Post - communities.bentley.com overview Post, a sub-program of SACS IV, is used to calculate element stresses, compare them to code allowables and optionally redesign the elements

Release 6: Revision 0

SACS®Post

Post

RELEASE 6

USER’S MANUAL

ENGINEERING DYNAMICS, INC.

2113 38TH STREET

KENNER, LOUISIANA 70065

U.S.A.

No part of this document may bereproduced in any form, in anelectronic retrieval system orotherwise, without the prior

written permission of the publisher.

Copyright ©2005 by

ENGINEERING DYNAMICS, INC.

Printed in U.S.A.


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TABLE OF CONTENTS

1.0 INTRODUCTION 1-1.......................................................................................................................1.1 OVERVIEW 1-1.........................................................................................................................1.2 PROGRAM FEATURES 1-1......................................................................................................

1.2.1 Internal Load and Stress Sign Convention 1-1..................................................................1.2.2 Redesign Procedure 1-2.....................................................................................................

2.0 POST PROCESSING OPTIONS 2-1................................................................................................2.1 STRESS ANALYSIS CODE CHECK AND REDESIGN 2-1...................................................

2.1.1 Element Check Code 2-1...................................................................................................2.1.1.1 AISC/API Parameters 2-1........................................................................................

2.1.2 Member Check Locations 2-1...........................................................................................2.1.3 Output Reports 2-2............................................................................................................

2.1.3.1 Selecting Joints, Groups and Members 2-2..............................................................2.1.3.2 Reporting Results by Unity Check Ratio 2-3...........................................................

2.1.4 Output Load Cases 2-3......................................................................................................2.1.5 Allowable Stress/Material Factor 2-4................................................................................2.1.6 Redesign Parameters 2-4...................................................................................................

2.1.6.1 General Redesign Parameters 2-4............................................................................2.1.6.2 Additional Redesign Parameters 2-5........................................................................2.1.6.3 Disabling Redesign in Post 2-6................................................................................

2.1.7 Hydrostatic Collapse Parameters 2-6.................................................................................2.1.7.1 General Parameters 2-6............................................................................................2.1.7.2 API Parameters 2-6..................................................................................................2.1.7.3 Redesign Data 2-7....................................................................................................2.1.7.4 Output Options 2-7...................................................................................................2.1.7.5 Overriding Water Depth 2-8....................................................................................2.1.7.6 Hydrostatic Head Data 2-8.......................................................................................2.1.7.7 Hoop Stress Parameters 2-8.....................................................................................

2.1.8 X-Brace and K-Brace Parameters 2-9...............................................................................2.1.9 Defining Load Combinations 2-10......................................................................................2.1.10 Displacement Serviceability Check 2-10...........................................................................

2.2 SOLUTION FILE UTILITY FEATURES 2-11...........................................................................2.2.1 Overriding Properties and UC Parameters 2-11..................................................................

2.2.1.1 Overriding Section Properties 2-11............................................................................2.2.1.2 Overriding Group Data 2-11......................................................................................2.2.1.3 Overriding Member Data 2-12...................................................................................

2.2.2 Extracting Portions of a Solution File 2-12.........................................................................2.2.2.1 Post File Options 2-12................................................................................................2.2.2.2 Specifying Elements to be Retained 2-13..................................................................

3.0 POST INPUT FILE 3-1.....................................................................................................................3.1 GENERAL POST PROCESSING 3-1........................................................................................3.2 SOLUTION FILE UTILITY 3-45................................................................................................

4.0 COMMENTARY 4-1........................................................................................................................4.1 TERMS AND DEFINITIONS 4-1..............................................................................................4.2 CALCULATING STRESS 4-2...................................................................................................


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4.2.1 Direct Axial, Bending and Shear Stress 4-2......................................................................4.2.1.1 Tubular Sections 4-2................................................................................................4.2.1.2 Wide Flange Sections 4-3........................................................................................4.2.1.3 Box Sections 4-4......................................................................................................4.2.1.4 Prismatic Sections 4-5..............................................................................................4.2.1.5 Angle Sections 4-5...................................................................................................4.2.1.6 Tee Sections 4-7.......................................................................................................4.2.1.7 Conical Sections 4-8.................................................................................................4.2.1.8 Ring and Longitudinal Stiffened Cylinders 4-8.......................................................

4.2.2 Von Mises Stresses 4-9......................................................................................................4.2.2.1 Tubular Sections 4-10................................................................................................4.2.2.2 Wide Flange Sections 4-10........................................................................................4.2.2.3 Box Sections 4-11......................................................................................................4.2.2.4 Prismatic Sections 4-12..............................................................................................

4.2.3 Effective Bending Stress for NPD and NS Codes 4-13.......................................................4.2.4 Equivalent Uniform Bending Stress BS5950 4-13..............................................................4.2.5 Hydrostatic Stresses 4-14....................................................................................................

4.2.5.1 Tubular and Stringer Stiffened Cylinders 4-14..........................................................4.2.5.2 Ring Stiffened Cylinders 4-14....................................................................................

4.3 DETERMINING ALLOWABLE STRESS/NOMINAL STRENGTH 4-15................................4.3.1 API/AISC Allowable Working Stress 4-15.........................................................................

4.3.1.1 Tubular Members 4-15...............................................................................................4.3.1.2 Non-Tubular Members 4-16.......................................................................................4.3.1.3 Stiffened Cylinders 4-17............................................................................................

4.3.2 API/AISC LRFD Nominal Strength 4-19............................................................................4.3.2.1 Tubular Members 4-19...............................................................................................4.3.2.2 Non-Tubular Members 4-19.......................................................................................

4.3.3 NPD/NS3472E Characteristic Stresses 4-21.......................................................................4.3.3.1 Tubular Members 4-21...............................................................................................4.3.3.2 Non-tubular Members 4-22........................................................................................

4.3.4 British Standards Design Strength 4-22..............................................................................4.4 INTERACTION UNITY CHECK RATIO 4-23..........................................................................

4.4.1 API/AISC Allowable Working Stress 4-23.........................................................................4.4.1.1 Tubular Members 4-23...............................................................................................4.4.1.2 Hydrostatic Collapse for Tubular Members 4-25......................................................4.4.1.3 Conical Sections 4-26.................................................................................................4.4.1.4 Non-Tubular Members 4-26.......................................................................................4.4.1.5 Stiffened Cylinders 4-27............................................................................................4.4.1.6 Plates 4-28..................................................................................................................

4.4.2 API/AISC LRFD 4-29.........................................................................................................4.4.2.1 Tubular Members 4-29...............................................................................................4.4.2.2 Non-Tubular Members 4-30.......................................................................................4.4.2.3 Plates 4-31..................................................................................................................

4.4.3 NPD/NS3472E Interaction Equations 4-31.........................................................................4.4.3.1 Tubular Members 4-31...............................................................................................4.4.3.2 Hydrostatic Collapse for Tubular Members 4-32......................................................4.4.3.3 Non-tubular Members 4-32........................................................................................


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4.4.3.4 Plates 4-33..................................................................................................................4.4.4 BS5950 Interaction Equations 4-33.....................................................................................4.4.5 Danish DS449/DS412 4-35.................................................................................................

4.4.5.1 Combined Stress for all Cross Sections except Tubular Sections 4-35.....................4.4.5.2 Box and Wide Flange Sections 4-36..........................................................................4.4.5.3 Tubular Sections 4-39................................................................................................4.4.5.4 Hydrostatic Collapse for Tubular Members 4-40......................................................4.4.5.5 Interaction Equation 4-41...........................................................................................4.4.5.6 Local Buckling for Non-Tubular Cross Sections 4-41...............................................

4.4.5.6.1 Flange Buckling 4-42.......................................................................................4.4.5.6.2 Web Buckling Due to Compression Plus Bending 4-42..................................4.4.5.6.3 Web Buckling Under Shear 4-43......................................................................

5.0 SAMPLE PROBLEMS 5-1...............................................................................................................5.1 SAMPLE PROBLEM 1 5-2........................................................................................................5.2 SAMPLE PROBLEM 2 5-9........................................................................................................5.3 SAMPLE PROBLEM 3 5-13........................................................................................................

A.0 OUTPUT REPORTS A-1..................................................................................................................A.1 REPORT DESCRIPTIONS A-1.................................................................................................

A.1.1 Reaction Report A-1..........................................................................................................A.1.2 Spring Forces and Moment Report A-1.............................................................................A.1.3 Joint Deflection and Rotation Report A-1.........................................................................A.1.4 Plate Stress Detail Report A-1...........................................................................................A.1.5 Plate Stress Summary Report A-1.....................................................................................A.1.6 Plate Stress Unity Check Range Summary A-2................................................................A.1.7 Member Detail Report A-2................................................................................................A.1.8 Member Forces and Moments Report A-2........................................................................A.1.9 Element Stress at Maximum Unity Check Report A-2.....................................................A.1.10 Element Unity Check Report A-3....................................................................................A.1.11 Member Internal Loads Summary Report A-3................................................................A.1.12 Member Unity Check Range Summary A-4...................................................................A.1.13 Member Group Summary A-4.........................................................................................

A.2 SAMPLE OUTPUT REPORTS A-5...........................................................................................


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SACS®Post

SECTION 1

INTRODUCTION


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1.0 INTRODUCTION

1.1 OVERVIEW

Post, a sub-program of SACS IV, is used to calculate element stresses, compare them tocode allowables and optionally redesign the elements. The program can also be used tomodify element properties and/or code check parameters and create an updated commonsolution file.

1.2 PROGRAM FEATURES

Post is completely compatible with the output files of the SACS system such that alldimensions, geometry, internal loads, material properties, cross sectional properties,yield stress and allowable stress factors necessary for post processing and design areobtained from the common solution file without user intervention.

Post processing options and code check parameters may also be read directly from thecommon solution file or may be specified in a separate Post input file. Some of the mainfeatures and capabilities of the program are:

1. API, API-LRFD, AISC, AISC-LRFD, NPD, DNV, British Standards and Danishcodes are implemented.

2. Hydrostatic collapse of tubular members based on API-RP2A or DNVrequirements.

3. Complete element redesign capabilities based on constant depth or OD,minimum weight or user input selection criteria.

4. API 2U and 2V bulletins.5. Euler buckling check for segmented members.6. Finite element code check and stiffener stress output.7. Complete element property and code check parameter override capabilities.8. Load case and output report selection capability.9. Ability to specify load combinations for post processing.10. Ability to create a new solution file from portions extracted from an existing

solution file.11. Ability to select joints, members and groups for output.12. Provides summary report of all members requiring ring stiffeners due to

hydrostatic collapse.13. Contains Cb options when using AISC WSD code.

1.2.1 Internal Load and Stress Sign Convention

The sign convention used by the Post program module for reporting member internalloads and stresses is dependant on the member local coordinate system as follows:

1. Axial tension is positive at both ends of the member while compression isnegative at both ends.

2. Positive bending at both ends of the member causes the center of the member todeflect downward or in the negative direction of the local coordinate system.


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3. Positive shear force is in the direction of the positive local member coordinate atthe beginning of the member and in the negative local member coordinate at theend of the member.

4. A positive torsion vector is outward at both ends of the member.

The figure below shows positive loads and moments along with positive stresses at themember beginning and end.

1.2.2 Redesign Procedure

The general procedure used by the program when redesigning is as follows:1. The most critical member (i.e. member with highest UC ratio) in each group is

selected. If the unity check is greater than 1.0, the member is resized until itcomplies with the appropriate code and the selected redesign options. If membersize optimization is to be allowed and the unity check is less than the unity checklower bound, the member size is reduced.

2. After the most critical member is redesigned, all other members of that group arechecked with the new size to ensure code compliance. If a unity check greaterthan 1.0 is found, the new group size will be resized again and the procedure willcontinue.

3. For segmented members the segment with the largest Kl/r ratio is redesignedfirst. All other segments are redesigned, if necessary, in order of decreasing Kl/rratio. Before a member segment is reduced in size, however, the Euler bucklinglimit for the entire member using the new size is checked. All other members ofthe group are then checked for code compliance as stated above.


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SECTION 2

POST PROCESSING OPTIONS


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2.0 POST PROCESSING OPTIONS

The Post program module can be used to perform a stress analysis code check, redesignelements, modify element properties and code check parameters and create a newcommon solution file containing a portion of the original solution file.

2.1 STRESS ANALYSIS CODE CHECK AND REDESIGN

Post processor options may be specified directly in the SACS model file or in a separatePost input file. Post processor options specified in the model are included in the commonsolution file and are used as defaults by the Post program. Data specified in a Post inputfile overrides data read from the common solution file.

The following is a brief discussion of the post processing options used for stress analysis,code check and redesign.

2.1.1 Element Check Code

The code that element stresses are to be checked with respect to is specified on the‘OPTIONS’ line in columns 25-26. The available codes and the corresponding option arebelow:

‘UC’ AISC 9th / API RP2A 20th Edition‘19’ AISC 9th / API RP2A 19th Edition‘16’ AISC 9th / API RP2A 16th Edition‘LR’ AISC LRFD 1st / API RP2A LRFD 1st Edition‘NP’ 1995 NPD / NS 3472‘NA’ 1995 NPD / NS 3472 (Alternate print format)‘NO’ 1977 NPD Code‘DC’ 1998 Danish Code‘D1’ 1984 Danish Code‘BS’ 1990 British Standard BS5950‘MS’ Maximum stress print with no code check

2.1.1.1 AISC/API Parameters

For AISC/API codes, additional parameters can be specified on the OPTIONS line.

By default the moment distribution factor Cb is taken as unity. Enter ‘B’ in column 33 tocalculate the distribution factor based on AISC criteria.

When using AISC/API codes, p-delta effects are accounted for in the interactionequation by magnifying the moment in the bending component by 1/(1 - Fa / Fe). Whenincluding second order effects using a p-delta analysis, however, this magnification maynot be applicable. Enter ‘M’ in column 34 to exclude the moment magnification in theinteraction equation (ie. set the term (1- Fa / Fe) to unity).

2.1.2 Member Check Locations

The locations at which to check non-segmented and segmented members is specified onthe ‘OPTIONS’ line in columns 29-30 and 31-32 respectively.


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Note: The locations may also be specified for each member in columns 71-72 on the MEMBER line.

For non-segmented members, the number of equal length stress sections the member is tobe divided into should be stipulated. For segmented members, specify the number ofpieces each segment of the member is to be divided into. In either case, the member ischecked at the beginning and end of each stress segment.

In the following, segmented members are to have two code check segments while eachsegment of a segmented group is to have one code check segment.

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OPTIONS EN UC 2 1

2.1.3 Output Reports

The desired output reports are designated on the ‘OPTIONS’ input line in columns 45-60.

Enter ‘PT’ in columns 45-46 and 59-60 for joint displacements and reactions,respectively.

The following element reports may be activated by entering ‘PT’ in the appropriatecolumns:

Columns 47-48 Unity Check ratios sorted by rangesColumns 49-50 Stresses reported for the load case with highest UC ratioColumns 51-52 Internal loads reported for load case with highest UC ratioColumns 53-54 UC details for load case with highest UC ratioColumns 55-56 Element details including stresses and UC ratio for each load

caseColumns 57-58 Member forces and moments for each load caseColumns 67-68 Special element report for plate girders and stiffened sections

The following designates that joint reactions, stresses and internal loads for the load casewith maximum UC ratio are to be reported.

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OPTIONS EN UC 2 1 PTPT PT

Note: For member and plate reports, enter ‘PT’ in the appropriatecolumns. By default, all members are reported unless ‘SK’ appearson the individual ‘MEMBER’ or ‘PLATE’ line. When ‘SE’ is specifiedfor the element detail report, only details of members or plateswith ‘RP’ on the ‘MEMBER’ or ‘PLATE’ line are reported.

2.1.3.1 Selecting Joints, Groups and Members

By default, all joints are included in joint displacement reports while all support jointsare included in joint reaction reports. For member reports, all members that are notdesignated to be skipped are included.


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When using a Post input file, joints, members and member groups may be designated tobe included or excluded form reports using the JNTSEL, MEMSEL and MGRPSL lines.For each line, enter ‘I’ or ‘E’ in column 8 to include or exclude the specified joints ormembers.

The following designates that joints 304, 305 and 306 are to be included in the jointreports along with members assigned to groups ‘LG1’ and ‘LG2’ in the element reports.

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JNTSEL I 304 305 306MGRPSL I LG1 LG2

Note: For each selection line, only one operation may be performed (i.e.all joints specified on JNTSEL lines may be included or excludedbut not some included and some excluded).

2.1.3.2 Reporting Results by Unity Check Ratio

Elements with unity check ratios that fall within a defined range can be printed togetheras a report group by selecting the ‘Unity Check Range’ report on the ‘OPTIONS’ line.Up to three report ranges may be defined using the ‘UCPART’ input line.

For example, all elements with unity check ratio greater than 1.00 are to be reported inthe first report, elements with unity check ratio between 0.8 and 1.0 in the second andelements with unity check ratio between 0.5 and 0.8 in the third report.

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OPTIONS PTUCPART 1.00 999. 0.80 1.0 0.5 0.8

2.1.4 Output Load Cases

The load cases for which output results are desired, are designated on the ‘LCSEL’ line.The LCSEL line may be specified in the model file or the Post input file. Results only forload cases specified are reported. If no ‘LCSEL’ line is specified, all load cases arereported.

When specifying in the model file or Seastate input file only load cases designated by thedefault function or ‘ST’ in columns 7-8 are output. The following designates that resultsfor only load case ‘OP01’ and ‘OP02’ are to be output for static analysis.

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LCSEL ST OP01 OP02

When specifying LCSEL in the Post input file, the load cases may be designated to beincluded or excluded by specifying ‘IN’ or ‘EX’ in column 7-8, respectively. Forexample, the following designates that load cases ‘ST01’ and ‘ST02’ are to be excluded.


