2.500 1.50 1.50 1.50 1.50 .4767633 T 41.94954 ----------------------------------------------------------------------------------------------------------------------------------


A9 - Deterministic Wave Response 

SINGLE DEGREE OF FREEDOM STUDY


Prior to the performance of detailed dynamic analysis, a single degree of freedom (SDOF) study is conducted to initially evaluate the dynamic amplification. During the SDOF study, the platform was assumed to be a simple mass/spring/damper system. The DAF of a SDOF system under the influence of a sinusoidal (monotonic) forcing function is given by the following formula:

DAF =

1

(1 − Ω ) + (2 ⋅ ζ ⋅ Ω) 2 2

, 2



Where,

Ω=

Tn T

Tn = Natural period of the platform

T = Period of the applied wave

ζ = damping ratio.



Deterministic wave response Using SACS Preparation 1) Under “Training Project”, create “A9- Deterministic Wave Response” subdirectory 2) Under “Deterministic Wave Response”, Create “1Foundation SE”, “2Modes” and “3Wave Response”; 3) Copy SACINP.STA model file, SEAINP.STA Seastate file and PSIINP.DAT soil data from “\Spectral Wave Fatigue\1Foundation SE” directory to “1Foundation SE” directory. 4) Copy SEAINP.DYN from “\Spectral Wave Fatigue\2Modes” directory to “2Modes” Directory.

1. Creating foundation super element under “1Foundation SE” directory, Modify Seastate file SEAINP.STA to change wave height to 12.19 meters and wave period to 15.0 seconds in load cases X000 and Y090. Current also added for 0.514 m/s at bottom and 1.801 m/s at still water level. Creating run file to generate foundation super element using SUPX and SUPY. Check “Edit Environmental Loading Options” to include the separate Seastate input;

Deterministic Wave Response - 1

In “Edit Foundation Options” > “Foundation” part, select “Override - Create Pilehead SE” for “Foundation Superelement Option” and input SUPX and SUPY to 1st X and 1st Y load cases respectively, “Max load and deflection” will be used for pile head load/deflection option.




No “Element Check” and “Postvue” database needed for this analysis. Run the PSI analysis. 2. Mode extraction under “2Modes” directory, Create Dynapac run file “Extract Mode Shapes” Check “Edit Environmental Loading Options” to include the separate Seastate input; Under “Edit Solve Options”, select “Yes” to “Include Superelement File”; Under “Edit Modal Extraction Options”, input 50 to “Number of Modes” and select “Create added mass of beams”. Create “Postvue” database. Browse in “1Foundation SE” directory for SACINP.STA when prompted for “SACS Model File” and browse in “1Foundation SE” directory for DYNSEF.STA file for Super element file. Run Analysis and get the mode and mass files.

3. Create a Seastate file for deterministic wave analysis under“3Wave Response” directory Copy SEAINP.DYN Seastate file from “2Modes” directory and rename to SEAINP.dat Input DYN analysis option in col.56-58 for generating loading and hydrodynamic modeling for dynamics. Modify the load file option to seastate only. Add three STORM waves from 0, 45 and 90 degrees for extreme wave response analysis. These waves have 12.19 meter wave height with 15.0 seconds period; STRE wave theory selected with 18 steps for maximum base shear.





The Seastate input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------LDOPT NF+Z1.0280007.849000 -79.50 79.50GLOBMN DYN FILE S CENTER CEN1 CDM CDM 2.50 0.600 1.200 0.600 1.200 CDM 250.00 0.600 1.200 0.600 1.200 MGROV MGROV 0.000 60.000 2.500 2.5420-4 1.400 MGROV 60.000 79.500 5.000 2.5420-4 1.400 GRPOV GRPOVAL LG1 F 1.501.501.501.50 GRPOVAL LG2 F 1.501.501.501.50 GRPOVAL LG3 F 1.501.501.501.50 GRPOVAL PL1NN 0.001 0.001 0.001 GRPOVAL PL2NN 0.001 0.001 0.001 GRPOVAL PL3NN 0.001 0.001 0.001 GRPOVAL PL4NN 0.001 0.001 0.001 GRPOV W.BNF 0.001 0.001 0.001 0.001 0.001 LOAD LOADCNP000 INCWGT ANODWKWY WAVE WAVE1.00STRE 12.19 15.00 0.00 D 0.00 20.0 18MS LOADCNP045 INCWGT ANODWKWY WAVE WAVE1.00STRE 12.19 15.00 45.0 D 0.00 20.0 18MS LOADCNP090 INCWGT ANODWKWY WAVE WAVE1.00STRE 12.19 15.00 90.0 D 0.00 20.0 18MS END

