SACS Modeling Advanced1

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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

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SACS Modeling Advanced 2 Mar-13

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Dyn Mode Shape - 1 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

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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

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Dyn Mode Shape - 3 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

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2. Mode extraction under “2Modes” directory,

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.

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.

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Dyn Mode Shape - 5 Dynpac weight summary report for spectral earthquake:

---

************* WEIGHT AND CENTER OF GRAVITY SUMMARY *************

************ ITEM DESCRIPTION ************ ************** WEIGHT ************** ******** CENTER OF GRAVITY ********

X Y Z X Y Z

KN KN KN M M M

MEMBER ELEMENTS 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

MODE FREQ.(CPS) GEN. MASS EIGENVALUE PERIOD(SECS)

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

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Spectral Earthquake - 1 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 and2 with new created load case GRVX and GRVY.

EQKS = DEAD + MASS

SUPX = DEAD + MASS + GRVX SUPY = DEAD + MASS + GRVY

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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 N CEN1 LOADCNGRVX INCWGT MASSANODWKWY ACCEL 0.08 CEN1 LOADCNGRVY INCWGT MASSANODWKWY ACCEL 0.08 CEN1 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

--- 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.

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Spectral Earthquake - 3 Seastate basic load case summary report for spectral earthquake:

---

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:

---

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 -13945.23 -113.7 -89375.9 9.1 7 SUPY 0.00 -1876.83 -13945.23 105787.5 16525.3 -2282.7 --- Pile head super element created for joint 101P for spectral earthquake:

---

*** PILEHEAD STIFFNESS FOR JOINT 101P *** UNITS - (KN,M)

FOR SUPERELEMENT NO. 1

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

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”;

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.

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Spectral Earthquake - 5 Dynpac weight summary report for spectral earthquake:

---

X Y Z X Y Z

KN KN KN M M M

MEMBER ELEMENTS 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 31890.256 25725.493 1.207 0.001 -25.718

---

Dynpac first 10 modal periods and frequencies report for spectral earthquake:

---

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 ---

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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.

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Spectral Earthquake - 7 Post input file defined shall looks like following:

--- EARTHQUAKE POST CODE CHECK

OPTION MN UCJO 1 1 DC C PTPT PTPTPT LCSEL IN 1 2 AMOD 1 1.7 2 1.7 UCPART 0.5 0.5 1.0 1.0300.0 END --- 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 5.0 C NID M FLMX 0.5 PTPT S 1.75

LCSEL IN 3 4

AMOD

AMOD 3 1.7 4 1.7

END

--- 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.

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Spectral Earthquake - 9

Spectral earthquake load summary report for spectral earthquake,

---

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

---

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Spectral Earthquake – 8 Spectral Earthquake -

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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 1.0GRVX 1.0

LCOMB SUPY DEAD 1.0MASS 1.0GRVY 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.

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Earthquake Using ESL - 2

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

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

* TOGETHER WITH EQKLOD LINE 40 CASES FOR ELEMENT AND 40 CASES FOR JOINT.

STCMB 1.0 2.0EQKS 1.0

LOAD

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”;

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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 PTPT PTPTPT LCSEL IN 41 42 43 44 45 46 47 48 49 50 51 52 LCSEL IN 53 54 55 56 57 58 59 60 61 62 63 64 LCSEL IN 65 66 67 68 69 70 71 72 73 74 75 76 LCSEL IN 77 78 79 80 AMOD AMOD 41 1.7 42 1.7 43 1.7 44 1.7 45 1.7 46 1.7 47 1.7 AMOD 48 1.7 49 1.7 50 1.7 51 1.7 52 1.7 53 1.7 54 1.7 AMOD 55 1.7 56 1.7 57 1.7 58 1.7 59 1.7 60 1.7 61 1.7 AMOD 62 1.7 63 1.7 64 1.7 65 1.7 66 1.7 67 1.7 68 1.7 AMOD 69 1.7 70 1.7 71 1.7 72 1.7 73 1.7 74 1.7 75 1.7 AMOD 76 1.7 77 1.7 78 1.7 79 1.7 80 1.7 UCPART 0.5 0.5 1.0 1.0300.0 END --- 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

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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.

Joint Can input file defined shall looks like following:

---

JCNOPT EQK MN 5.0 C NID M FLMX 0.5 PTPT 1.75

LCSEL IN 81 82 83 84 85 86 87 88 89 90 91 92 LCSEL IN 93 94 95 96 97 98 99 100 101 102 1 03 104 LCSEL IN 105 106 107 108 109 110 111 112 113 114 1 15 116 LCSEL IN 117 118 119 120 AMOD AMOD 81 1.7 82 1.7 83 1.7 84 1.7 85 1.7 86 1.7 87 1.7 AMOD 88 1.7 89 1.7 90 1.7 91 1.7 92 1.7 93 1.7 94 1.7 AMOD 95 1.7 96 1.7 97 1.7 98 1.7 99 1.7 100 1.7 101 1.7 AMOD 102 1.7 103 1.7 104 1.7 105 1.7 106 1.7 107 1.7 108 1.7 AMOD 109 1.7 110 1.7 111 1.7 112 1.7 113 1.7 114 1.7 115 1.7 AMOD 116 1.7 117 1.7 118 1.7 119 1.7 120 1.7 END --- 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?

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Spectral earthquake load summary report for spectral earthquake,

---

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:

---

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Earthquake Using ESL - 6 Joint Can summary report for spectral earthquake:

---

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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

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

* TOGETHER WITH EQKLOD LINE 40 CASES FOR ELEMENT AND 40 CASES FOR JOINT.