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LCSEL EX ST01 ST02

Note: When the LCSEL line is specified in a Post input file, itoverrides LCSEL information specified in the model.

2.1.5 Allowable Stress/Material Factor

For API/AISC working stress analysis, the calculated allowable stresses for a load case(or load combination) can be modified by specifying the load case name and theappropriate allowable stress factor on the ‘AMOD’ line.

For NPD or Norsok analyses, the material factor used for all load cases is specified usingthe ‘AMOD’ line. Enter the material factor and load case to which it applies.

The AMOD line may be specified in the model or Post input file. The followingdesignates that the allowable stress may be increased by a factor of 1.33 for load cases‘ST01’ and ‘ST02’.

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AMODAMOD ST01 1.33 ST02 1.33

Note: The AMOD line requires a blank AMOD header line.

2.1.6 Redesign Parameters

The Post program has the capability to redesign member groups to comply with theselected code recommended practices automatically. If automatic redesign is desired, theparameters are designated on the ‘REDESIGN’, ‘REDES2’, ‘REDES3’ and ‘REDES4’input lines. Redesign parameters may be specified in the model file or in the Post inputfile.

2.1.6.1 General Redesign Parameters

General redesign parameters including the redesign size increments for tubular membersare specified on the ‘REDESIGN’ line specified in the model file or in the Post inputfile.

By default, non-tubular members are redesigned using sections available in the SACSmodel. The “SECT” line section of the SACS model may be expanded to includeadditional cross section sizes available in the redesign procedure.

Sections in a designated external section library file may be used for redesign, byspecifying ‘FILE’ in columns 11-14. Any of the SACS external library files may bedesignated. Existing library files may also be amended or expanded by the user toinclude all cross section types needed for redesign.

Note: Tubular members defined by “SECT” lines are redesigned using onlytubular “SECT” line data.


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Specifying ‘INCR’ in columns 16-19 limits the group redesign to increasing membersizes only (no size optimization), unless a redesign option is specified on the ‘GRUP’line. The redesign criteria, ‘CONS’ for constant depth or OD, ‘MINW’ for minimumweight, ‘MWFD’ for minimum weight with constant diameter or depth or ‘USER’ forredesign using user ordered ‘SECTION’ lines, is designated in columns 21-24. Afterredesign, a new SACS model file including updated member groups can be created byentering ‘NEWFL’ in columns 31-34.

Note: The redesign procedure for individual member groups can bespecified by using the appropriate code shown below on the ‘GRUP’line.

‘E’ - constant OD/depth, allow decrease in size‘F’ - constant ID/depth, allow decrease in size‘G’ - minimum weight, allow decrease in size‘J’ - constant OD/depth, increase size only‘K’ - constant ID/depth, increase size only‘L’ - minimum weight, increase size only‘U’ - user defined procedure, allow decrease in size‘X’ - no redesign

Redesign print options are entered in columns 36-39 and tubular redesign parameters areinput in columns 51-80, including the diameter increment in columns 51-55, thicknessincrement in columns 56-60, maximum and minimum D/t ratios in columns 61-65 and66-70, respectively, minimum thickness in columns 71-75 and the maximum Kl/r for themajor axis in columns 76-80.

Note: Redesign can be suppressed for a subsequent Post execution byspecifying ‘NONE’ in columns 11-14.

The following designates that member sizes are to be increased only based on minimumweight. A critical member report is requirested.

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REDESIGN INCR MINW PT

2.1.6.2 Additional Redesign Parameters

Additional redesign parameters may be stipulated using the ‘REDES2’, ‘REDES3’and/or ‘REDES4’ lines.

The maximum Kl/r ration for the minor axis, the height and flange width increment andthe web and flange thickness increment are designated using the ‘REDES2’ line.

A table specifying D/t limits as a function of water depth may be input using ‘REDES3’input lines. The vertical coordinate, water depth and mudline elevation are designated incolumns 7-20. The maximum D/t ratio for up to five depths below the surface may bespecified in columns 21-80. The values must be entered in order of increasing depth.

The following designates a maximum Kl/r for minor axis of 160 and D/t ratios versuswater depth on the REDES3 line.


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REDESIGN INCR MINW PTREDES2 160.0REDES3 100. -100. 60. 50. 100. 40.

The ‘REDES4’ line is used to specify stiffener ring redesign parameters for hydrostaticcollapse redesign. Redesign procedures by API and J.T. Loh are available. Whether ornot capped end forces are to be included is designated in column 11 along with the hoopcompression safety factor in columns 12-16, ring cutoff diameter in columns 17-22 andthe ring material density in columns 23-28. The ring design parameters including theheight increment, thickness increment and the ring type are specified in columns 29-41.Cost parameters may be entered in columns 47-67.

The sample below indicates API procedure with no capped end forces is to be used. Thering diameter cutoff is 48 inches. Cost parameters are also entered.

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REDESIGN INCR MINW PTREDES4 APIN 48.0 950.0 1350. 1200.

2.1.6.3 Disabling Redesign in Post

When redesign parameters are specified in the model file, redesign is automaticallyperformed when Post is executed. Redesign may be turned off by specifying aREDESIGN line in the Post input file and designating ‘NONE’ in columns 11-14.

2.1.7 Hydrostatic Collapse Parameters

Hydrostatic collapse parameters are specified on the ‘HYDRO’ input line in the modelfile or in a Post input file. Full hydrostatic check including actual member stresses due toaxial forces, bending and hoop stress can be performed by the Post program.

2.1.7.1 General Parameters

General parameters such as vertical coordinate and water density are specified incolumns 7-8 and 51-60, respectively.

Enter the code, either ‘AP’ for API, ‘DN’ for DNV, ‘NP’ for NPD or ‘DC’ for Danishcode, in columns 9-10.

Specify the water depth and mudline elevations in columns 21-30 and 31-40,respectively.

Note: When specifying hydrostatic collapse data in the model file thatincludes Seastate data, the default water depth and mudlineelevation are the values specified on LDOPT line.

2.1.7.2 API Parameters

By default, API codes use an axial compression safety factor of 2.0. Enter the axialcompression safety factor override in columns 41-50.


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Specify ‘I’ in column 20 if hydrostatic forces are to be included. Enter ‘R’ if these forcesare to be used but deleted from Euler buckling amplification.

The program system has options to include hydrostatic end forces when performing themember check calculations activated by specifying either ‘I’ or ‘R’ in column 20 on theHYDRO line. The ‘I’ option is applicable for the marine method and adds 0.5fh to theaxial stress. The ‘R’ option is used for the Rational method. When using the ‘R’ optionthe hydrostatic end forces are calculated and applied to the element. Therefore 0.5fh isnot used since the actual value is determined (per API). When using the ‘R’ option, thehydrostatic end forces are not included in the Euler buckling calculation.

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HYDRO +ZAPINTSMRG R 1.75 0.25

2.1.7.3 Redesign Data

If members fail hydrostatic collapse, they can be redesigned automatically by increasingmember thickness or by using internal or external rings.

Enter the redesign option, ‘TH’ for change thickness, ‘RG’ for design rings or ‘RT’ forboth, in columns 16-17. Specify ‘NO’ for no redesign.

If rings are to be designed, enter ‘INT’ or ‘EXT’ in columns 11-13 for internal orexternal rings, respectively. By default, the initial ring spacing is assumed to be thelength of the member. Infinite length may be used as initial spacing by specifying ‘IN’ incolumns 16-17 on the HYDRO2 line. Ring height increment and ring or memberthickness increment are designated in columns 61-70 and 71-80, respectively.

The sample below designates that internal rings are to be added if needed. The ringthickness increment is 0.25.

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HYDRO +ZAPINTSMRG 0.25

2.1.7.4 Output Options

Specify ‘SM’ for summary report, ‘MN’ for minimum print or ‘FL’ for full report incolumns 14-15. The user may designate a unity check cutoff, so that only members withUC ratio above this value are printed. Specify ‘UCL’ and the limit in columns 8-10 and11-15, respectively, on the HYDRO2 line.

For example, the following requests a summary print containing only members with UCratio greater than 0.90.


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HYDRO +ZAP SMNOHYDRO2 UCL 0.95

2.1.7.5 Overriding Water Depth

By default, the water depth specified on the HYDRO line (or the LDOPT line if none isentered on the HYDRO line) is used for each load case. The user may designate a waterdepth override to be used for hydrostatic collapse calculations for a particular load caseor load cases using the WDEPTH line.

Specify the load case name then the water depth for up to six load cases on eachWDEPTH line. For example, the following designates a water depth override of 55.0 forload cases ‘ST01’ and ‘ST02’.

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WDEPTH ST01 55.0 ST02 55.0

2.1.7.6 Hydrostatic Head Data

By default, the hydrostatic head is determined based on the water depth specified on theHYDRO line (or the LDOPT line if none is entered on the HYDRO line). For any loadcase, hydrostatic head may be determined based on water depth and wave data input onthe WHEAD line. Hydrostatic pressure is determined according to API formulations.

Specify the load case name in columns 7-10 and water depth in columns 11-18. Enter thewave height and wave length to be used in columns 19-26 and 27-34, respectively. Forexample, the following designates a water depth override of 655.0, a wave height of 35.0and a length of 512 for load cases ‘ST01’ and ‘ST02’.

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WHEAD ST01 655.0 35.0 512.0WHEAD ST02 655.0 35.0 512.0

2.1.7.7 Hoop Stress Parameters

By default, ring stiffeners are assumed to be spaced at intervals equal to the memberlength when calculating the hoop buckling stress. The ring spacing default setting can bechanged to infinite (i.e. no rings) by inputting ‘IN’ in columns 16-17 on the HYDRO2line.

The critical hoop buckling coefficient used to calculate hoop buckling stress assumes a20 percent reduction factor (=0.8). The reduction parameter may be overridden incolumns 18-22 on the HYDRO2 line.


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2.1.8 X-Brace and K-Brace Parameters

By default, the buckling length and K-factors specified on the GRUP and MEMBERlines in the model are used for unity check calculations for each load case.

Members making up an X-brace or chord members of a K-brace not braced out of planemay be designated as such using the BRACE line. The BRACE line allows designationof the K-factor and/or buckling length to be used for load cases where the member is partof an X-brace or the chord of a K-brace.

Note: The X-brace or K-brace parameters are only applied to the axis inthe plane of the connection for load cases where the member is incompression and the reference member(s) are in tension.

The brace type ‘X’ or ‘K’ is designated in column 15. The member local axis, ‘Y’ or ‘Z’,that lies in the plane of the X-brace or K-brace is entered in column 16. Enter thereference member(s) that will be checked for tension in columns 17-32. The K-factorand/or buckling length to be used for load cases where the member is part of an X-braceor the chord of a K-brace is designated in columns 33-38 and 39-45, respectively.

Note: K-braces require two reference members while the second referencemember is optional for X-braces.

The following example defines parameters for members 101-109 and 105-109 which arechord members of a K-brace whose local Y-axes lie in the brace plane. The diagonal orK-brace members are 109-110 and 109-112. For load cases where chord members 101-109 and 105-109 are in compression and members 109-110 and 109-112 are in tension, aK-factor of 0.8 and a buckling length of 11.15 is to be used. For other load cases, the K-factor and buckling length specified in the model file are to be used.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

BRACE 101 109KY 109 112 109 110 0.8 11.21BRACE 105 109KY 109 112 109 110 0.8 11.15

This example defines parameters for members 301-309 and 307-309 which are chordmembers of an X-brace and members 303-309, 305-310 and 310-309 which make up thetwo brace elements framing into the chord. The members local Y-axes lie in the plane ofthe brace. For members 301-309 and 307-309, a K-factor of 0.9 and a buckling length of8.71 is to be used for load cases where the member is in compression and the other pair


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of members framing into the chord, 303-309 and 310-309, are in tension. For members303-309, 305-310 and 310-309, a K-factor of 0.9 and a buckling length of 8.55 is to beused for load cases where the member is in compression and members 301-309 and 307-309 are in tension. For other load cases, the K-factor and buckling length specified in themodel file are to be used.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

BRACE 301 309KY 310 309 303 309 0.9 8.71BRACE 307 309XY 310 309 303 309 0.9 8.71BRACE 303 309XY 301 309 307 309 0.9 8.55BRACE 305 310XY 301 309 307 309 0.9 8.55BRACE 310 309XY 301 309 307 309 0.9 8.55

2.1.9 Defining Load Combinations

Load combinations made up of basic load cases or previously defined load combinationsmay be defined within the Post input file using LCOMB lines. The load cases orcombinations making up the load combination along with the appropriate load factors tobe applied are specified. The load combination definition may be continued by repeatingthe LCOMB line with the combination number specified in columns 7-10, so that up toforty eight load components may be specified.

Note: For PSI analysis, combinations may contain only load cases solvedin the solution phase. Because PSI analyses have nonlinearsolutions, new load combinations should not be defined in the Postinput file.

2.1.10 Displacement Serviceability Check

The SPAN command generates the maximum relative deflections along the length of anymember or a continuous set of members relative to the end joints. The SPAN commandis only available in the Post-processor. The SPAN line defines a span identifier incolumns 6-13 and the joints which form a span. With the default SPAN configuration,the SPAN command generates a report of the maximum relative deflection along thespan using a straight line between the deflected end joints as a reference. As an option,the span may be defined as a cantilever by putting a ‘C’ in column 14. In this case theSPAN line will report the difference between the maximum displaced positions of thejoints and the displaced position of the first joint in the span.

The following example creates a span named ‘TIEBEAM’ for joints 101, 102, 201 and202 consecutively. The POST output will report the difference between the jointdisplacements for the specified joints and the straight-line displacement between joints101 and 202.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

SPAN TIEBEAM 101 102 201 202

Note: Moment discontinuities are allowed along the span. Moment releases(simple supports) are allowed at the joints of the continuous spanbut force releases are not allowed.


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2.2 SOLUTION FILE UTILITY FEATURES

The Post program may be used to perform certain solution file utilities. Beam elementproperties and code check parameters may be overridden and new stress and UC resultscalculated using the Post program. The program can also be used to extract results from asolution file for a portion of the original structure. In either case, a new common solutionfile containing stress and code check results can be created.

The following sections detail additional Post input that may be specified when using thesolution file utility features of Post.

Note: When using Post to perform solution file utilities, all post datamust be specified in a Post input file.

2.2.1 Overriding Properties and UC Parameters

Post can be used to override an element’s properties and/or code unity check parametersfound in the solution file so that code check results reflecting these changes may becalculated. New stress and code check results are determined using the existing memberinternal loads contained in the common solution file. A new solution file containing theappropriate property updates, recalculated stress and code check results is created.

Note: Structural displacements, reactions and member internal forcescontained in the solution file are not changed. Only the resultingstresses and/or code check results are recalculated.

In addition to Post input outlined in SECTION 2.1, the following data may be specifiedin the Post input file.

Note: The redesign features should not be used when solution file datais being overridden.

2.2.1.1 Overriding Section Properties

Section properties are overridden by specifying a ‘SECT’ line for the appropriate sectionlabel in the Post input file. The ‘SECT’ line must contain all section dimension datarequired for the section type, including dimensions that are not being modified.

Note: New sections referenced by GRUP lines in the Post input file maybe added.

2.2.1.2 Overriding Group Data

Group properties and code check parameters may be modified by specifying a ‘GRUP’line for the appropriate group label in the Post input file. Because the whole ‘GRUP’ lineis replaced, every item pertinent to stress and code check calculations must berespecified, in addition to any properties that are being modified.

Items that may be modified and therefore must be specified on the group line include:1. Section label 2. Redesign code3. Tubular OD and wall thickness 4. Yield Stress5. Post processing member class 6. K-factors7. WF compression flange spacing 8. Shear area modifier9. Stiffener spacing


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Note: New groups that are referenced by MEMBER lines in the Post inputfile may be added. Also, section properties referenced by groupsthat are not in the section library file must be specified in thePost input file.

2.2.1.3 Overriding Member Data

Member properties and code check parameters may be modified by specifying a‘MEMBER’ line in the Post input file for the appropriate member. Because the whole‘MEMBER’ line is replaced, every item pertinent to stress and code check calculationsmust be respecified, in addition to any properties that are being modified.

Items that may be modified and therefore must be specified on the ‘MEMBER’ lineinclude:

1. Group label 2. Redesign code3. Number of unity check parts 4. Yield Stress5. Stress output option 6. K-factors7. Compression flange unbraced length 8. Shear area modifier

2.2.2 Extracting Portions of a Solution File

The Post program can be used to extract results for elements designated by the input‘GRUP’ and/or ‘MEMBER’ lines. Only results for specified elements are retained in thenew solution file.

2.2.2.1 Post File Options

The PSTOPT line is used to specify the post processing options used when creating anew common solution file. The extraction mode should be designated by entering‘EXT’ in columns 8-10 so that results only for elements designated by ensuing ‘GRUP’and/or ‘MEMBER’ lines are retained in the new solution file.

Note: If all elements are to be retained in the new solution file, themodification mode option ‘MOD’ should be specified. Formodification mode, the PSTOPT line is optional.

Additional program options may be specified in columns 12-46 on the PSTOPT line. Ifan updated solution file is to be created and no other post processing is to be done, the‘NOX’ option should be selected. Report options including input echo ‘ECH’, memberoverride report including modified properties ‘MOR’ and the option to skip modifiedmember properties report ‘NPT’ may be selected. The ‘NLB’ option should be selectedif no local buckling analysis is to be performed. For elements without axial offsets, bracestresses can be backed to the chord face by selecting the ‘AJT’ option.

The no sort option, ‘NST’, should be specified if the group and member data is in thesame order as the model file.

The following designates Post options. A new solution file is to be extracted with no postprocessing performed. The no sort option is selected.


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1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

PSTOPT EXT NOX NST

Note: In general, the member ‘GRUP’ and ‘MEMBER’ lines designated shouldappear in the exact order as they appear in the original modelfile. In this case, the ‘NST’ option should be specified also.