0

0

0

-------------------------------------------------------------------------------------------------------------


4. Create wave response input file WVRINP.dat for deterministic wave response analysis under “3Wave Response” directory




For Wave Response Options, select “MAXS” to Load case selection, choose “ES” for equivalent static loads, maximum allowable iterations = -1. Choose 50 modes for this deterministic wave analysis. Use 3% damping ratio for all modes for this wave response analysis. Wave response input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------WROPT DAMP END

MN

MAXSES 3.0

50

-1

-------------------------------------------------------------------------------------------------------------

5. Create deterministic wave response run and run the analysis Under “Dynamics”, select “Extreme Wave”; Check “Edit Environmental Loading Options” to include the separate Seastate input, select SEAINP.dat as input; Under “Edit Dynamic Wave Options”, select “Yes” to “Use Wave Response Input File”; Browse to “1Foundation SE” directory for model data file SACINP.STA, and browse to “2Modes” directory for mode and mass file. Run How to extract the DAF from the deterministic wave analysis results? How to check members and joint UC considering wave dynamic effects?





Deterministic Wave response analysis results


A10 - Random Wave Response




Preparation 1) Under “Training Project”, create “A10- Random Wave Response” subdirectory 2) Under “Random Wave Response”, Create “1Foundation SE”, “2Mode Shape” and “3RandomWave”; 3) Copy SACINP.STA model file, SEAINP.STA Seastate file and PSIINP.DAT soil data from “\Deterministic Wave Response\1Foundation SE” directory to “1Foundation SE” directory. 4) Copy SEAINP.DYN from “\Deterministic Wave Response \2Mode Shape” directory to “2\Mode Shape” directory

1. Creating foundation super element under “1Foundation SE” directory, Modify Seastate file SEAINP.STA to change wave height to 4.5 meters and wave period to 7.4 seconds in load cases X000 and Y090. Current also added for 0.3 m/s at bottom and 0.75 m/s at still water level. Creating run file to generate foundation super element using SUPX and SUPY. Check “Edit Environmental Loading Options” to include the separate Seastate input; In “Edit Foundation Options” > “Foundation” part, select “Override - Create Pilehead SE” for “Foundation Superelement Option” and input SUPX and SUPY to 1st X and 1st Y load cases respectively, “Max load and deflection” will be used for pile head load/deflection option. No “Element Check” and “Postvue” database needed for this analysis. Run the PSI analysis.

Random Wave Response - 1

2. Mode extraction under “2Modes” directory, Create Dynapac run file “Extract Mode Shapes”




Check “Edit Environmental Loading Options” to include the separate Seastate input; Under “Edit Solve Options”, select “Yes” to “Include Superelement File”; Under “Edit Modal Extraction Options”, input 50 to “Number of Modes” and select “Create added mass of beams”. Create “Postvue” database. Browse in “1Foundation SE” directory for SACINP.STA when prompted for “SACS Model File” and browse in “1Foundation SE” directory for DYNSEF.STA file for Super element file. Run Analysis. 3. Create a Seastate input file under “3RandomWave” for random wave analysis under “3RandomWave” directory Copy SEAINP.DYN Seastate file from “2Modes” directory and rename to SEAINP.dat Input DYN analysis option in col.56-58 for generating loading and hydrodynamic modeling for dynamics. Added a load case 1 with a reference wave to wet the structure for this random analysis. Add a wave load line to define 4.5 meter wave height with 7.5 seconds period; STRE wave theory selected with 18 steps for maximum base shear; wave direction 0.00; Current also added for 0.3 m/s at bottom and 0.75 m/s at still water level. The Seastate input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------LDOPT NF+Z1.0280007.849000 FILE S CENTER CEN1 CDM CDM 2.50 0.600 1.200 CDM 250.00 0.600 1.200 MGROV MGROV 0.000 60.000 2.500 MGROV 60.000 79.500 5.000 GRPOV GRPOVAL LG1 F GRPOVAL LG2 F