STCMB 1.0 2.0EQKS 1.0

LOAD

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.

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5. Create collapse input file CLPINP.CLP 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 8 60 JF JS 0.100.001 0.01 500. .005

LDSEQ AAAA DEAD 1 1.0MASS 1 1.0 1 100 5.0

GRPELA DUM W.B W01 W02 END

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

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Earthquake Using ESL - 3 Earthquake Using ESL - 3

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Simplified Fatigue Analysis - 1 A5- Simplified Fatigue Analysis

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.

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.

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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 1 LOADCNW045 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 45.00 D 20.00 18MS10 1 LOADCNW090 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 90.00 D 20.00 18MS10 1 LOADCNW135 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 135.00 D 20.00 18MS10 1 LOADCNW180 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 180.00 D 20.00 18MS10 1 LOADCNW225 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 225.00 D 20.00 18MS10 1 LOADCNW270 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 270.00 D 20.00 18MS10 1 LOADCNW315 INCWGT ANODWKWY WAVE WAVE0.88STRE 6.10 12.00 315.00 D 20.00 18MS10 1 END ---

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Simplified Fatigue Analysis - 3 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 PT PTPT 1.75

FATIGUE 79.5 2.0 40 ROUGAPI

JSLC 201L202L203L204L301L302L303L304L401L402L403L404L END

Create Linear static analysis with pile soil interaction Run file, select joint can analysis option and run analysis browse for results.

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Joint Can Summary Report:

---

* * 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 ---

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Deterministic Wave Fatigue - 1 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

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FOR REVIEW ONLY - Not intended for use in training. Company: Lonadek Oil and Gas Consultants Class Date: 16-Oct-2014 LOADCN 12 WAVE WAVE1.00AIRY 3.000 79.50 6.00 45.00 D 20.00 18NS10 1 0 LOADCN 13 WAVE WAVE1.00AIRY 2.000 79.50 4.50 45.00 D 20.00 18MS10 1 0 LOADCN 14 WAVE WAVE1.00AIRY 2.000 79.50 4.50 45.00 D 20.00 18NS10 1 0 LOADCN 15 WAVE WAVE1.00AIRY 1.000 79.50 2.50 45.00 D 20.00 18MS10 1 0 LOADCN 16 WAVE WAVE1.00AIRY 1.000 79.50 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.

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Deterministic Wave Fatigue - 3 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

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

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Interpolated Deterministic Wave Fatigue - 1 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 ---

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

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Interpolated Deterministic Wave Fatigue - 3

---

FATIGUE SAMPLE

FTOPTG 20. 1.0 2.0 SMWJ1 SK MNSK LPEFT FTOPT2 PTVC -3.0 3.0AWS TI41.75 EFTOPT MAX JNTOVR 402L WJ1 GRPSEL RM PL1 PL2 PL3 PL4 W.B JSLC 201L202L203L204L301L302L303L304L401L402L403L404L SCFLM 1.5 FTCASE 1 1.05 MMN 1.00 FTCOMB 1 1.0 2 1.0 FTCASE 1 1.05 MMN 7.00 FTCOMB 3 1.0 4 1.0 WVFREQ 1 1.50300000.0 2.50100000.0 3.50 50000.0 4.50 20000.0 5.50 10000.0 FTCASE 2 1.05 MMN 1.00 FTCOMB 5 1.0 6 1.0 FTCASE 2 1.05 MMN 7.00 FTCOMB 7 1.0 8 1.0 WVFREQ 2 1.50300000.0 2.50100000.0 3.50 50000.0 4.50 20000.0 5.50 10000.0 EXTRAC HEAD AE 0.5 END ---

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

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Spectral Fatigue - 1 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 7.85 -79.50 79.50 MN NPNP K

LCSEL SUPX SUPY

… LOAD LOADCNDEAD INCWGT ANODWKWY DEAD DEAD -Z M LOADCNMASS INCWGT MASS ACCEL 1.0 N CEN1 LOADCNX000 INCWGT ANODWKWY

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FOR REVIEW ONLY - Not intended for use in training. Company: Lonadek Oil and Gas Consultants Class Date: 16-Oct-2014 WAVE WAVE STRE 1.5 4.42 0.00 D 0.00 20.0 18MS 0 LOADCNY090 INCWGT ANODWKWY WAVE WAVE STRE 1.5 4.42 90.00 D 0.00 20.0 18MS 0 LCOMB

LCOMB SUPX DEAD 1.0MASS 1.0X000 1.0

LCOMB SUPY DEAD 1.0MASS 1.0Y090 1.0

END

--- 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.

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Spectral Fatigue - 3 Seastate basic load case summary report for spectral fatigue:

---

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:

---

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:

---

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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”;

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.

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Spectral Fatigue - 5 Dynpac weight summary report for spectral fatigue:

---

X Y Z X Y Z

KN KN KN M M M

MEMBER ELEMENTS 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 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:

---

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 ---

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FOR REVIEW ONLY - Not intended for use in training. Company: Lonadek Oil and Gas Consultants Class Date: 16-Oct-2014 LOADCN 1 GNTRF AL 6 0.05 10.00 1.00 0.00 18AIRYPF LOADCN 2 GNTRF AL 6 0.05 4.75 0.25 0.00 18AIRYPF LOADCN 3 GNTRF AL 11 0.05 3.40 0.10 0.00 18AIRYPF LOADCN 4 GNTRF AL 2 0.05 2.25 0.25 0.00 18AIRYPF END

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 -79.50 79.50 MN DYN NPNP K

000 DIRECTION TRANSFER FUNCTION FILE S

… LOAD

--- 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.