2.2.2.2 Specifying Elements to be Retained

The elements to be retained in the new solution file are designated by specifying theappropriate ‘GRUP’ and ‘MEMBER’ input lines in the Post input file. All other postinput lines are applicable and should appear in the Post input file before any ‘GRUP’and/or ‘MEMBER’ lines.

When specifying ‘GRUP’ and ‘MEMBER’ lines, they should appear in the exact orderthat they appear in the original SACS model file. Also, every item pertinent to stress andcode check calculations must be specified on the input lines.


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SACS®Post

SECTION 3

POST INPUT FILE


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3.0 POST INPUT FILE

3.1 GENERAL POST PROCESSING

When using the Post program for general post processing, a SACS common solution filecontaining member internal loads is required. Post data may be specified directly in themodel file or may be specified using a Post input file. The user should be familiar withthe basic guidelines for specifying input data. These guidelines are located in theIntroduction Manual.

Post processing data specified directly in the model is saved in the common solution fileand used as defaults for post processing. Any data specified in a Post input file overridesthe default data.

The table below shows the standard input lines for general post processing.

INPUT LINE DESCRIPTION

OPTIONS Stress, code check and output report options

LCSEL Specifies output load cases

REDESIGN Specifies general redesign parameters

REDES2 Designates min Kl/r and plate girder increments

REDES3 Allows D/t vs. Depth to be designated

REDES4 Ring stiffener design parameters

HYDRO Specifies hydrostatic collapse analysis options

HYDRO2 Additional hydrostatic collapse parameters

WDEPTH* Hydrostatic collapse load case water depth override

WHEAD* Hydrostatic head properties

UCPART Allows specification of UC output ranges

AMOD Allows changes to allowable stress modifiers or material factor

BRACE* Brace designation data

JNTSEL* Designates joints to be included or excluded from output reports

MEMSEL* Designates members to be included or excluded from outputreports

MGRPSL* Designates member groups to be included or excluded fromoutput reports

SPAN* Designates joint sets for displacement serviceability checking

LCOMB** Creates new combination for post processing


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END* Designates end of Post input data

Note: Lines designated with an asterisk ‘*’ may only be specified in aPost input file. The LCOMB line may only be used in the Post inputfile for linear analyses.


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OPTIONS EN SDUC 2 1

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PT PT PTPTPT PT

A STATIC ANALYSIS (COLS. 19-20 BLANK) IS DESIRED. THE MODELUNITS ARE ENGLISH AND SHEAR EFFECTS ARE TO BE INCLUDED.BEAM AND PLATE ELEMENTS ARE TO BE CHECKED USING API/AISC CODE(‘UC’ COLS. 25-26). NON-SEGMENTED (CONSTANT CROSS SECTION) MEMBERS ARE TOBE DIVIDED INTO TWO SEGMENTS FOR POST PROCESSING WITH STRESS CHECKSAT THE ENDS OF EACH SEGMENT. EACH SEGMENT OF SEGMENTED MEMBERS ISTO BE CONSIDERED AS ONE POST PROCESSING SEGMENT.

THE FOLLOWING REPORTS ARE SELECTED: 1. INTERPRETED ECHO 2. JOINT DEFLECTIONS 3. STRESS FOR MAX UC CASE 4. INTERNAL LOADS FOR MAX UC CASE 5. DETAILS FOR MAX UC CASE 6. JOINT REACTIONS

SACS OPTIONS LINE

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LINELABEL

SUPERELEMENT

UNITS

2ND

ORDER

STIFFNESSANALYSIS

STRESSANALYSIS

MEMBERSTRESS

DIVISIONSCb

EXCLUDEMOMENT

MAG

PLATEPANELCHECK

PLATEELEMENT

LRFDOR

SLENDERSEE OPTIONS LINE PART 2

INP OUT‘EN’‘MN’‘ME’

EXCLUDEMEMBER

RELEASES

INCLUDESHEAR

DEFORM

CODECHECK

OPTIONS

STRESSOPTIONS

CONST VARYDKTOPT

PLATECHECK

OPTIONS

1) 7 9 10 14)15 17)18 21)22 23)24 25)26 27)28 29)>30 31)>32 33 34 35 36)37 38)39 40 41)))))))))))))80

DEFAULT EN 1 1 A

COLUMNS COMMENTARY

GENERAL THIS LINE CONTROLS THE INPUT, ANALYSIS AND OUTPUT OPTIONS.

( 1- 7) ENTER ‘OPTIONS’ ON THIS LINE. NO HEADER LINE IS REQUIRED.

( 9 ) ENTER ‘I’ IF A SUPER-ELEMENT IS TO BE INPUT FROM A FILE.

( 10 ) ENTER ‘C’ IF THIS RUN IS A SUPERELEMENT CREATION RUN. THE STRUCTURE WILL BE CONDENSED TO A SUPERELEMENT LIMITED TO 300 RETAINED JOINTS WITH ‘222222’ IN COLUMNS 55-60 OF THE ‘JOINT’ LINE.

(14-15) ENTER ‘EN’ FOR ENGLISH UNITS, ‘MN’ FOR METRIC (NEWTONS FORCE UNIT), OR ‘ME’ FOR METRIC (KILOGRAMS FORCE UNIT).

(17-18) ENTER ‘PD’ TO INCLUDE SECOND ORDER P-DELTA EFFECTS.

(21-22) ENTER ‘FX’ IF MEMBER RELEASES ON ‘MEMBER’ LINES ARE TO BE IGNORED.

(23-24) ENTER ‘SD’ TO INCLUDE SHEAR DEFORMATION EFFECTS IN MEMBERS.

(25-26) ENTER ‘UC’ FOR AISC 9TH / API-RP2A 20TH EDITION CODES. ENTER ‘19’ FOR AISC 9TH / API-RP2A 19TH EDITION CODES. ENTER ‘16’ FOR AISC 9TH / API-RP2A 16TH EDITION CODES. ENTER ‘10’ FOR AISC 9TH / API-RP2A 10TH EDITION CODES. ENTER ‘LR’ FOR AISC 1ST / API LRFD 1ST EDITION CODES. ENTER ‘LG’ FOR LINEAR GLOBAL ANALYSIS - API 21ST EDITION CODES. ENTER ‘NS’ FOR NORSOK STANDARDS 1998. ENTER ‘NP’ FOR 1995 NPD CODE (ENHANCED). ENTER ‘NA’ FOR 1995 NPD CODE (ALTERNATE PRINT FORMAT). ENTER ‘NO’ FOR 1977 NPD CODE. ENTER ‘DC’ FOR 1998 DANISH CODE OR ‘D1’ FOR 1984. ENTER ‘BS’ FOR 1990 BS5950 CODE. ENTER ‘MS’ IF MAX. STRESSES ARE REPORTED WITHOUT CODE CHECKS.

COLUMNS COMMENTARY

(27-28) ENTER ‘JT’ TO EVALUATE BRACE STRESS AND CODE CHECK AT THE FACE OF THE CHORD RATHER THAN AT THE JOINT NODE OR ‘JO’ FOR STRESSES AT THE JOINTS ONLY (USED FOR EARTHQUAKE ANALYSIS).

(29-30) NUMBER OF POST PROCESSING PARTS FOR NON-SEGMENTED MEMBERS. STRESS AND CODE CHECK ARE PERFORMED AT END OF EACH PART (20 MAXIMUM).

(31-32) NUMBER OF POST PROCESSING PARTS PER SEGMENT FOR SEGMENTED MEMBERS (2 MAXIMUM).

( 33 ) ENTER ‘B’ FOR END MOMENT Cb CALCULATION. DEFAULT Cb = 1.0.

( 34 ) ENTER ‘M’ TO EXCLUDE MOMENT MAGNIFICATION FROM THE API COMBINED STRESS UNITY CHECK CALCULATION. ENTER ‘C’ TO EXCLUDE MOMENT MAGNIFICATION AND TO GLOBALLY SET Cm = 1.0.

( 35 ) ENTER ‘A’ FOR API-RP2V PANEL CHECK; ENTER ‘D’ FOR DNV 30.1 PANEL CHECK. LEAVE BLANK TO NOT USE PLATE PANEL CHECK.

(36-37) ENTER ‘DK’ TO USE DKT THIN PLATE THEORY FOR PLATE ELEMENTS.

(38-39) ENTER ‘CP’ TO HAVE PLATE ELEMENTS CHECKED FOR COINCIDENT NODES, ASPECT RATIO, COPLANARITY OF NODES, AND REENTRANT ANGLES.

( 40 ) ENTER ‘C’ FOR AISC-LRFD PHI FACTORS FOR NON-TUBULARS. ENTER ‘A’ FOR API-LRFD OR ‘S’ FOR API-LRFD SEISMIC PHI FACTORS. ALTERNATIVELY, FOR API-AISC-WSD, ENTER ‘M’ TO REPLACE THE PLATE GIRDER WEB SLENDERNESS RATIO CHECK WITH 760/SQRT(Fb) RATHER THAN THE DEFAULT 253/SQRT(Fy).

(41-80) SEE SACS OPTIONS LINE PART 2.

SACS OPTIONS LINE PART 1

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OPTIONS EN SDUC 2 1

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PT PT PTPTPT PT



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LINELABEL SEE OPTIONS LINE PART 1

OUTPUT REPORTS

JOINTFLEX

SOLIDTYPE

SOLIDJOINT

ORDER

INPUT DATAJOINTDISP

UNITY CHECK SUMMARIESELEMENT

DETAIL

FORCEAND

MOMENT

JOINTREACTION

SUPPPOSTFILE

SPECELEMINTER-

PRETECHO

UCRANGE

STRESSINT.

LOADUC

DETAIL

OPTIONS

1) 7 8)))))))))))))40 41)42 43)44 45)46 47)48 49)50 51)52 53)54 55)56 57)58 59)60 63)64 67)68 69)70 71 72

DEFAULT

COLUMNS COMMENTARY



( 8-40) SEE SACS OPTIONS LINE PART 1.

(41-42) ENTER ‘PT’ FOR AN INTERPRETIVE REPORT OF JOINT, MEMBER, AND PLATE INPUT DATA.

(43-44) ENTER ‘PT’ TO INCLUDE ALL INPUT DATA IN THE LISTING FILE OR ‘NL’ TO GENERATE THE ECHO WITHOUT LOADING DATA.

(45-46) ENTER ‘PT’ TO GENERATE JOINT DISPLACEMENT REPORTS.

(47-54) THESE REPORTS ARE CREATED ONLY IF A CODE IS INPUT IN COLUMNS 25-26.

(47-48) GENERATES UP TO THREE REPORTS FOR PLATES AND MEMBERS. REQUIRES A ‘UCPART’ LINE IN THE MODEL.

(49-50) ENTER ‘PT’ FOR A STRESS REPORT FOR THE CRITICAL LOAD CASE.

(51-52) ENTER ‘PT’ TO CREATE INTERNAL LOAD REPORT FOR THE CRITICAL LOAD CASE.

(53-54) ENTER ‘PT’ TO CREATE UC DETAIL REPORT FOR THE CRITICAL LOAD CASE.

COLUMNS COMMENTARY

(55-56) ENTER EITHER ‘PT’ FOR ELEMENT DETAILS OF ALL ELEMENTS TO BE REPORTED OR ‘SE’ FOR ONLY MEMBERS AND PLATES WITH ‘RP’ SPECIFIED ON THE ‘MEMBER’ OR ‘PLATE’ LINES.

(57-58) ENTER ‘PT’ TO CREATE A MEMBER FORCES AND MOMENTS REPORT.

(59-60) ENTER ‘PT’ TO GENERATE JOINT REACTION REPORTS.

(63-64) ENTER ‘PT’ TO CREATE A SUPPLEMENTAL POST FILE OR ‘SU’ FOR A SIMPLIFIED ULTIMATE STRENGTH FILE.

(67-68) ENTER ‘PT’ TO PRINT SPECIAL ELEMENT REPORT (PL GIRDER, STIFF. CYLINDER, STIFF. BOX) OR ‘SK’ TO SKIP THIS REPORT. DEFAULT IS ELEMENT DETAIL REPORT DESIGNATION.

(69-70) ENTER ‘JF’ TO INCLUDE JOINT FLEXIBILITY IN THE LINEAR ANALYSIS CAPABILITIES.

( 71 ) ENTER ‘6’ TO UTILIZE SIX DEGREE-OF-FREEDOM SOLID ELEMENTS. OTHERWISE, LEAVE BLANK.

( 72 ) ENTER ‘R’ TO UTILIZE A MORE ROBUST SOLID JOINT ORDERING SCHEME. LEAVE BLANK TO USE THE STANDARD SOLID JOINT ORDERING.


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LCSEL IN A1 A3 B7

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LOAD CASES A1, A3 AND B7 DEFINED IN THE SOLUTION FILE ARE TO BEINCLUDED IN THE OUTPUT REPORTS. ALL OTHER LOAD CASES ARE TO BEEXCLUDED.

LOAD CASE SELECTION INPUT

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FUNCTIONLOAD CASE SELECTION

1ST 2ND 3RD 4TH 5TH 6TH 7TH 8TH 9TH 10TH 11TH 12TH

LCSEL

1)))))) 5 7<)))))) 8 17)>20 22)>25 27)>30 32)>35 37)>40 42)>45 47)>50 52)>55 57)>60 62)>65 67)>70 72)>75

DEFAULTS IN

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS LINE IS A REPLACEMENT FOR THE LDCASE LINE AND MAY BE USED TO SPECIFY THE LOAD CASES IN THE SACS INPUT FILE THAT ARE TO BE USED FOR POST PROCESSING. THIS LINE CAN BE REPEATED AS OFTEN AS NECESSARY TO SELECT ANY OR ALL OF THE LOAD CASES.

( 7- 8) ENTER THE FUNCTION FOR THE LOAD CASE SELECTION. ‘IN’ - INCLUDE THESE LOAD CASES CODE CHECK AND OUTPUT REPORTS

‘EX’ - EXCLUDE THESE LOAD CASES CODE CHECK AND OUTPUT REPORTS

(17-75) ENTER THE LOAD CASE ID’S FOR ALL LOAD CASES TO BE SELECTED. THE LOAD CASES CAN BE IN ANY ORDER.

POST PROCESSING LOAD CASE SELECTION

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REDESIGN FILE CONS NEWF PTPT

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0.4 0.125

ALL MEMBERS WITH UNITY CHECK RATIO GREATER THAN 1.00 OR LESSTHAN 0.40 ARE TO BE REDESIGNED. THE DEFAULT SECTION LIBRARY FILE IS TO BE USED (‘FILE’ IN COLS 11-14). MEMBERS ARE TO BE DESIGNED BY MINIMUM WEIGHT FOR THE SAME OUTSIDE DIAMETER OR DEPTH. WALL THICKNESS INCREMENT IS 0.125 AND A NEW SACS MODEL FILE IS TOBE CREATED CONTAINING THE NEW MEMBER SIZES.

REDESIGN OPTION LINE (OPTIONAL)

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GENERAL PARAMETERS PRINT OPTION UNITYCHECKLOWERBOUND

TUBULAR REDESIGN PARAMETERS

REDES.OPTION

INCR.ONLY

REDES.PROCE-DURE

CREATENEWFILE

ORIGINALGRUP

SUMMARY

CRITICALMEMBERREPORT

OUTSIDEDIAMETER

INCREMENT

‘DELTA T’THICKNESSINCREMENT

D/T RATIO MIN.WALL

THICKNESS

MAX. MAJORAXIS KL/R

MAXIMUM MINIMUM

REDESIGN

1))))) 8 11)14 16)19 21)24 31)34 36))37 38))39 46<)50 51<)))55 56<)))60 61<))))65 66<))))70 71<)))75 76<))80

DEFAULTS 0.8 2.0 0.125 100.0 20.0 ‘DELTA T’ 120.0

ENGLISH IN IN IN

METRIC CM CM CM

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ LINE.

(GENERAL) THIS LINE DIRECTS POST TO RESIZE ALL MEMBER GROUPS THAT LIE OUTSIDE A SPECIFIED RANGE OF UNITY CHECKS.

THIS LINE MAY BE FOLLOWED BY OTHER REDESIGN LINES AND MAY BE SPECIFIED IN THE MODEL OR POST INPUT FILE.

( 1- 8) ENTER ‘REDESIGN’ ON THIS LINE. NO HEADER IS REQUIRED.

(11-14) ENTER ‘FILE’ IF AN EXTERNAL SECTION FILE IS TO BE USED FOR MEMBER REDESIGN SELECTION (E.G. A SACS SECTION LIBRARY FILE).

ENTER ‘NONE’ TO SUPPRESS REDESIGN IF THE ORIGINAL MODEL HAD REDESIGN OPTIONS.

NOTE: THE ‘NONE’ OPTION CAN ONLY BE USED IN A POST INPUT FILE.

(16-19) ENTER ‘INCR’ IF MEMBER SIZES ARE ALLOWED TO INCREASE ONLY. IF MEMBERS ARE ALLOWED TO DECREASE AS WELL AS INCREASE, LEAVE BLANK.

(21-24) ENTER ‘CONS’ IF MEMBERS ARE TO MAINTAIN CONSTANT DEPTH OR OUTSIDE DIAMETER.

ENTER ‘MINW’ IF MEMBER REDESIGN SELECTION IS TO BE BASED ON MINIMUM WEIGHT DESIGN.

ENTER ‘MWFD’ IF MEMBER REDESIGN SELECTION IS TO BE BASED ON MINIMUM WEIGHT WITH CONSTANT OUTSIDE DIAMETER.

ENTER ‘USER’ IF MEMBER REDESIGN SELECTION IS TO BE SPECIFIEDBY THE USER BY ORDERING THE ‘SECT’ LINES IN ASCENDING STRENGTH ORDER.