-79.50

79.50GLOBMN DYN

0.600 0.600 2.5420-4 2.5420-4

1.200 1.200 1.400 1.400 1.501.501.501.50 1.501.501.501.50



GRPOVAL LG3 F GRPOVAL PL1NN GRPOVAL PL2NN GRPOVAL PL3NN GRPOVAL PL4NN GRPOV W.BNF 0.001 0.001 LOAD LOADCN 1 WAVE WAVE1.00STRE 4.5 7.40 CURR CURR 0.000 0.300 0.000 CURR 79.500 0.750 0.000 END

1.501.501.501.50 0.001 0.001 0.001 0.001 0.001

0.001 0.001 0.001 0.001 0.001

0.001 0.001 0.001 0.001 0.001

0.00

D

20.00

18MS10 1

7

LN

------------------------------------------------------------------------------------------------------------4. Create wave response input file WVRINP.dat for this random wave response analysis under “3RandomWave” directory For Wave Response Options, select “MAXS” to Load case selection, choose “Generate Plots” and “ES” for equivalent static loads, maximum allowable iterations = 10. Choose “RW” for this random wave analysis Use plot selection line PSEL to request Surface Profile, Overturning moment and Base Shear plot for both plot and save to the data file. Use 2% damping ratio for all modes for this random wave response analysis. A wave time and position line WAVTIM be added to ask analysis time increment = 0.5 seconds in 000 direction; 50 maximum Fourier wave component will be used; A wave Spectral Density line WSPEC be added to define PM spectral will be used for 2.6 meter significant wave height and 6.0 wave period; simulation time = 3600 seconds per seeds. Random seeds line RNSEED be added to define pre-selected 8 seeds, 45, 647, 323, 875, 23, 97, 365 and 547. Current also added for 0.3 m/s at bottom and 0.75 m/s at still water level with header line. Wave response input file defined shall looks like following: ------------------------------------------------------------------------------------------------------------WROPT MNPSL MAXSES PSEL SPB OMBBSB DAMP 2.0 WAVTIM +Z 79.5 -79.5 0.00 WSPEC PM 2.6 6.0 1.0 RNSEED 45 647 323 875 23 97 CURR 0.000 0.300 0.000 CURR 79.500 0.750 0.000 END

50

10

RW 27.9421.59 .254

0.5

50 1.0ST 3600.

1.0

365 547 LN

-------------------------------------------------------------------------------------------------------------


5. Create random wave response run file and run the analysis

Check “Edit Environmental Loading Options” to include the separate Seastate input, select SEAINP.dat as input; Under “Edit Dynamic Wave Options”, select “Yes” to “Use Wave Response Input File”; Browse to “1Foundation SE” directory for model data file SACINP.STA, and browse to “2Modes” directory for mode and mass file. Run the analysis and study the generated plots. How to extract the DAF from the random wave analysis results? How many seeds do we need for a typical random wave analysis? How to choose?




Under “Dynamics”, select “Random Wave”;