COLUMNS COMMENTARY

(31-34) ENTER ‘NEWF’ IF THE INPUT DATA IS TO BE UPDATED WITH NEW GRUP CARD IMAGES TO CREATE A NEW SACS INPUT FILE.

(36-37) ENTER ‘PT’ IF THE ORIGINAL GRUP SUMMARY REPORT IS DESIRED.

(38-39) ENTER ‘PT’ IF THE CRITICAL MEMBER REDESIGN REPORT IS DESIRED. THIS REPORT TRACKS THE REDESIGN SEQUENCE FOR THE CRITICAL MEMBER OF EACH GRUP. ENTER ‘DG’ FOR DIAGNOSTIC PRINT.

(46-50) IF THE MEMBER REDESIGN SELECTION ALLOWS FOR DECREASE IN MEMBER SIZES, THIS PARAMETER PROVIDES A LOWER BOUND FOR ALLOWABLE UNITY CHECKS.

(51-70) FOR TUBULAR MEMBERS WHOSE PROPERTIES ARE NOT SPECIFIED ON A SECT LINE, THESE MEMBERS ARE REDESIGNED BY VARYING THE OUTSIDE DIAMETER AND WALL THICKNESS ON THE GRUP LINE IMAGE USING THE FOLLOWING PARAMETERS:

(51-55) OUTSIDE DIAMETER INCREMENT.

(56-60) WALL THICKNESS INCREMENT.

(61-65) MAXIMUM ALLOWED DIAMETER TO THICKNESS RATIO.

(66-70) MINIMUM ALLOWED DIAMETER TO THICKNESS RATIO.

(71-75) MINIMUM TUBULAR WALL THICKNESS (DEFAULT = THICKNESS INCREMENT)

(76-80) ENTER THE MAJOR AXIS MAXIMUM SLENDERNESS RATIO, KL/R. THIS VALUE W WILL NOT BE EXCEEDED DURING REDESIGN.

REDESIGN OPTIONS (OPTIONAL)

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REDES2 185.0

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MEMBERS WILL BE REDESIGNED AS REQUIRED SUCH THAT NO MINOR AXISSLENDERNESS RATIO WILL EXCEED 185.0

MINOR AXIS REDESIGN LIMIT LINE

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LINELABEL

MAXIMUM MINOR AXISKL/R RATIO

PLATE GIRDER REDESIGN

LEAVE BLANKHEIGHTAND

WIDTHINCREMENT

WEB ANDFLANGE

THICKNESSINCREMENT

REDES2

1)))))))) 6 11<))))))))15 16<))))))))20 21<))))))))25 26))))))))))))))))))))))))))))))80

DEFAULT 1.0 0.125

ENGLISH IN IN

METRIC CM CM

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO IMPOSE AN UPPER LIMIT ON THE MINOR AXISSLENDERNESS RATIO, KL/R, DURING THE REDESIGN PROCESS.

( 1- 8) ENTER ‘REDES2’

(11-15) ENTER THE MAXIMUM MINOR AXIS SLENDERNESS RATIO PERMITTED DURING REDESIGN. DEFAULT VALUE IS TWICE THE MAJOR AXIS SLENDERNESS RAT IO ON THE REDESIGN LINE.

(16-20) ENTER THE INCREMENT TO BE USED FOR THE HEIGHT AND FLANGE WIDTH DURING PLATE GIRDER REDESIGN.

(21-25) ENTER THE INCREMENT TO BE USED FOR THE WEB AND FLANGE THICKNESS DURING PLATE GIRDER REDESIGN.


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REDES3 100.0 -100. 60. 50. 100. 4 0

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.

MEMBERS WILL BE REDESIGNED AS REQUIRED SUCH THAT THE D/T RATIODOES NOT EXCEED 50 FOR MEMBERS WITHIN 60 FEET OF THE WATER SURFACE.MEMBERS LOCATED BELOW A DEPTH OF 60 FEET WILL BE REDESIGNED SUCH THAT D/T DOES NOT EXCEED 40. THE WATER DEPTH IS 100.0 FEET AND THEMUDLINE ELEVATION IS -100.

D/T VS WATER DEPTH REDESIGN LINE

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LINELABEL

VERT.COORD.

WATERDEPTH

MUDLINEELEV.

FIRST ZONE SECOND ZONE THIRD ZONE FOURTH ZONE FIFTH ZONE

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO IO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

REDES3

1)) 6 7)) 8 9<))14 15<))20 21<))26 27<))32 33<))38 39<))44 45<))50 51<))56 57<))62 63<))68 69<))74 75<))80

DEFAULT ‘+Z’

ENGLISH FT FT FT FT FT FT FT

METRIC M M M M M M M

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO IMPOSE AN UPPER LIMIT ON THE DIAMETER TO THICKNESS RATIO AS A FUNCTION OF WATER DEPTH.


( 7- 8) ENTER THE VERTICAL COORDINATE DIRECTION (POSITIVE UP). VALID ENTRIES ARE ‘+X’,‘-X’,‘+Y’,‘-Y’,‘+Z’,‘-X’ WITH THE DEFAULT BEING ‘+Z’.

( 9-14) ENTER THE WATER DEPTH FOR THIS STRUCTURE.

(15-20) ENTER THE MUDLINE ELEVATION OF THE STRUCTURE. (VERTICAL COORDINATE OF THE MUDLINE)

(21-80) ENTER THE DEPTH VERSUS MAXIMUM ALLOWABLE DIAMETER TO THICKNESS RATIOS IN ORDER OF INCREASING DEPTHS. IF THE FIRST DEPTH ENTRY IS GREATER THAN ZERO, THEN THE FIRST D/T ENTRY WILL BE USED DOWN TO THAT DEPTH. IF THE LAST DEPTH ENTRY IS LESS THAN THE MAXIMUM DEPTH OF A MEMBER, THEN THE LAST D/T VALUE WILL BE USED FOR ALL OCCURRENCES BELOW THAT DEPTH. A LINEAR INTERPOLATION VALUE FOR D/T WILL BE USED FOR MEMBERS LYING BETWEEN TWO DEPTH ENTRIES.

D/T VERSUS DEPTH REDESIGN LINE

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REDES4 APIN 48.0

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950. 1350. 1200.

API CRITERIA IS TO BE USED FOR RING DETERMINATION. TUBULARS WITH DIAMETER GREATER THAN 48.0 ARE TO HAVE INTERNAL RINGS. TUBULARSWITH DIAMETER LESS THAN 48.0 ARE TO HAVE EXTERNAL RINGS. THE COST FOR MEMBERS WITHOUT RINGS IS $950./LB, $1350./LB FOR INTERNAL RINGS AND $1200./LB FOR EXTERNAL RINGS.

ADDITIONAL TUBULAR REDESIGN DATA LINE

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LINELABEL

REDESIGNPROCEDURE

CAPPEDEND

FORCESMETHOD

HOOPCOMPRESSION

SAFETYFACTOR

RINGDIAMETER

CUTOFF

MATERIALDENSITY

RING REDESIGN PARAMETERS COST PARAMETERSLEAVEBLANKHEIGHT

INCREMENTTHICK.

INCREMENTRINGTYPE

TUBULARINTERNAL

RINGSEXTERNAL

RINGS

REDES4

1))) 6 8)))10 11 12<)))16 17<)))22 23<)))28 29<)))33 34<)))38 39)))41 47<)))53 54<)))60 61<)))67 68)80

DEFAULT API N 2.0 36.0 490.0 0.5 0.125

ENGLISH INCHES LB/CU.FT. INCHES INCHES $/TON $/TON $/TON

METRIC(KG) CM TONNE/CU.M. CM CM $/TONNE $/TONNE $/TONNE

METRIC(KN) CM TONNE/CU.M. CM CM $/TONNE $/TONNE $/TONNE

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO PROVIDE OVERALL PARAMETERS FOR USE IN TUBULAR MEMBER REDESIGN PROCEDURE.


( 8-10) SELECT THE REDESIGN PROCEDURE TO BE USED. ‘API’ - API RP 2A ‘LOH’ - BASED ON OTC PAPER 6310 BY MR. J.T. LOH

(11) SELECT THE METHOD FOR HANDLING CAPPED END FORCES: ‘I’ - CAPPED END FORCES INCLUDED IN STRUCTURAL

ANALYSIS. ‘N’ - CAPPED END FORCES NOT INCLUDED IN STRUCTURAL

ANALYSIS.

(12-16) ENTER THE HOOP COMPRESSION SAFETY FACTOR.

(17-22) ENTER THE TUBULAR OUTSIDE DIAMETER TO AUTOMATICALLY DETERMINE THE RING TYPE. TUBULAR MEMBERS HAVING DIAMETERS GREATER THAN THIS VALUE WILL HAVE INTERNAL RINGS, OTHERWISE THE RINGS WILL BE EXTERNAL. THE RING LOCATION CAN BE OVERRIDDEN AT THE GRUP LEVEL.

COLUMNS COMMENTARY

(23-28) ENTER THE MATERIAL DENSITY.

(29-33) ENTER THE RING HEIGHT INCREMENT USE IN DESIGN OF RINGS.

(34-38) ENTER THE RING THICKNESS INCREMENT USE IN DESIGN OF RINGS.

(39-41) ENTER THE RING TYPE: ‘INT’ - INTERNAL RINGS ‘EXT’ - EXTERNAL RINGS ‘NOR’ - NO RINGS LEAVE BLANK FOR AUTOMATIC RING LOCATION DETERMINED

BY OUTSIDE DIAMETER.

(47-53) ENTER THE COST OF THE TUBULAR MEMBERS WITHOUT RINGS.

(54-60) ENTER THE COST OF INTERNAL RINGS.

(61-67) ENTER THE COST OF EXTERNAL RINGS.


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HYDRO 7Z EXT 250.0 0.0

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1.5

AN API RP2A HYDROSTATIC COLLAPSE CHECK IS TO BE PERFORMED INCLUDING THE EFFECTS OF MEMBER STRESSES. EXTERNAL RINGS ARE TO BE DESIGNEDAND A SAFETY FACTOR OF 1.5 IS TO BE USED. THE WATER DEPTH IS 250FEET AND THE MUDLINE ELEVATION IS 0.0.

HYDROSTATIC COLLAPSE OPTION LINE (OPTIONAL)

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LINELABEL

VERTICALCOORDINATE

CODESELECTION

RINGLOCATION

‘EXT’OR

‘INT’

PRINTOPTION

REDESIGNOPTION

INCLUDE INSACS IV UC

ANDMARINE OPTION

WATERDEPTH

MUDLINEELEVATION

AXIALCOMPRESSION

SAFETYFACTOR

WATERDENSITY

REDESIGN INCREMENTS

RINGHEIGHT

INCREMENT

RING ORMEMBER

THICKNESSINCREMENT

HYDRO

1)) 4 7))> 8 9))10 11))13 14))15 16))17 20 21<))30 31<))40 41<))50 51<))60 61<))70 71<))80

DEFAULT +Z AP EXT SM 2.0 64.2 ENGL 0.5 ENGL 0.125 ENGL

ENGLISH FT FT LB/CU.FT IN IN

METRIC M M TONNE/CU.M CM CM

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ INPUT LINE.

GENERAL THIS LINE IS USED TO PERFORM A HYDROSTATIC COLLAPSE ANALYSIS.

( 1- 5) ENTER ‘HYDRO’ ON THIS LINE. NO HEADER IS REQUIRED.

( 7- 8) STRUCTURAL VERTICAL COORDINATE (POSITIVE UP). OPTIONS ARE + OR - X, Y, OR Z. THE + SIGN NEED NOT BE ENTERED; +Z IS THE DEFAULT.

( 9-10) ENTER THE CODE CHECK DESIRED. OPTIONS ARE: ‘AP’ - API-RP2A (WSD OR LRFD FROM ‘OPTIONS’ LINE) ‘DN’ - DNV RULES ‘DC’ - DANISH CODE ‘NP’ - NORWEGIAN PETROLEUM DIRECTORATE

(11-13) ENTER THE TYPE OF RINGS TO BE DESIGNED. OPTIONS ARE: ‘EXT’....EXTERNAL FLATBAR RINGS ‘INT’....INTERNAL FLATBAR RINGS

(14-15) ENTER ‘SM’ FOR PRINT WITH ONLY UNITY CHECKS GREATER THAN 1.0. ‘MN’ FOR MINIMUM PRINT WITH ONLY THE MAXIMUM UNITY

CHECK. ‘FL’ FOR FULL PRINT.

(16-17) REDESIGN IS PERFORMED BY CHANGING THE TUBE THICKNESS, OR BY INCORPORATING FLATBAR RINGS (AISC) OR TEE RINGS (DNV). ENTER THE DESIRED DESIGN OPTION:

‘NO’ - NO REDESIGN ‘TH’ - TUBE THICKNESS CHANGE ‘RG’ - RING DESIGN ‘RT’ - RING DESIGN AND TUBE THICKNESS CHANGE

COLUMNS COMMENTARY

( 20 ) ENTER ‘I’ OR ‘R’ IF HYDROSTATICS ARE TO BE INCLUDED IN MEMBER UNITY CHECKS. HYDROSTATIC AXIAL LOAD COMPONENT IS SUBTRACTED FROM TOTAL AXIAL LOAD FOR RATIONAL METHOD.

ENTER ‘S’ IF AXIAL HYDROSTATIC LOADS ARE TO BE DELETED FROM ONLY EULER BUCKLING AMPLIFICATION FOR THE RATIONAL METHOD.

(21-30) ENTER THE WATER DEPTH. DEFAULT IS 0.0 EXCEPT FOR ‘SEASTATE’ ANALYSIS WHERE THE DEFAULT VALUE IS ON THE ‘LDOPT’ LINE.

(31-40) ENTER LOCATION OF MUDLINE WITH RESPECT TO THE VERTICAL COORDINATE ORIGIN. THE DEFAULT VALUE IS 0.0 EXCEPT FOR SEASTATE ANALYSIS WHERE THE DEFAULT VALUE IS THE ‘LDOPT’ VALUE.

(41-50) THIS INFORMATION IS USED IF ‘AP’ OR ‘BLANK’ IS IN COLUMNS 9-10.

THE USER MAY ENTER A SAFETY FACTOR FOR AXIAL COMPRESSION. API-RP2A REQUIRES A FACTOR BETWEEN 1.67 AND 2.0. IF LEFT BLANK A VALUE OF 2.0 IS USED.

(51-60) ENTER THE WATER DENSITY.

(61-80) ENTER THE DIMENSION INCREMENTS TO BE APPLIED AT EACH REDESIGN ITERATION.

HYDROSTATIC COLLAPSE OPTIONS (OPTIONAL)

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HYDRO2 UCL 0.9

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1.5

ONLY HYDROSTATIC COLLAPSE RESULTS WITH A UNITY CHECK GREATERTHAN 0.90 ARE TO BE REPORTED.

ADDITIONAL HYDROSTATIC COLLAPSE OPTIONS

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LINELABEL

UNITYCHECKLEVELOPTION

UNITYCHECKLEVEL

CUTOFF

RINGSPACINGOPTION

IMPERFECTIONREDUCTION

FACTORLEAVE BLANK

HYDRO2

1) 6 8))>10 11<))15 16))17 18<))))))22 23))))))))))))))))))))))))))))))))))))))))))))80

DEFAULTS 0.8 ‘ML’ 0.8

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘HYDRO’ INPUT LINE.

GENERAL THIS LINE DIRECTS PROVIDES SACS ADDITIONAL INFORMATION TO CHECK HYDROSTATIC COLLAPSE CHECK ON TUBULAR MEMBERS.

( 1- 6) ENTER ‘HYDRO2’ ON THIS LINE. THIS IS A ONE LINE SET WITHOUT A HEADER.

( 8-10) IF UNITY CHECKS ONLY ABOVE A SPECIFIC LEVEL IS TO BE INCLUDED IN THE OUTPUT, ENTER ‘UCL’ HERE.

(11-15) ENTER THE UNITY CHECK LEVEL CUTOFF VALUE.

(16-17) ENTER ‘ML’ TO USE MEMBER LENGTH AS INITIAL RING SPACING. ENTER ‘IN’ TO USE INFINITE LENGTH AS THE INITIAL RING SPACING.

(18-22) ENTER THE GEOMETRIC IMPERFECTION REDUCTION FACTOR USED TO DETERMINE BUCKLING STRESS.

HYDROSTATIC COLLAPSE OPTIONS (CONTINUED)

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WDEPTH 4 175.0

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HYDROSTATIC COLLAPSE FOR LOAD CASE 4 WILL BE CHECKED FOR A WATER DEPTH OF 175.0 FEET. THE DEFAULT WATER DEPTH SPECIFIED ON THE HYDROLINE WILL BE USED FOR ALL OTHER LOAD CASES.

WATER DEPTH OVERRIDE LINE

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LINELABEL

FIRST LOADCONDITION

SECOND LOADCONDITION

THIRD LOADCONDITION

FOURTH LOADCONDITION

FIFTH LOADCONDITION

SIXTH LOADCONDITION

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

WDEPTH

1)) 6 9))>12 13<))19 20))>23 24<))30 31))>34 35<))41 42))>45 46<))52 53))>56 57<))63 64))>67 68<))74

DEFAULTS

ENGLISH FT FT FT FT FT FT

METRIC M M M M M M

COLUMNS COMMENTARY

(GENERAL) THE ‘WDEPTH’ LINES ALLOW THE USER TO OVERRIDE,FOR ANY LOAD CONDITION OR LOAD COMBINATION, THE WATER DEPTHUSED IN THE HYDROSTATIC COLLAPSE ANALYSIS AND CODE CHECKS WHERE APPLICABLE. THE DEFAULT WATER DEPTH IS TAKEN FROM THE THE HYDRO LINE FOR ALL LOAD CASES. IF NO HYDRO LINE IS ENTERED, THEN THE DEFAULT WATER DEPTH FOR EACH LOAD CASE IS ZERO.

( 1- 6) ENTER ‘WDEPTH’ ON EACH LINE OF THIS SET. A HEADER LINE IS NOT REQUIRED.

( 9-12) ENTER THE LOAD CONDITION OR LOAD COMBINATION NUMBER IN WHICH THE WATER DEPTH IS TO BE MODIFIED.

(13-19) ENTER THE WATER DEPTH FOR THIS LOAD CASE.

(20-30)

(31-41)

. ALL ADDITIONAL ENTRIES ARE SIMILAR. THE INPUT DATA IN THIS LINE

. SET TERMINATES WHEN A BLANK FIELD IS READ.

.

(64-74)

LOAD CASE WATER DEPTH OVERRIDE LINE

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WHEAD S4 175. 35. 512.

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HYDROSTATIC COLLAPSE FOR LOAD CASE S4 WILL BE CHECKED FOR HYDROSTATIC PRESSURE DETERMINED BASED ON API CRITERIA. THE WATER DEPTH IS 175.0THE WAVE HEIGHT 35 AND THE LENGTH 512.

HYDROSTATIC HEAD DATA

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LINELABEL

LOADCONDITION

NAME

WATERDEPTH

WAVEHEIGHT

WAVELENGTH

LEAVE BLANK

WHEAD

1))))) 5 7)))))10 11<)))))18 19<)))))26 27<)))))34 35)))))))))))))))))))))))))))))))80

DEFAULTS

ENGLISH FT FT FT

METRIC M M M

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘HYDRO’ INPUT LINE IF IT EXISTS.

GENERAL THIS LINE PROVIDES ADDITIONAL INFORMATION REQUIRED TO CALCULATE THE HYDROSTATIC PRESSURE, USED FOR HYDROSTATIC COLLAPSE, ACCORDING TO API RP2A CRITERIA.

( 1- 5) ENTER ‘WHEAD’. NO HEADER IS REQUIRED.

( 7-10) ENTER THE LOAD CONDITION NAME. NOTE: THIS 4 CHARACTER NAME MUST MATCH THE NAME

SPECIFIED ON THE “LOADCN” LINE DEFINING THE LOAD CASE INCLUDING ANY BLANK CHARACTERS.


(19-26) ENTER THE WAVE HEIGHT FOR THIS LOAD CASE.

(27-34) ENTER THE WAVE LENGTH FOR THIS LOAD CASE.

HYDROSTATIC HEAD PROPERTIES

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UCPART 0.0 0.8 0.8 1.0 1.0

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UNITY CHECK RESULTS ARE TO BE PARTITIONED AND REPORTED BY RANGE.THE FIRST RANGE IS FOR ALL GROUPS WHOSE UC RATIO IS LESS THAN 0.8.GROUPS WITH UC RATIO BETWEEN 0.80 AND 1.0 ARE TO BE REPORTED IN THE SECOND PARTITION. THE THIRD PARTITION CONTAINS MEMBER GROUPS WITH UC RATIO GREATER THAN 1.0.

UNITY CHECK PARTITION LINE (OPTIONAL)

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LINELABEL

FIRST UNITY CHECK PARTITION SECOND UNITY CHECK PARTITION THIRD UNITY CHECK PARTITION

LOWERLIMIT

UPPERLIMIT

LOWERLIMIT

UPPERLIMIT

LOWERLIMIT

UPPERLIMIT

UCPART

1)))))))) 6 11<))))))))15 16<))))))))20 21<))))))))25 26<))))))))30 31<))))))))35 36<))))))))40

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ LINES.

(GENERAL) THE GROUP SUMMARY REPORT PRINTS ALL ELEMENTS HAVING UNITY CHECKS THAT FALL WITHIN DEFINED LIMITS. THESE LIMITS CAN BE CHANGED FROM THEIR DEFAULT VALUES BY USING THIS LINE. THE DEFAULT VALUES PRODUCE THE FOLLOWING REPORT PARTITIONS.

(A) ALL ELEMENTS HAVING UNITY CHECKS GREATER THAN 1.33 (B) ALL ELEMENTS HAVING UNITY CHECKS GREATER OR EQUAL

TO 1.0 BUT LESS THAN 1.33 (C) ALL ELEMENTS WITH UNITY CHECKS LESS THAN 0.5

( 1- 6) ENTER ‘UCPART’ ON THIS LINE. THIS IS A ONE LINE SET WITHOUT A HEADER LINE.

(11-15) ALL ELEMENTS HAVING UNITY CHECKS GREATER THAN THIS VALUE WILL BE REPORTED.

(16-20) ALL ELEMENTS HAVING UNITY CHECKS LESS THAN THIS VALUE WILL BE REPORTED. IF THIS VALUE IS LEFT BLANK, INFINITY WILL BE USED.

NOTE IF BOTH THE LOWER AND UPPER LIMIT VALUES ARE OMITTED THEN THAT REPORT WILL BE SKIPPED.

(21-30) SAME AS COLUMNS 11-20



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AMOD

AMOD ST22 1.33 ST23 1.33 ST24 1.333

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ALLOWABLE STRESSES CALCULATED BY THE PROGRAM SHALL BE INCREASEDBY ONE THIRD FOR LOAD COMBINATIONS ST22, ST23 AND ST24.

ALLOWABLE STRESS MODIFIER LINE

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LINELABEL

FIRST LOAD CASE SECOND LOAD CASE THIRD LOAD CASE FOURTH LOAD CASE FIFTH LOAD CASE SIXTH LOAD CASE SEVENTH LOAD CASE

LOADCASENAME

ALLOWABLEOR MATERIAL

FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

AMOD

1) 4 8))>11 13<))17 18))>21 23<))27 28))>31 33<))37 38))>41 43<))47 48))>51 53<))57 58))>61 63<))67 68))>71 73<))77

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

(GENERAL) AISC/API WSD CODE - THE ‘AMOD’ LINE ALLOWS THE USER TO MODIFYTHE ALLOWABLE STRESSES FOR ANY LOAD CASE OR LOAD COMBINATIONFOR CODE CHECKING.

NORSOK CODE - THIS LINE IS USED TO SPECIFY EITHER ULS OR ALS MATERIAL FACTORS FOR EACH LOAD CASE OR COMBINATION. ENTER 1.0 FOR ULS LOAD CASES OR 2.0 FOR ALS LOAD CASES. THE DEFAULT IS ULS FOR ALL LOAD CASES.

NPD CODE - THIS LINE IS USED TO SPECIFY THE MATERIAL FACTOR FOR ALL LOAD CASES OR COMBINATIONS. DEFAULT FACTOR IS 1.15.

( 1- 4) ENTER ‘AMOD’ ON EACH LINE OF THIS SET. FIRST LINE IN THIS SET SHOULD CONTAIN THE WORD ‘AMOD’ AS A HEADER.

( 8-11) ENTER THE LOAD CASE OR LOAD COMBINATION NAME WHERE THE ALLOWABLE STRESS MODIFIER OR MATERIAL FACTOR IS TO BE SPECIFIED. BASIC LOAD CASE FACTORS DO NOT EFFECT ANY LOAD COMBINATION USING THOSE BASIC LOAD CASES.

(13-17) ENTER THE ALLOWABLE STRESS MODIFIER OR MATERIAL FACTOR. FOR EXAMPLE A ONE-THIRD INCREASE IN ALLOWABLE STRESS IS INPUT AS 1.333.

FOR NORSOK OR NPD CODE, ENTER THE MATERIAL FACTOR TO BE USED FOR THIS LOAD CASE.

(18-21) (23-27) . FOR AISC/API WSD OR NORSOK/NPD, ENTER THE LOAD CASE NAMES . AND THE APPROPRIATE ALLOWABLE STRESS MODIFIERS OR MATERIAL . FACTORS FOR EACH LOAD CASE DESIRED. THE INPUT DATA IN THIS . LINE TERMINATES WHEN A BLANK FIELD IS READ.(68-71) (73-77)

ALLOWABLE STRESS MODIFIER/MATERIAL FACTOR

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BRACE 101 109KY 109 110 109 112 0.8 1

BRACE 105 109KY 109 110 109 112 0.8 1

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1.21

1.21

MEMBERS 101-109 AND 105-109 ARE CHORD MEMBERS OF A K-BRACE WHOSE LOCALY AXIS IS IN THE PLANE OF THE K-BRACE. FOR LOAD CASES WHERE THE MEMBERSARE IN COMPRESSION AND MEMBERS 109-110 AND 109-112 ARE IN TENSION, THEK-FACTOR IS 0.8 AND THE BUCKLING LENGTH IS 11.21 WHEN CALCULATING THEBUCKLING CAPACITY ABOUT THE LOCAL Y AXIS.

BRACE DATA

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LINELABEL

MEMBER BRACE DETAILS

LEAVE BLANKBEGINJOINT

ENDJOINT

BRACETYPE

LOCAL AXISIN BRACE

PLANE

1ST MEMBER 2ND MEMBERK

FACTOREFFECTIVE

LENGTHBEGINJOINT

ENDJOINT

BEGINJOINT

ENDJOINT

BRACE

1)) 5 7))>10 11))>14 15))45 16 17))>20 21))>24 25))>28 29))>32 33<))38 39<))45 46)))))))))))))))))80

DEFAULTS Z

ENGLISH FT

MET(KN) M

MET(KG) M

COLUMNS COMMENTARY

(GENERAL) THIS LINE IS USED TO INPUT BRACE DETAILS SO THAT ALTERNATE “K” FACTORS AND EFFECTIVE BUCKLING LENGTHS CAN BE USED TO CALCULATE THE ALLOWABLES FOR BUCKLING OUT OF THE BRACE PLANE WHEN THE MEMBER IS ACTING AS A CHORD OF A “K” BRACE OR AS PART OF AN “X” BRACE.

( 1- 5) ENTER ‘BRACE’.

( 7-14) ENTER THE MEMBER BEGIN AND END JOINTS.

( 15 ) SELECT EITHER ‘K’ OR ‘X’ FOR K-BRACE OR X-BRACE RESPECTIVELY.

( 16 ) ENTER THE LOCAL MEMBER AXIS THAT LIES IN THE PLANE OF THE BRACE.

NOTE: ALLOWABLES FOR BUCKLING ABOUT THIS AXIS WILL BE CALCULATED BASED ON DATA SPECIFIED IN COLUMNS 17-45.

(17-24) ENTER THE 1ST MEMBER THAT WILL BE CHECKED FOR TENSION.

(25-32) ENTER THE 2ND MEMBER THAT WILL BE CHECKED FOR TENSION. THE SECOND MEMBER IS REQUIRED FOR K-BRACES AND IS OPTIONAL FOR X-BRACES.

(33-38) ENTER THE K-FACTOR TO BE USED FOR BUCKLING ALLOWABLE WHEN THE REFERENCE MEMBER(S) ARE IN TENSION. DEFAULT IS 0.9 FOR X-BRACE AND 0.8 FOR K-BRACE.

(39-45) ENTER THE EFFECTIVE LENGTH TO BE USED IN THE BUCKLING ALLOWABLE CALCULATION. LEAVE BLANK TO USE THE ACTUAL LENGTH.

BRACE DESIGNATION DATA

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JNTSEL E 101 201 301 208

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JOINTS 101, 201, 301 AND 208 WILL BE EXCLUDED FROM THE OUTPUT.ELEMENTS CONNECTED TO THESE JOINTS WILL ALSO BE EXCLUDED.

JOINT SELECTION LINE

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LINELABEL

SELECTIONTYPE

JOINT SELECTION

1ST 2ND 3RD 4TH 5TH 6TH 7TH 8TH 9TH 10TH 11TH 12TH 13TH 14TH

JNTSEL

1))))))) 6 8 12)15 17)20 22)25 27)30 32)35 37)40 42)45 47)50 52)55 57)60 62)65 67)70 72)75 77)80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF JOINTS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS. ONLY THOSE ELEMENTS THAT ARE CONNECTED TO THE INCLUDED JOINTS WILL BE INCLUDED ON THE RESULTING POSTFILE.

( 8 ) ENTER ‘I’ TO INCLUDE THESE JOINTS OR ‘E’ TO EXCLUDE. ALL JOINT SELECTIONS SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(12-80) ENTER THE JOINTS TO BE SELECTED.

JOINT SELECTION DATA

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MEMSEL I 103 456 234 789

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ONLY MEMBERS 103-456 AND 234-789 ARE TO BE INCLUDED IN MEMBERREPORTS.

MEMBER SELECTION LINE

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LINELABEL

SELECTIONTYPE

MEMBER SELECTION

1ST MEMBER 2ND MEMBER 3RD MEMBER 4TH MEMBER 5TH MEMBER 6TH MEMBER 7TH MEMBER 8TH MEMBER

JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B

MEMSEL

1)) 6 8 10)13 14)17 19)22 23)26 28)31 32)35 37)40 41)44 46)49 50)53 55)58 59)62 64)67 68)71 73)76 77)80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF MEMBERS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS.

( 8 ) ENTER ‘I’ TO INCLUDE THESE MEMBERS OR ‘E’ TO EXCLUDE. ALL MEMBER SELECTIONS SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(10-78) ENTER THE MEMBER END JOINTS.

MEMBER SELECTION DATA

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MGRPSL I LG1 LG5

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ONLY MEMBERS IN GROUPS ‘LG1’ AND ‘LG5’ ARE TO BE INCLUDED INMEMBER REPORTS.

MEMBER GROUP SELECTION LINE

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LINELABEL

SELECTIONTYPE

MEMBER GROUP ID SELECTIONLEAVE BLANK

1ST 2ND 3RD 4TH 5TH 6TH 7TH 8TH 9TH 10TH 11TH 12TH 13TH 14TH 15TH

MGRPSL

1))))) 6 8 10)12 14)16 18)20 22)24 26)28 30)32 34)36 38)40 42)44 46)48 50)52 54)56 58)60 62)64 66)68 69))))80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF MEMBER GROUPS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS.

( 8 ) ENTER ‘I’ TO INCLUDE THESE MEMBER GROUPS OR ‘E’ TO EXCLUDE. ALL MEMBER GROUP SELECTION SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(10-68) ENTER THE MEMBER GROUP ID’S.

MEMBER GROUP ID SELECTION DATA

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SPAN X_BEAM C 101 102 161 162 22 1

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222

JOINTS 101, 102, 161, 162, 221 AND 222 ARE DESIGNATED AS A SPAN FORSERVICEABILITY CHECKING. THIS SPAN IS TREATED AS A CANTILEVER,MEANING ALL JOINT DISPLACEMENTS ARE CHECKED AGAINST THE DISPLACEMENTOF JOINT 101, THE FIRST JOINT OF THE SPAN.

SPAN DESIGNATION LINE

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LINELABEL

SPANID

CANTILEVEROPTION

SPAN JOINTS


SPAN

1))))) 4 6)))))>13 14 17)>20 22)>25 27)>30 32)>35 37)>40 42)>45 47)>50 52)>55 57)>60 62)>65 67)>70 72)>75

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO DESIGNATE THE MEMBERS CONSIDERED AS A SPAN FOR SERVICEABILITY CHECK REPORT. THIS LINE CAN BE REPEATED AS OFTEN AS NECESSARY TO SELECT AS MANY SPANS AS REQUIRED.

( 6-13) ENTER THE SPAN IDENTIFICATION. THIS IS USED ONLY FOR REPORTING PURPOSES. IF MORE THAT 12 JOINTS ARE TO BE USED, CONTINUE ON THE NEXT LINE WITH THE SPAN ID LEFT BLANK.

( 14 ) ENTER ‘C’ IF THIS SPAN IS CONSIDERED A CANTILEVER.

(17-75) ENTER THE JOINTS IN ORDER OF THE OCCURRENCE IN THE SPAN.

POST PROCESSING SPAN DESIGNATION

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LCOMB

LCOMB CB09 AAA1 1.1 AAA2 1.0 AAA7 1.0

LCOMB CB10 AAA1 1.1 AAA2 1.0 AAA7 0.7 5

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AAA8 0.75

LOAD COMBINATION CB09 CONSISTING OF 110% OF LOAD CASE AAA1 AND100% OF LOAD CASES AAA2 AND AAA7 ALONG WITH LOAD COMBINATION CB10CONSISTING OF 110% OF LOAD CASE AAA1, 100% LOAD CASE AAA2 AND 75% OF LOAD CASES AAA7 AND AAA8 ARE SPECIFIED.

LOAD COMBINATION LINE

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LINELABEL

COMBIN-ATIONNAME

FIRST LOADCOMPONENT

SECOND LOADCOMPONENT

THIRD LOADCOMPONENT

FOURTH LOADCOMPONENT

FIFTH LOADCOMPONENT

SIXTH LOADCOMPONENT

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LCOMB

1)) 5 7)))>10 12)))>15 16<)21 22)))>25 26<)31 32)))>35 36<)41 42)))>45 46<)51 52)))>55 56<)61 62)))>65 66<)71

DEFAULTS 1.0 1.0 1.0 1.0 1.0 1.0

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION LOAD COMBINATIONS FOLLOW THE BASIC LOAD CONDITION DATA.

(GENERAL) THIS LINE ENABLES THE USER TO GENERATE NEW LOAD CONDITIONS, EACH DEFINED AS A LINEAR COMBINATION OF FROM ONE TO FORTY EIGHT BASIC AND/OR OTHER COMBINED LOAD CONDITIONS FOR THIS ANALYSIS.

( 1- 5) ENTER “LCOMB” ON ALL LINES DEFINING COMBINATIONS. A HEADER WITH “LCOMB” ONLY MUST PRECEDE ANY LOAD COMBINATION DATA.

( 7-10) ENTER THE NAME FOR THE LOAD COMBINATION BEING DEFINED.