A11 – Static Ship Impact Analysis Overview This document will provide an introduction to a procedure that can be used to perform a static ship impact analysis using SACS Collapse. The procedure utilizes some automated energy calculations that are performed by SACS Collapse for both impact and ship indentation energy. The objective of the analysis is to determine the survivability of an offshore structure that is subjected to a ship impact event. For this analysis, dynamic inertial loads due to ship impact are not taken into account. Preparation 1) Under “Training Project”, create “A11- Ship Impact Analysis” subdirectory 2) Copy SACINP.sta model file, SEAINP.sta Seastate file, PSIINP.STA soil data from “A1-Dyn mode\Foundation” directory to “A11- Static Ship Impact Analysis” directory. 1. Modifying model file for ship impact analysis, Using Precede program, divide leg member 301L-401L at elevation Z = -10.0m. Joint name = “IMPJ”. The new joint ‘IMPJ’, is the point at which the ship impact is to take place. Modifying member groups properties and Ky and Kz values for the two new divided members. Add load case SHIM to add joint load Fx=1500kN to joint IMPJ. The 1500 kN load has been selected to be sufficient to cause an indentation in the cross brace that is of a magnitude that can challenge the elastic range of certain structural members. During the analysis, the Collapse program determines how much of the 1500 kN load is required to convert the kinetic energy of ship into ship deformation energy and structural deformation energy. For reasons of simplicity, all pile members are assumed to be fixed at the pilehead, no pilesoil interaction is considered. 2. Modifying Seastate file for ship impact analysis, Change loading option on FILE line to “B” to use loads both from model and Seastate. Delete load case selection line LCSEL and environmental load case 1 and 2. Also delete load combination lines. 3. Create a collapse input file for ship impact analysis, The analysis procedure uses Collapse in order to progressively load the structure. The objective is to determine the indentation for which the total deformation energy exceeds the kinetic energy of the ship taken at the time of its impact with the structure. For the purpose of this analysis, the total deformation energy is the sum of the ship’s deformation (or indentation) energy and the structural deformation energy.




Collapse options: Member segments 8 will be chosen along with 60 iterations allowed for both load increment and member iterations. Joint flexibility and joint strength will be included; Collapse max. Deflection = 500 cm will be used with .005 strain hardening ratio. One Load sequence AAAA defined for applying dead loads and environmental load: Load case DEAD and MASS will be added in one step; Ship impact load SHIM will be added in 100 steps for load factor of 3.0. Elastic member groups can be defined using GRPELA line for member groups W01, W02, and W.B. Add an IMPACT line to define the impact joint as IMPJ and load case SHIM. Also specify the ship force-indentation curve to be MAR1. The IMPACT line makes use of the ENERGY and SHPIND lines, both of which are described below. Add an ENERGY line to define ship mass = 1000 tonnes, added mass coefficient =1.0 and ship speed= 0.50 m/sec. Also add the ship indentation option of using a SHPIND line, which allows the ship’s force vs. indentation profile to be specified, so that the energy absorbed by the ship may be calculated. The collapse input file should looks like following, -----------------------------------------------------------------------------------------------------------CLPOPT 60 8 60 LDSEQ AAAA DEAD 1 GRPELA W01 W02 W.B IMPACT SHIM IMPJ MAR1 ENERGY 1000.0 1.0 0.50 SHPIND MAR1 1.0 1.0 2.0 END

JF

2.0

JS 1.0MASS

3.0

1

3.0

0.100.001 0.01 500. .005 1.0SHIM 100 1.0

4.0

4.0

-------------------------------------------------------------------------------------------------------------

Create collapse analysis run and run the analysis. Browse for results. During the progressive loading of the structure, Collapse monitors the work done by the Xdirection load that is represented by the ‘SHIM’ load condition. Once the sum of the work done on the structure and the ship indentation energy exceeds a magnitude equal to the ship’s kinetic energy at impact, Collapse automatically stops the progressive loading and then commences to unload the structure by reversing the ‘SHIM’ load condition. Once the total applied load is zero, the permanent deformation can be inspected.




Analysis Results

A12 – Dynamic Ship Impact Analysis




Overview The Dynamic Response module can predict the response of structure resulting from an impact from a vessel. SACS will perform a dynamic ship impact analysis based on user supplied vessel parameters, the structure dynamic response with impact force and inertia force at all selected time points will be calculated. These forces at all time point will be converted to different load cases for subsequent linear elastic or non-linear collapse analysis.

Preparation 1) Under “Training Project”, create “A12-Dynamic Ship Impact Analysis” Subdirectory, then create “1Mode”, “2EQV Static” and “3Dynamic ship impact” subdirectories in current folder. 2) Copy SACINP.sta model file and seainp.sta seastate file from “A11- Static Ship Impact” directory to “A12- Dyn Ship Impact Analysis\1Mode” directory, rename file ID to dyn. 1. Modifying model file for Dynamic ship impact analysis, Delete load case Ship impact load case SHIM in sacinp model file. 2. Modifying Seastate file for ship impact analysis, Change loading option on FILE line to “B” to use loads both from model and Seastate. Delete all load cases in seastate file. 3.