(12-15) ENTER THE NAME OF THE LOAD CASE OR COMBINATION TO BE USED AS THE FIRST LOAD COMPONENT DEFINING THIS COMBINATION.

THE LOAD CONDITIONS BEING COMBINED MAY BE ENTERED IN RANDOM ORDER.

(16-21) ENTER THE FRACTION OF THE FIRST LOAD CASE TO BE INCLUDED IN THIS COMBINATION.

(22-71) REPEAT AS NECESSARY FOR THE REMAINING COMPONENTS MAKING UP THIS COMBINATION.

THIS LINE MAY BE REPEATED TO ENTER A TOTAL OF FORTY EIGHT LOAD COMPONENTS FOR EACH COMBINATION. EACH ADDITIONAL LCOMB LINE MUST HAVE THE LOAD COMBINATION NAME SPECIFIED IN COLUMNS 7-10.

LOAD COMBINATION INPUT

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END

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THE END OF THE POST INPUT FILE IS DESIGNATED WITH THE ‘END’LINE.

END LINE

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LINELABEL REMAINDER OF THIS LINE LEFT BLANK

END

1) 3 4))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))80

COLUMNS COMMENTARY

LOCATION THIS LINE IS THE LAST LINE IN THE POST INPUT FILE.

(GENERAL) THE ‘END’ LINE TERMINATES THE DATA READ BY THE PROGRAM AND IS REQUIRED.

END LINE


SACS®Post

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SACS®Post

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3.2 SOLUTION FILE UTILITY

When using the Post program to create a new solution file, a SACS common solution filecontaining member internal loads is required. Post data must be specified using a Postinput file.

Post processing data specified directly in the model is saved in the common solution fileand used as defaults for post processing. Any data specified in a Post input file overridesthe default data.

The table below shows the standard input lines used to perform solution file utilities.

INPUT LINE DESCRIPTION

PSTOPT* Post file utility options

OPTIONS Stress, code check and output report options

LCSEL Specifies output load cases

REDESIGN Specifies general redesign parameters

REDES2 Designates min Kl/r and plate girder increments

REDES3 Allows D/t vs. Depth to be designated

REDES4 Ring stiffener design parameters

HYDRO Specifies hydrostatic collapse analysis options

HYDRO2 Additional hydrostatic collapse options

WDEPTH* Hydrostatic collapse load case water depth override

WHEAD* Hydrostatic head properties

UCPART Allows specification of UC output ranges

AMOD Allows changes to allowable stress modifiers

SECT Overrides section property dimensions for existing section label

GRUP Overrides group properties or designates a group to be retainedin the extracted solution file

MEMBER Overrides member properties or designates to be retained in theextracted solution file

BRACE* Brace designation data

JNTSEL Designates joints to be included or excluded from output reports

MEMSEL Designates members include or exclude from output reports

MGRPSL Member groups to be included or excluded from output reports


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SPAN Designates joint sets for displacement serviceability checking

LCOMB Creates new combination for post processing

END Designates end of Post input data

Note: The PSTOPT and END line are the only required lines. All otherPost input lines are optional.


SACS®Post

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PSTOPT EXT ECH NST

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A NEW POST FILE IS TO BE CREATED. ONLY MEMBERS WHOSE GROUP LINES AREDESIGNATED ARE TO BE RETAINED IN THE NEW SOLUTION FILE. INPUT ECHO ISALSO DESIRED AND NO ELEMENT SORTING IS TO BE PERFORMED.

POST FILE UTILITIES OPTIONS LINE

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LINELABEL

PROGRAMMODE

OPTIONNUMBER

ONE

OPTIONNUMBER

TWO

OPTIONNUMBERTHREE

OPTIONNUMBER

FOUR

OPTIONNUMBER

FIVE

OPTIONNUMBER

SIX

OPTIONNUMBERSEVEN

OPTIONNUMBER

EIGHT

OPTIONNUMBER

NINELEAVE THIS FIELD BLANK

PSTOPT

1)))) 6 8))10 12))14 16))18 20))22 24))26 28))30 32))34 36))38 40))42 44))46 47)))))))))))))80

DEFAULT ‘MOD’

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED ONLY WHEN POST FILE UTILITIES ARE TO BE PERFORMED. THIS LINE IS ALWAYS REQUIRED FOR PROGRAM EXTRACT MODE BUT ONLY REQUIRED FOR MODIFY MODE WHEN SPECIAL REPORTS OR OPTIONS AVAILABLE ON THIS LINE ARE TO BE PERFORMED.

( 8-10) PROGRAM MODE. LEAVE BLANK OR ENTER ‘MOD’ FOR MODIFICATION MODE. ALL MEMBERS ARE RETAINED IN THE NEW SOLUTION FILE.

ENTER ‘EXT’ FOR EXTRACTION MODE WHERE ONLY THOSE MEMBERS THAT ARE SPECIFIED ON SUBSEQUENT GRUP AND/OR MEMBER LINES ARE RETAINEDIN THE NEW SOLUTION FILE.

(12-44) ENTER ANY OF THE FOLLOWING OPTIONS

‘NOX’... NO EXECUTE; THE UPDATED BINARY SOLUTION FILE IS CREATED, BUT NO FURTHER POST PROCESSING IS DONE.

‘NLB’... NO LOCAL BUCKLING ANALYSIS WILL BE DONE FOR TUBULARS.

‘AJT’... BRACE STRESSES AND UNITY CHECKS WILL BE EVALUATED AT THE FACE OF THE CHORD INSTEAD OF AT THE NODES.

‘MOR’... A MEMBER OVERRIDE REPORT LISTING THE MODIFIED MEMBER PROPERTIES WILL BE PRINTED.

‘ECH’... INPUT ECHO; THE INPUT LINES TO ‘POST’ WILL BE LISTED.

‘NPT’... THE MODIFIED MEMBER PROPERTIES REPORT WILL NOT BE PRINTED.

‘NST’... IF THE GRUP AND MEMBER LINES ARE INPUT IN THE SAME ORDER AS THE ORIGINAL SACS INPUT FILE.

POST FILE UTILITIES OPTION DATA

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OPTIONS EN SDUC 2 1

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PT PT PTPTPT PT



SACS OPTIONS LINE

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LINELABEL

SUPERELEMENT

UNITS

2ND

ORDER

STIFFNESSANALYSIS

STRESSANALYSIS

MEMBERSTRESS

DIVISIONSCb

EXCLUDEMOMENT

MAG

PLATEPANELCHECK

PLATEELEMENT

LRFDOR

SLENDERSEE OPTIONS LINE PART 2

INP OUT‘EN’‘MN’‘ME’

EXCLUDEMEMBER

RELEASES

INCLUDESHEAR

DEFORM

CODECHECK

OPTIONS

STRESSOPTIONS

CONST VARYDKTOPT

PLATECHECK

OPTIONS

1) 7 9 10 14)15 17)18 21)22 23)24 25)26 27)28 29)>30 31)>32 33 34 35 36)37 38)39 40 41)))))))))))))80

DEFAULT EN 1 1 A

COLUMNS COMMENTARY



( 9 ) ENTER ‘I’ IF A SUPER-ELEMENT IS TO BE INPUT FROM A FILE.

( 10 ) ENTER ‘C’ IF THIS RUN IS A SUPERELEMENT CREATION RUN. THE STRUCTURE WILL BE CONDENSED TO A SUPERELEMENT LIMITED TO 300 RETAINED JOINTS WITH ‘222222’ IN COLUMNS 55-60 OF THE ‘JOINT’ LINE.

(14-15) ENTER ‘EN’ FOR ENGLISH UNITS, ‘MN’ FOR METRIC (NEWTONS FORCE UNIT), OR ‘ME’ FOR METRIC (KILOGRAMS FORCE UNIT).

(17-18) ENTER ‘PD’ TO INCLUDE SECOND ORDER P-DELTA EFFECTS.

(21-22) ENTER ‘FX’ IF MEMBER RELEASES ON ‘MEMBER’ LINES ARE TO BE IGNORED.

(23-24) ENTER ‘SD’ TO INCLUDE SHEAR DEFORMATION EFFECTS IN MEMBERS.

(25-26) ENTER ‘UC’ FOR AISC 9TH / API-RP2A 20TH EDITION CODES. ENTER ‘19’ FOR AISC 9TH / API-RP2A 19TH EDITION CODES. ENTER ‘16’ FOR AISC 9TH / API-RP2A 16TH EDITION CODES. ENTER ‘10’ FOR AISC 9TH / API-RP2A 10TH EDITION CODES. ENTER ‘LR’ FOR AISC 1ST / API LRFD 1ST EDITION CODES. ENTER ‘LG’ FOR LINEAR GLOBAL ANALYSIS - API 21ST EDITION CODES. ENTER ‘NS’ FOR NORSOK STANDARDS 1998. ENTER ‘NP’ FOR 1995 NPD CODE (ENHANCED). ENTER ‘NA’ FOR 1995 NPD CODE (ALTERNATE PRINT FORMAT). ENTER ‘NO’ FOR 1977 NPD CODE. ENTER ‘DC’ FOR 1998 DANISH CODE OR ‘D1’ FOR 1984. ENTER ‘BS’ FOR 1990 BS5950 CODE. ENTER ‘MS’ IF MAX. STRESSES ARE REPORTED WITHOUT CODE CHECKS.

COLUMNS COMMENTARY

(27-28) ENTER ‘JT’ TO EVALUATE BRACE STRESS AND CODE CHECK AT THE FACE OF THE CHORD RATHER THAN AT THE JOINT NODE OR ‘JO’ FOR STRESSES AT THE JOINTS ONLY (USED FOR EARTHQUAKE ANALYSIS).

(29-30) NUMBER OF POST PROCESSING PARTS FOR NON-SEGMENTED MEMBERS. STRESS AND CODE CHECK ARE PERFORMED AT END OF EACH PART (20 MAXIMUM).

(31-32) NUMBER OF POST PROCESSING PARTS PER SEGMENT FOR SEGMENTED MEMBERS (2 MAXIMUM).

( 33 ) ENTER ‘B’ FOR END MOMENT Cb CALCULATION. DEFAULT Cb = 1.0.

( 34 ) ENTER ‘M’ TO EXCLUDE MOMENT MAGNIFICATION FROM THE API COMBINED STRESS UNITY CHECK CALCULATION. ENTER ‘C’ TO EXCLUDE MOMENT MAGNIFICATION AND TO GLOBALLY SET Cm = 1.0.

( 35 ) ENTER ‘A’ FOR API-RP2V PANEL CHECK; ENTER ‘D’ FOR DNV 30.1 PANEL CHECK. LEAVE BLANK TO NOT USE PLATE PANEL CHECK.

(36-37) ENTER ‘DK’ TO USE DKT THIN PLATE THEORY FOR PLATE ELEMENTS.

(38-39) ENTER ‘CP’ TO HAVE PLATE ELEMENTS CHECKED FOR COINCIDENT NODES, ASPECT RATIO, COPLANARITY OF NODES, AND REENTRANT ANGLES.

( 40 ) ENTER ‘C’ FOR AISC-LRFD PHI FACTORS FOR NON-TUBULARS. ENTER ‘A’ FOR API-LRFD OR ‘S’ FOR API-LRFD SEISMIC PHI FACTORS. ALTERNATIVELY, FOR API-AISC-WSD, ENTER ‘M’ TO REPLACE THE PLATE GIRDER WEB SLENDERNESS RATIO CHECK WITH 760/SQRT(Fb) RATHER THAN THE DEFAULT 253/SQRT(Fy).

(41-80) SEE SACS OPTIONS LINE PART 2.


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OPTIONS EN SDUC 2 1

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PT PT PTPTPT PT



SACS OPTIONS LINE

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LINELABEL SEE OPTIONS LINE PART 1

OUTPUT REPORTS

JOINTFLEX

SOLIDTYPE

SOLIDJOINT

ORDER

INPUT DATAJOINTDISP

UNITY CHECK SUMMARIESELEMENT

DETAIL

FORCEAND

MOMENT

JOINTREACTION

SUPPPOSTFILE

SPECELEMINTER-

PRETECHO

UCRANGE

STRESSINT.

LOADUC

DETAIL

OPTIONS

1) 7 8)))))))))))))40 41)42 43)44 45)46 47)48 49)50 51)52 53)54 55)56 57)58 59)60 63)64 67)68 69)70 71 72

DEFAULT

COLUMNS COMMENTARY



( 8-40) SEE SACS OPTIONS LINE PART 1.

(41-42) ENTER ‘PT’ FOR AN INTERPRETIVE REPORT OF JOINT, MEMBER, AND PLATE INPUT DATA.

(43-44) ENTER ‘PT’ TO INCLUDE ALL INPUT DATA IN THE LISTING FILE OR ‘NL’ TO GENERATE THE ECHO WITHOUT LOADING DATA.

(45-46) ENTER ‘PT’ TO GENERATE JOINT DISPLACEMENT REPORTS.

(47-54) THESE REPORTS ARE CREATED ONLY IF A CODE IS INPUT IN COLUMNS 25-26.

(47-48) GENERATES UP TO THREE REPORTS FOR PLATES AND MEMBERS. REQUIRES A ‘UCPART’ LINE IN THE MODEL.

(49-50) ENTER ‘PT’ FOR A STRESS REPORT FOR THE CRITICAL LOAD CASE.

(51-52) ENTER ‘PT’ TO CREATE INTERNAL LOAD REPORT FOR THE CRITICAL LOAD CASE.

(53-54) ENTER ‘PT’ TO CREATE UC DETAIL REPORT FOR THE CRITICAL LOAD CASE.

COLUMNS COMMENTARY

(55-56) ENTER EITHER ‘PT’ FOR ELEMENT DETAILS OF ALL ELEMENTS TO BE REPORTED OR ‘SE’ FOR ONLY MEMBERS AND PLATES WITH ‘RP’ SPECIFIED ON THE ‘MEMBER’ OR ‘PLATE’ LINES.

(57-58) ENTER ‘PT’ TO CREATE A MEMBER FORCES AND MOMENTS REPORT.

(59-60) ENTER ‘PT’ TO GENERATE JOINT REACTION REPORTS.

(63-64) ENTER ‘PT’ TO CREATE A SUPPLEMENTAL POST FILE OR ‘SU’ FOR A SIMPLIFIED ULTIMATE STRENGTH FILE.

(67-68) ENTER ‘PT’ TO PRINT SPECIAL ELEMENT REPORT (PL GIRDER, STIFF. CYLINDER, STIFF. BOX) OR ‘SK’ TO SKIP THIS REPORT. DEFAULT IS ELEMENT DETAIL REPORT DESIGNATION.

(69-70) ENTER ‘JF’ TO INCLUDE JOINT FLEXIBILITY IN THE LINEAR ANALYSIS CAPABILITIES.

( 71 ) ENTER ‘6’ TO UTILIZE SIX DEGREE-OF-FREEDOM SOLID ELEMENTS. OTHERWISE, LEAVE BLANK.

( 72 ) ENTER ‘R’ TO UTILIZE A MORE ROBUST SOLID JOINT ORDERING SCHEME. LEAVE BLANK TO USE THE STANDARD SOLID JOINT ORDERING.


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LCSEL IN A1 A3 B7

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LOAD CASES A1, A3 AND B7 DEFINED IN THE SOLUTION FILE ARE TO BEINCLUDED IN THE OUTPUT REPORTS. ALL OTHER LOAD CASES ARE TO BEEXCLUDED.

LOAD CASE SELECTION INPUT

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LINELABEL

FUNCTIONLOAD CASE SELECTION


LCSEL

1)))))) 5 7<)))))) 8 17)>20 22)>25 27)>30 32)>35 37)>40 42)>45 47)>50 52)>55 57)>60 62)>65 67)>70 72)>75

DEFAULTS IN

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS LINE IS A REPLACEMENT FOR THE LDCASE LINE AND MAY BE USED TO SPECIFY THE LOAD CASES IN THE SACS INPUT FILE THAT ARE TO BE USED FOR POST PROCESSING. THIS LINE CAN BE REPEATED AS OFTEN AS NECESSARY TO SELECT ANY OR ALL OF THE LOAD CASES.

( 7- 8) ENTER THE FUNCTION FOR THE LOAD CASE SELECTION. ‘IN’ - INCLUDE THESE LOAD CASES CODE CHECK AND OUTPUT REPORTS

‘EX’ - EXCLUDE THESE LOAD CASES CODE CHECK AND OUTPUT REPORTS

(17-75) ENTER THE LOAD CASE ID’S FOR ALL LOAD CASES TO BE SELECTED. THE LOAD CASES CAN BE IN ANY ORDER.

POST PROCESSING LOAD CASE SELECTION

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REDESIGN FILE CONS NEWF PTPT

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0.4 0.125

ALL MEMBERS WITH UNITY CHECK RATIO GREATER THAN 1.00 OR LESSTHAN 0.40 ARE TO BE REDESIGNED. THE DEFAULT SECTION LIBRARY FILE IS TO BE USED (‘FILE’ IN COLS 11-14). MEMBERS ARE TO BE DESIGNED BY MINIMUM WEIGHT FOR THE SAME OUTSIDE DIAMETER OR DEPTH. WALL THICKNESS INCREMENT IS 0.125 AND A NEW SACS MODEL FILE IS TOBE CREATED CONTAINING THE NEW MEMBER SIZES.

REDESIGN OPTION LINE (OPTIONAL)

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LINELABEL

GENERAL PARAMETERS PRINT OPTION UNITYCHECKLOWERBOUND

TUBULAR REDESIGN PARAMETERS

REDES.OPTION

INCR.ONLY

REDES.PROCE-DURE

CREATENEWFILE

ORIGINALGRUP

SUMMARY

CRITICALMEMBERREPORT

OUTSIDEDIAMETER

INCREMENT

‘DELTA T’THICKNESSINCREMENT

D/T RATIO MIN.WALL

THICKNESS

MAX. MAJORAXIS KL/R

MAXIMUM MINIMUM

REDESIGN

1))))) 8 11)14 16)19 21)24 31)34 36))37 38))39 46<)50 51<)))55 56<)))60 61<))))65 66<))))70 71<)))75 76<))80

DEFAULTS 0.8 2.0 0.125 100.0 20.0 ‘DELTA T’ 120.0

ENGLISH IN IN IN

METRIC CM CM CM

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ LINE.

(GENERAL) THIS LINE DIRECTS POST TO RESIZE ALL MEMBER GROUPS THAT LIE OUTSIDE A SPECIFIED RANGE OF UNITY CHECKS.

THIS LINE MAY BE FOLLOWED BY OTHER REDESIGN LINES AND MAY BE SPECIFIED IN THE MODEL OR POST INPUT FILE.

( 1- 8) ENTER ‘REDESIGN’ ON THIS LINE. NO HEADER IS REQUIRED.

(11-14) ENTER ‘FILE’ IF AN EXTERNAL SECTION FILE IS TO BE USED FOR MEMBER REDESIGN SELECTION (E.G. A SACS SECTION LIBRARY FILE).

ENTER ‘NONE’ TO SUPPRESS REDESIGN IF THE ORIGINAL MODEL HAD REDESIGN OPTIONS.

NOTE: THE ‘NONE’ OPTION CAN ONLY BE USED IN A POST INPUT FILE.

(16-19) ENTER ‘INCR’ IF MEMBER SIZES ARE ALLOWED TO INCREASE ONLY. IF MEMBERS ARE ALLOWED TO DECREASE AS WELL AS INCREASE, LEAVE BLANK.

(21-24) ENTER ‘CONS’ IF MEMBERS ARE TO MAINTAIN CONSTANT DEPTH OR OUTSIDE DIAMETER.

ENTER ‘MINW’ IF MEMBER REDESIGN SELECTION IS TO BE BASED ON MINIMUM WEIGHT DESIGN.

ENTER ‘MWFD’ IF MEMBER REDESIGN SELECTION IS TO BE BASED ON MINIMUM WEIGHT WITH CONSTANT OUTSIDE DIAMETER.

ENTER ‘USER’ IF MEMBER REDESIGN SELECTION IS TO BE SPECIFIEDBY THE USER BY ORDERING THE ‘SECT’ LINES IN ASCENDING STRENGTH ORDER.

COLUMNS COMMENTARY

(31-34) ENTER ‘NEWF’ IF THE INPUT DATA IS TO BE UPDATED WITH NEW GRUP CARD IMAGES TO CREATE A NEW SACS INPUT FILE.

(36-37) ENTER ‘PT’ IF THE ORIGINAL GRUP SUMMARY REPORT IS DESIRED.

(38-39) ENTER ‘PT’ IF THE CRITICAL MEMBER REDESIGN REPORT IS DESIRED. THIS REPORT TRACKS THE REDESIGN SEQUENCE FOR THE CRITICAL MEMBER OF EACH GRUP. ENTER ‘DG’ FOR DIAGNOSTIC PRINT.

(46-50) IF THE MEMBER REDESIGN SELECTION ALLOWS FOR DECREASE IN MEMBER SIZES, THIS PARAMETER PROVIDES A LOWER BOUND FOR ALLOWABLE UNITY CHECKS.

(51-70) FOR TUBULAR MEMBERS WHOSE PROPERTIES ARE NOT SPECIFIED ON A SECT LINE, THESE MEMBERS ARE REDESIGNED BY VARYING THE OUTSIDE DIAMETER AND WALL THICKNESS ON THE GRUP LINE IMAGE USING THE FOLLOWING PARAMETERS:

(51-55) OUTSIDE DIAMETER INCREMENT.

(56-60) WALL THICKNESS INCREMENT.

(61-65) MAXIMUM ALLOWED DIAMETER TO THICKNESS RATIO.

(66-70) MINIMUM ALLOWED DIAMETER TO THICKNESS RATIO.

(71-75) MINIMUM TUBULAR WALL THICKNESS (DEFAULT = THICKNESS INCREMENT)

(76-80) ENTER THE MAJOR AXIS MAXIMUM SLENDERNESS RATIO, KL/R. THIS VALUE W WILL NOT BE EXCEEDED DURING REDESIGN.

REDESIGN OPTIONS (OPTIONAL)

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REDES2 185.0

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MEMBERS WILL BE REDESIGNED AS REQUIRED SUCH THAT NO MINOR AXISSLENDERNESS RATIO WILL EXCEED 185.0


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LINELABEL

MAXIMUM MINOR AXISKL/R RATIO

PLATE GIRDER REDESIGN

LEAVE BLANKHEIGHTAND

WIDTHINCREMENT

WEB ANDFLANGE

THICKNESSINCREMENT

REDES2

1)))))))) 6 11<))))))))15 16<))))))))20 21<))))))))25 26))))))))))))))))))))))))))))))80

DEFAULT 1.0 0.125

ENGLISH IN IN

METRIC CM CM

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO IMPOSE AN UPPER LIMIT ON THE MINOR AXISSLENDERNESS RATIO, KL/R, DURING THE REDESIGN PROCESS.


(11-15) ENTER THE MAXIMUM MINOR AXIS SLENDERNESS RATIO PERMITTED DURING REDESIGN. DEFAULT VALUE IS TWICE THE MAJOR AXIS SLENDERNESS RAT IO ON THE REDESIGN LINE.

(16-20) ENTER THE INCREMENT TO BE USED FOR THE HEIGHT AND FLANGE WIDTH DURING PLATE GIRDER REDESIGN.

(21-25) ENTER THE INCREMENT TO BE USED FOR THE WEB AND FLANGE THICKNESS DURING PLATE GIRDER REDESIGN.


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REDES3 100.0 -100. 60. 50. 100. 4 0

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.

MEMBERS WILL BE REDESIGNED AS REQUIRED SUCH THAT THE D/T RATIODOES NOT EXCEED 50 FOR MEMBERS WITHIN 60 FEET OF THE WATER SURFACE.MEMBERS LOCATED BELOW A DEPTH OF 60 FEET WILL BE REDESIGNED SUCH THAT D/T DOES NOT EXCEED 40. THE WATER DEPTH IS 100.0 FEET AND THEMUDLINE ELEVATION IS -100.

D/T VS WATER DEPTH REDESIGN LINE

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LINELABEL

VERT.COORD.

WATERDEPTH

MUDLINEELEV.

FIRST ZONE SECOND ZONE THIRD ZONE FOURTH ZONE FIFTH ZONE

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO IO

DEPTHBELOW

SURFACE

MAXIMUMD/T RATIO

REDES3

1)) 6 7)) 8 9<))14 15<))20 21<))26 27<))32 33<))38 39<))44 45<))50 51<))56 57<))62 63<))68 69<))74 75<))80

DEFAULT ‘+Z’

ENGLISH FT FT FT FT FT FT FT

METRIC M M M M M M M

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO IMPOSE AN UPPER LIMIT ON THE DIAMETER TO THICKNESS RATIO AS A FUNCTION OF WATER DEPTH.


( 7- 8) ENTER THE VERTICAL COORDINATE DIRECTION (POSITIVE UP). VALID ENTRIES ARE ‘+X’,‘-X’,‘+Y’,‘-Y’,‘+Z’,‘-X’ WITH THE DEFAULT BEING ‘+Z’.

( 9-14) ENTER THE WATER DEPTH FOR THIS STRUCTURE.

(15-20) ENTER THE MUDLINE ELEVATION OF THE STRUCTURE. (VERTICAL COORDINATE OF THE MUDLINE)

(21-80) ENTER THE DEPTH VERSUS MAXIMUM ALLOWABLE DIAMETER TO THICKNESS RATIOS IN ORDER OF INCREASING DEPTHS. IF THE FIRST DEPTH ENTRY IS GREATER THAN ZERO, THEN THE FIRST D/T ENTRY WILL BE USED DOWN TO THAT DEPTH. IF THE LAST DEPTH ENTRY IS LESS THAN THE MAXIMUM DEPTH OF A MEMBER, THEN THE LAST D/T VALUE WILL BE USED FOR ALL OCCURRENCES BELOW THAT DEPTH. A LINEAR INTERPOLATION VALUE FOR D/T WILL BE USED FOR MEMBERS LYING BETWEEN TWO DEPTH ENTRIES.

D/T VERSUS DEPTH REDESIGN LINE

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REDES4 APIN 48.0

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950. 1350. 1200.

API CRITERIA IS TO BE USED FOR RING DETERMINATION. TUBULARS WITH DIAMETER GREATER THAN 48.0 ARE TO HAVE INTERNAL RINGS. TUBULARSWITH DIAMETER LESS THAN 48.0 ARE TO HAVE EXTERNAL RINGS. THE COST FOR MEMBERS WITHOUT RINGS IS $950./LB, $1350./LB FOR INTERNAL RINGS AND $1200./LB FOR EXTERNAL RINGS.


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LINELABEL

REDESIGNPROCEDURE

CAPPEDEND

FORCESMETHOD

HOOPCOMPRESSION

SAFETYFACTOR

RINGDIAMETER

CUTOFF

MATERIALDENSITY

RING REDESIGN PARAMETERS COST PARAMETERSLEAVEBLANKHEIGHT

INCREMENTTHICK.

INCREMENTRINGTYPE

TUBULARINTERNAL

RINGSEXTERNAL

RINGS

REDES4

1))) 6 8)))10 11 12<)))16 17<)))22 23<)))28 29<)))33 34<)))38 39)))41 47<)))53 54<)))60 61<)))67 68)80

DEFAULT API N 2.0 36.0 490.0 0.5 0.125

ENGLISH INCHES LB/CU.FT. INCHES INCHES $/TON $/TON $/TON

METRIC(KG) CM TONNE/CU.M. CM CM $/TONNE $/TONNE $/TONNE

METRIC(KN) CM TONNE/CU.M. CM CM $/TONNE $/TONNE $/TONNE

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO PROVIDE OVERALL PARAMETERS FOR USE IN TUBULAR MEMBER REDESIGN PROCEDURE.


( 8-10) SELECT THE REDESIGN PROCEDURE TO BE USED. ‘API’ - API RP 2A ‘LOH’ - BASED ON OTC PAPER 6310 BY MR. J.T. LOH

(11) SELECT THE METHOD FOR HANDLING CAPPED END FORCES: ‘I’ - CAPPED END FORCES INCLUDED IN STRUCTURAL

ANALYSIS. ‘N’ - CAPPED END FORCES NOT INCLUDED IN STRUCTURAL

ANALYSIS.

(12-16) ENTER THE HOOP COMPRESSION SAFETY FACTOR.

(17-22) ENTER THE TUBULAR OUTSIDE DIAMETER TO AUTOMATICALLY DETERMINE THE RING TYPE. TUBULAR MEMBERS HAVING DIAMETERS GREATER THAN THIS VALUE WILL HAVE INTERNAL RINGS, OTHERWISE THE RINGS WILL BE EXTERNAL. THE RING LOCATION CAN BE OVERRIDDEN AT THE GRUP LEVEL.

COLUMNS COMMENTARY

(23-28) ENTER THE MATERIAL DENSITY.

(29-33) ENTER THE RING HEIGHT INCREMENT USE IN DESIGN OF RINGS.

(34-38) ENTER THE RING THICKNESS INCREMENT USE IN DESIGN OF RINGS.

(39-41) ENTER THE RING TYPE: ‘INT’ - INTERNAL RINGS ‘EXT’ - EXTERNAL RINGS ‘NOR’ - NO RINGS LEAVE BLANK FOR AUTOMATIC RING LOCATION DETERMINED

BY OUTSIDE DIAMETER.

(47-53) ENTER THE COST OF THE TUBULAR MEMBERS WITHOUT RINGS.

(54-60) ENTER THE COST OF INTERNAL RINGS.

(61-67) ENTER THE COST OF EXTERNAL RINGS.


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1.5

AN API RP2A HYDROSTATIC COLLAPSE CHECK IS TO BE PERFORMED INCLUDING THE EFFECTS OF MEMBER STRESSES. EXTERNAL RINGS ARE TO BE DESIGNEDAND A SAFETY FACTOR OF 1.5 IS TO BE USED. THE WATER DEPTH IS 250FEET AND THE MUDLINE ELEVATION IS 0.0.

HYDROSTATIC COLLAPSE OPTION LINE (OPTIONAL)

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LINELABEL

VERTICALCOORDINATE

CODESELECTION

RINGLOCATION

‘EXT’OR

‘INT’

PRINTOPTION

REDESIGNOPTION

INCLUDE INSACS IV UC

ANDMARINE OPTION

WATERDEPTH

MUDLINEELEVATION

AXIALCOMPRESSION

SAFETYFACTOR

WATERDENSITY

REDESIGN INCREMENTS

RINGHEIGHT

INCREMENT

RING ORMEMBER

THICKNESSINCREMENT

HYDRO

1)) 4 7))> 8 9))10 11))13 14))15 16))17 20 21<))30 31<))40 41<))50 51<))60 61<))70 71<))80

DEFAULT +Z AP EXT SM 2.0 64.2 ENGL 0.5 ENGL 0.125 ENGL

ENGLISH FT FT LB/CU.FT IN IN

METRIC M M TONNE/CU.M CM CM

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ INPUT LINE.

GENERAL THIS LINE IS USED TO PERFORM A HYDROSTATIC COLLAPSE ANALYSIS.

( 1- 5) ENTER ‘HYDRO’ ON THIS LINE. NO HEADER IS REQUIRED.

( 7- 8) STRUCTURAL VERTICAL COORDINATE (POSITIVE UP). OPTIONS ARE + OR - X, Y, OR Z. THE + SIGN NEED NOT BE ENTERED; +Z IS THE DEFAULT.

( 9-10) ENTER THE CODE CHECK DESIRED. OPTIONS ARE: ‘AP’ - API-RP2A (WSD OR LRFD FROM ‘OPTIONS’ LINE) ‘DN’ - DNV RULES ‘DC’ - DANISH CODE ‘NP’ - NORWEGIAN PETROLEUM DIRECTORATE

(11-13) ENTER THE TYPE OF RINGS TO BE DESIGNED. OPTIONS ARE: ‘EXT’....EXTERNAL FLATBAR RINGS ‘INT’....INTERNAL FLATBAR RINGS

(14-15) ENTER ‘SM’ FOR PRINT WITH ONLY UNITY CHECKS GREATER THAN 1.0. ‘MN’ FOR MINIMUM PRINT WITH ONLY THE MAXIMUM UNITY

CHECK. ‘FL’ FOR FULL PRINT.

(16-17) REDESIGN IS PERFORMED BY CHANGING THE TUBE THICKNESS, OR BY INCORPORATING FLATBAR RINGS (AISC) OR TEE RINGS (DNV). ENTER THE DESIRED DESIGN OPTION:

‘NO’ - NO REDESIGN ‘TH’ - TUBE THICKNESS CHANGE ‘RG’ - RING DESIGN ‘RT’ - RING DESIGN AND TUBE THICKNESS CHANGE

COLUMNS COMMENTARY

( 20 ) ENTER ‘I’ OR ‘R’ IF HYDROSTATICS ARE TO BE INCLUDED IN MEMBER UNITY CHECKS. HYDROSTATIC AXIAL LOAD COMPONENT IS SUBTRACTED FROM TOTAL AXIAL LOAD FOR RATIONAL METHOD.

ENTER ‘S’ IF AXIAL HYDROSTATIC LOADS ARE TO BE DELETED FROM ONLY EULER BUCKLING AMPLIFICATION FOR THE RATIONAL METHOD.

(21-30) ENTER THE WATER DEPTH. DEFAULT IS 0.0 EXCEPT FOR ‘SEASTATE’ ANALYSIS WHERE THE DEFAULT VALUE IS ON THE ‘LDOPT’ LINE.

(31-40) ENTER LOCATION OF MUDLINE WITH RESPECT TO THE VERTICAL COORDINATE ORIGIN. THE DEFAULT VALUE IS 0.0 EXCEPT FOR SEASTATE ANALYSIS WHERE THE DEFAULT VALUE IS THE ‘LDOPT’ VALUE.

(41-50) THIS INFORMATION IS USED IF ‘AP’ OR ‘BLANK’ IS IN COLUMNS 9-10.

THE USER MAY ENTER A SAFETY FACTOR FOR AXIAL COMPRESSION. API-RP2A REQUIRES A FACTOR BETWEEN 1.67 AND 2.0. IF LEFT BLANK A VALUE OF 2.0 IS USED.

(51-60) ENTER THE WATER DENSITY.

(61-80) ENTER THE DIMENSION INCREMENTS TO BE APPLIED AT EACH REDESIGN ITERATION.

HYDROSTATIC COLLAPSE OPTIONS (OPTIONAL)

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HYDRO2 UCL 0.9

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1.5

ONLY HYDROSTATIC COLLAPSE RESULTS WITH A UNITY CHECK GREATERTHAN 0.90 ARE TO BE REPORTED.

ADDITIONAL HYDROSTATIC COLLAPSE OPTIONS

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LINELABEL

UNITYCHECKLEVELOPTION

UNITYCHECKLEVEL

CUTOFF

RINGSPACINGOPTION

IMPERFECTIONREDUCTION

FACTORLEAVE BLANK

HYDRO2

1) 6 8))>10 11<))15 16))17 18<))))))22 23))))))))))))))))))))))))))))))))))))))))))))80

DEFAULTS 0.8 ‘ML’ 0.8

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘HYDRO’ INPUT LINE.

GENERAL THIS LINE DIRECTS PROVIDES SACS ADDITIONAL INFORMATION TO CHECK HYDROSTATIC COLLAPSE CHECK ON TUBULAR MEMBERS.

( 1- 6) ENTER ‘HYDRO2’ ON THIS LINE. THIS IS A ONE LINE SET WITHOUT A HEADER.