Perform a Dynamic mode analysis to extract structure mode shapes Create Dynapac run file “Extract Mode Shapes” Check “Edit Environmental Loading Options” to include the separate Seastate input; Under “Edit Modal Extraction Options”, input 40 to “Number of Modes” and select “Create added mass of beams”. Create “Postvue” database. Run Analysis.

4. Create a basic static analysis to solve equivalent distributed dead and mass load Copy model file “sacinp.dyn” and seastate file “seainp.dyn” from “1/Mode” folder to “2/Static” directory. Rename the file ID to sta. Open Seastate file in datagen, add load case DEAD to include both structure dead load and deck MASS weight.

Create a static analysis to solve the distributed DEAD load on all members. You can find the distributed load information in static load output file “seaoci”.




Copy the seaoci file to “3\Dynamic ship impact” folder and rename it as “sacinp.imp”.

5. Create a dynamic response input file Dyrinp.imp under “3Dynamic ship impact” First input a “DROPT” line to define dynamic response analysis option. Choose analysis option to be dynamic ship impact analysis and number of modes to be analysis is 40. Define a global structure damping to be 5%. Input a “load” headline and then insert a ship impact option card. In the “SHIP” card, we define a ship weight of 1000 tonne with 1.5m/s initial velocity. The ship travel direction is 0 degree and the distance between structure and vessel before impact is 1.0m. The impact joint is “IMPJ”. A “THLOAD” card is added to define time history force option. Define the time jistory source to be dynamic ship impact analysis. The damping type is set to be structure damping only. Specify the output option to print base shear and overturning moments versus time plot. Choose load case option to be “CLP” to create loads and input files for collapse. Add a joint selection line to request results report for joint “IMPJ” and “701L”. Add a “TIME” card to define start time and end time for analysis. Output time interval is set to be 0.02s. The dynamic response file should looks like following: ------------------------------------------------------------------------------------------------------------DROPT SHIP 40EC+Z -79.5 SDAMP 5.0 LOAD SHIP 1000. 1.5 0.0 1.0 IMPJ THLOAD SHIP SDO PLTPLMPLSPRTALLMXSCLPJPD JTNUM IMPJ701L TIME 5.00000 0.0200 1.0E-9 1.0000 END

------------------------------------------------------------------------------------------------------------5. Create a collapse input file for analysis under “3Dynamic ship impact” First input a “CLPOPT” line to define general collapse response analysis option. Member segments 8 will be chosen along with 60 iterations allowed for both load increment and member iterations. Joint flexibility and joint strength will be included; Collapse max. Deflection = 500 cm will be used with .005 strain hardening ratio. Input a collapse analysis report selection option line. Select to report joint deflection and reaction, and also choose to print member stress.

Elastic member groups can be defined using GRPELA line for member groups W01, W02, and W.B. Input a loading sequence input option using “LDAPL” line. Load sequence “AAAA” include load case DEAD with number of increments to be 1, loading factor from 0 to 1.0.

The collapse analysis file should looks like following: ------------------------------------------------------------------------------------------------------------CLPOPT 20 8 20 CN CLPRPT P0R0M0MP GRPELA W01 W02 W.B LDAPL AAAA DEAD 1 LDAPC

0.1 0.001 0.01

0.002

1.0

------------------------------------------------------------------------------------------------------------6. Create a Dynamic ship impact analysis Run the dynamic ship impact analysis using the model file “sacinp.imp”, dynamic response input file “dyrinp.imp”, collapse input file “clpinp.imp”, and dyn mode/mass file. The dynamic response analysis calculated the structure response for each time history point. You can check the force response plots for detail results.




Then input a blank “LDAPC” line to account for dynamic ship impact load cases.

Global Base shear versus time plot



Ship Impact force plot

Ship and joint displacement plot





SACS Modeling Advanced1

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