( 8-10) IF UNITY CHECKS ONLY ABOVE A SPECIFIC LEVEL IS TO BE INCLUDED IN THE OUTPUT, ENTER ‘UCL’ HERE.

(11-15) ENTER THE UNITY CHECK LEVEL CUTOFF VALUE.

(16-17) ENTER ‘ML’ TO USE MEMBER LENGTH AS INITIAL RING SPACING. ENTER ‘IN’ TO USE INFINITE LENGTH AS THE INITIAL RING SPACING.

(18-22) ENTER THE GEOMETRIC IMPERFECTION REDUCTION FACTOR USED TO DETERMINE BUCKLING STRESS.

HYDROSTATIC COLLAPSE OPTIONS (CONTINUED)

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WDEPTH 4 175.0

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HYDROSTATIC COLLAPSE FOR LOAD CASE 4 WILL BE CHECKED FOR A WATER DEPTH OF 175.0 FEET. THE DEFAULT WATER DEPTH SPECIFIED ON THE HYDROLINE WILL BE USED FOR ALL OTHER LOAD CASES.

WATER DEPTH OVERRIDE LINE

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FIRST LOADCONDITION

SECOND LOADCONDITION

THIRD LOADCONDITION

FOURTH LOADCONDITION

FIFTH LOADCONDITION

SIXTH LOADCONDITION

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

LOADCONDITION

NUMBER

WATERDEPTH

WDEPTH

1)) 6 9))>12 13<))19 20))>23 24<))30 31))>34 35<))41 42))>45 46<))52 53))>56 57<))63 64))>67 68<))74

DEFAULTS

ENGLISH FT FT FT FT FT FT

METRIC M M M M M M

COLUMNS COMMENTARY

(GENERAL) THE ‘WDEPTH’ LINES ALLOW THE USER TO OVERRIDE,FOR ANY LOAD CONDITION OR LOAD COMBINATION, THE WATER DEPTHUSED IN THE HYDROSTATIC COLLAPSE ANALYSIS AND CODE CHECKS WHERE APPLICABLE. THE DEFAULT WATER DEPTH IS TAKEN FROM THE THE HYDRO LINE FOR ALL LOAD CASES. IF NO HYDRO LINE IS ENTERED, THEN THE DEFAULT WATER DEPTH FOR EACH LOAD CASE IS ZERO.

( 1- 6) ENTER ‘WDEPTH’ ON EACH LINE OF THIS SET. A HEADER LINE IS NOT REQUIRED.

( 9-12) ENTER THE LOAD CONDITION OR LOAD COMBINATION NUMBER IN WHICH THE WATER DEPTH IS TO BE MODIFIED.


(20-30)

(31-41)

. ALL ADDITIONAL ENTRIES ARE SIMILAR. THE INPUT DATA IN THIS LINE

. SET TERMINATES WHEN A BLANK FIELD IS READ.

.

(64-74)

LOAD CASE WATER DEPTH OVERRIDE LINE

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WHEAD S4 175. 35. 512.

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HYDROSTATIC COLLAPSE FOR LOAD CASE S4 WILL BE CHECKED FOR HYDROSTATIC PRESSURE DETERMINED BASED ON API CRITERIA. THE WATER DEPTH IS 175.0THE WAVE HEIGHT 35 AND THE LENGTH 512.

HYDROSTATIC HEAD DATA

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LINELABEL

LOADCONDITION

NAME

WATERDEPTH

WAVEHEIGHT

WAVELENGTH

LEAVE BLANK

WHEAD

1))))) 5 7)))))10 11<)))))18 19<)))))26 27<)))))34 35)))))))))))))))))))))))))))))))80

DEFAULTS

ENGLISH FT FT FT

METRIC M M M

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘HYDRO’ INPUT LINE IF IT EXISTS.

GENERAL THIS LINE PROVIDES ADDITIONAL INFORMATION REQUIRED TO CALCULATE THE HYDROSTATIC PRESSURE, USED FOR HYDROSTATIC COLLAPSE, ACCORDING TO API RP2A CRITERIA.

( 1- 5) ENTER ‘WHEAD’. NO HEADER IS REQUIRED.

( 7-10) ENTER THE LOAD CONDITION NAME. NOTE: THIS 4 CHARACTER NAME MUST MATCH THE NAME

SPECIFIED ON THE “LOADCN” LINE DEFINING THE LOAD CASE INCLUDING ANY BLANK CHARACTERS.


(19-26) ENTER THE WAVE HEIGHT FOR THIS LOAD CASE.

(27-34) ENTER THE WAVE LENGTH FOR THIS LOAD CASE.

HYDROSTATIC HEAD PROPERTIES

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UCPART 0.0 0.8 0.8 1.0 1.0

41424344454647484950515253545556575859606162636465666768697071727374757677787980

UNITY CHECK RESULTS ARE TO BE PARTITIONED AND REPORTED BY RANGE.THE FIRST RANGE IS FOR ALL GROUPS WHOSE UC RATIO IS LESS THAN 0.8.GROUPS WITH UC RATIO BETWEEN 0.80 AND 1.0 ARE TO BE REPORTED IN THE SECOND PARTITION. THE THIRD PARTITION CONTAINS MEMBER GROUPS WITH UC RATIO GREATER THAN 1.0.


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LINELABEL

FIRST UNITY CHECK PARTITION SECOND UNITY CHECK PARTITION THIRD UNITY CHECK PARTITION

LOWERLIMIT

UPPERLIMIT

LOWERLIMIT

UPPERLIMIT

LOWERLIMIT

UPPERLIMIT

UCPART

1)))))))) 6 11<))))))))15 16<))))))))20 21<))))))))25 26<))))))))30 31<))))))))35 36<))))))))40

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION THIS LINE FOLLOWS THE ‘OPTIONS’ LINES.

(GENERAL) THE GROUP SUMMARY REPORT PRINTS ALL ELEMENTS HAVING UNITY CHECKS THAT FALL WITHIN DEFINED LIMITS. THESE LIMITS CAN BE CHANGED FROM THEIR DEFAULT VALUES BY USING THIS LINE. THE DEFAULT VALUES PRODUCE THE FOLLOWING REPORT PARTITIONS.

(A) ALL ELEMENTS HAVING UNITY CHECKS GREATER THAN 1.33 (B) ALL ELEMENTS HAVING UNITY CHECKS GREATER OR EQUAL

TO 1.0 BUT LESS THAN 1.33 (C) ALL ELEMENTS WITH UNITY CHECKS LESS THAN 0.5

( 1- 6) ENTER ‘UCPART’ ON THIS LINE. THIS IS A ONE LINE SET WITHOUT A HEADER LINE.

(11-15) ALL ELEMENTS HAVING UNITY CHECKS GREATER THAN THIS VALUE WILL BE REPORTED.

(16-20) ALL ELEMENTS HAVING UNITY CHECKS LESS THAN THIS VALUE WILL BE REPORTED. IF THIS VALUE IS LEFT BLANK, INFINITY WILL BE USED.

NOTE IF BOTH THE LOWER AND UPPER LIMIT VALUES ARE OMITTED THEN THAT REPORT WILL BE SKIPPED.




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AMOD

AMOD ST22 1.33 ST23 1.33 ST24 1.333

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ALLOWABLE STRESSES CALCULATED BY THE PROGRAM SHALL BE INCREASEDBY ONE THIRD FOR LOAD COMBINATIONS ST22, ST23 AND ST24.

ALLOWABLE STRESS MODIFIER LINE

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LINELABEL

FIRST LOAD CASE SECOND LOAD CASE THIRD LOAD CASE FOURTH LOAD CASE FIFTH LOAD CASE SIXTH LOAD CASE SEVENTH LOAD CASE

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

LOADCASENAME


FACTOR

AMOD

1) 4 8))>11 13<))17 18))>21 23<))27 28))>31 33<))37 38))>41 43<))47 48))>51 53<))57 58))>61 63<))67 68))>71 73<))77

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

(GENERAL) AISC/API WSD CODE - THE ‘AMOD’ LINE ALLOWS THE USER TO MODIFYTHE ALLOWABLE STRESSES FOR ANY LOAD CASE OR LOAD COMBINATIONFOR CODE CHECKING.

NORSOK CODE - THIS LINE IS USED TO SPECIFY EITHER ULS OR ALS MATERIAL FACTORS FOR EACH LOAD CASE OR COMBINATION. ENTER 1.0 FOR ULS LOAD CASES OR 2.0 FOR ALS LOAD CASES. THE DEFAULT IS ULS FOR ALL LOAD CASES.

NPD CODE - THIS LINE IS USED TO SPECIFY THE MATERIAL FACTOR FOR ALL LOAD CASES OR COMBINATIONS. DEFAULT FACTOR IS 1.15.

( 1- 4) ENTER ‘AMOD’ ON EACH LINE OF THIS SET. FIRST LINE IN THIS SET SHOULD CONTAIN THE WORD ‘AMOD’ AS A HEADER.

( 8-11) ENTER THE LOAD CASE OR LOAD COMBINATION NAME WHERE THE ALLOWABLE STRESS MODIFIER OR MATERIAL FACTOR IS TO BE SPECIFIED. BASIC LOAD CASE FACTORS DO NOT EFFECT ANY LOAD COMBINATION USING THOSE BASIC LOAD CASES.

(13-17) ENTER THE ALLOWABLE STRESS MODIFIER OR MATERIAL FACTOR. FOR EXAMPLE A ONE-THIRD INCREASE IN ALLOWABLE STRESS IS INPUT AS 1.333.

FOR NORSOK OR NPD CODE, ENTER THE MATERIAL FACTOR TO BE USED FOR THIS LOAD CASE.

(18-21) (23-27) . FOR AISC/API WSD OR NORSOK/NPD, ENTER THE LOAD CASE NAMES . AND THE APPROPRIATE ALLOWABLE STRESS MODIFIERS OR MATERIAL . FACTORS FOR EACH LOAD CASE DESIRED. THE INPUT DATA IN THIS . LINE TERMINATES WHEN A BLANK FIELD IS READ.(68-71) (73-77)

ALLOWABLE STRESS MODIFIER/MATERIAL FACTOR

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BRACE 101 109KY 109 110 109 112 0.8 1

BRACE 105 109KY 109 110 109 112 0.8 1

41424344454647484950515253545556575859606162636465666768697071727374757677787980

1.21

1.21

MEMBERS 101-109 AND 105-109 ARE CHORD MEMBERS OF A K-BRACE WHOSE LOCALY AXIS IS IN THE PLANE OF THE K-BRACE. FOR LOAD CASES WHERE THE MEMBERSARE IN COMPRESSION AND MEMBERS 109-110 AND 109-112 ARE IN TENSION, THEK-FACTOR IS 0.8 AND THE BUCKLING LENGTH IS 11.21 WHEN CALCULATING THEBUCKLING CAPACITY ABOUT THE LOCAL Y AXIS.

BRACE DATA

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LINELABEL

MEMBER BRACE DETAILS

LEAVE BLANKBEGINJOINT

ENDJOINT

BRACETYPE

LOCAL AXISIN BRACE

PLANE

1ST MEMBER 2ND MEMBERK

FACTOREFFECTIVE

LENGTHBEGINJOINT

ENDJOINT

BEGINJOINT

ENDJOINT

BRACE

1)) 5 7))>10 11))>14 15))45 16 17))>20 21))>24 25))>28 29))>32 33<))38 39<))45 46)))))))))))))))))80

DEFAULTS Z

ENGLISH FT

MET(KN) M

MET(KG) M

COLUMNS COMMENTARY

(GENERAL) THIS LINE IS USED TO INPUT BRACE DETAILS SO THAT ALTERNATE “K” FACTORS AND EFFECTIVE BUCKLING LENGTHS CAN BE USED TO CALCULATE THE ALLOWABLES FOR BUCKLING OUT OF THE BRACE PLANE WHEN THE MEMBER IS ACTING AS A CHORD OF A “K” BRACE OR AS PART OF AN “X” BRACE.

( 1- 5) ENTER ‘BRACE’.

( 7-14) ENTER THE MEMBER BEGIN AND END JOINTS.

( 15 ) SELECT EITHER ‘K’ OR ‘X’ FOR K-BRACE OR X-BRACE RESPECTIVELY.

( 16 ) ENTER THE LOCAL MEMBER AXIS THAT LIES IN THE PLANE OF THE BRACE.

NOTE: ALLOWABLES FOR BUCKLING ABOUT THIS AXIS WILL BE CALCULATED BASED ON DATA SPECIFIED IN COLUMNS 17-45.

(17-24) ENTER THE 1ST MEMBER THAT WILL BE CHECKED FOR TENSION.

(25-32) ENTER THE 2ND MEMBER THAT WILL BE CHECKED FOR TENSION. THE SECOND MEMBER IS REQUIRED FOR K-BRACES AND IS OPTIONAL FOR X-BRACES.

(33-38) ENTER THE K-FACTOR TO BE USED FOR BUCKLING ALLOWABLE WHEN THE REFERENCE MEMBER(S) ARE IN TENSION. DEFAULT IS 0.9 FOR X-BRACE AND 0.8 FOR K-BRACE.

(39-45) ENTER THE EFFECTIVE LENGTH TO BE USED IN THE BUCKLING ALLOWABLE CALCULATION. LEAVE BLANK TO USE THE ACTUAL LENGTH.

BRACE DESIGNATION DATA

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JNTSEL E 101 201 301 208

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JOINTS 101, 201, 301 AND 208 WILL BE EXCLUDED FROM THE OUTPUT.ELEMENTS CONNECTED TO THESE JOINTS WILL ALSO BE EXCLUDED.

JOINT SELECTION LINE

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LINELABEL

SELECTIONTYPE

JOINT SELECTION

1ST 2ND 3RD 4TH 5TH 6TH 7TH 8TH 9TH 10TH 11TH 12TH 13TH 14TH

JNTSEL

1))))))) 6 8 12)15 17)20 22)25 27)30 32)35 37)40 42)45 47)50 52)55 57)60 62)65 67)70 72)75 77)80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF JOINTS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS. ONLY THOSE ELEMENTS THAT ARE CONNECTED TO THE INCLUDED JOINTS WILL BE INCLUDED ON THE RESULTING POSTFILE.

( 8 ) ENTER ‘I’ TO INCLUDE THESE JOINTS OR ‘E’ TO EXCLUDE. ALL JOINT SELECTIONS SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(12-80) ENTER THE JOINTS TO BE SELECTED.

JOINT SELECTION DATA

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3−80

1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940

MEMSEL I 103 456 234 789

41424344454647484950515253545556575859606162636465666768697071727374757677787980

ONLY MEMBERS 103-456 AND 234-789 ARE TO BE INCLUDED IN MEMBERREPORTS.

MEMBER SELECTION LINE

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Post

3−81

LINELABEL

SELECTIONTYPE

MEMBER SELECTION

1ST MEMBER 2ND MEMBER 3RD MEMBER 4TH MEMBER 5TH MEMBER 6TH MEMBER 7TH MEMBER 8TH MEMBER

JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B JOINT A JOINT B

MEMSEL

1)) 6 8 10)13 14)17 19)22 23)26 28)31 32)35 37)40 41)44 46)49 50)53 55)58 59)62 64)67 68)71 73)76 77)80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF MEMBERS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS.

( 8 ) ENTER ‘I’ TO INCLUDE THESE MEMBERS OR ‘E’ TO EXCLUDE. ALL MEMBER SELECTIONS SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(10-78) ENTER THE MEMBER END JOINTS.

MEMBER SELECTION DATA

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MGRPSL I LG1 LG5

41424344454647484950515253545556575859606162636465666768697071727374757677787980

ONLY MEMBERS IN GROUPS ‘LG1’ AND ‘LG5’ ARE TO BE INCLUDED INMEMBER REPORTS.

MEMBER GROUP SELECTION LINE

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Post

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LINELABEL

SELECTIONTYPE

MEMBER GROUP ID SELECTIONLEAVE BLANK

1ST 2ND 3RD 4TH 5TH 6TH 7TH 8TH 9TH 10TH 11TH 12TH 13TH 14TH 15TH

MGRPSL

1))))) 6 8 10)12 14)16 18)20 22)24 26)28 30)32 34)36 38)40 42)44 46)48 50)52 54)56 58)60 62)64 66)68 69))))80

DEFAULTS I

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS RECORD ALLOWS THE SELECTION OF MEMBER GROUPS TO BE INCLUDED OR EXCLUDED IN THIS ANALYSIS.

( 8 ) ENTER ‘I’ TO INCLUDE THESE MEMBER GROUPS OR ‘E’ TO EXCLUDE. ALL MEMBER GROUP SELECTION SHOULD BE INCLUDES OR EXCLUDES AND NOT MIXED.

(10-68) ENTER THE MEMBER GROUP ID’S.

MEMBER GROUP ID SELECTION DATA

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SPAN X_BEAM C 101 102 161 162 22 1

41424344454647484950515253545556575859606162636465666768697071727374757677787980

222

JOINTS 101, 102, 161, 162, 221 AND 222 ARE DESIGNATED AS A SPAN FORSERVICEABILITY CHECKING. THIS SPAN IS TREATED AS A CANTILEVER,MEANING ALL JOINT DISPLACEMENTS ARE CHECKED AGAINST THE DISPLACEMENTOF JOINT 101, THE FIRST JOINT OF THE SPAN.

SPAN DESIGNATION LINE

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LINELABEL

SPANID

CANTILEVEROPTION

SPAN JOINTS


SPAN

1))))) 4 6)))))>13 14 17)>20 22)>25 27)>30 32)>35 37)>40 42)>45 47)>50 52)>55 57)>60 62)>65 67)>70 72)>75

DEFAULTS

ENGLISH

METRIC

COLUMNS COMMENTARY

GENERAL THIS LINE IS USED TO DESIGNATE THE MEMBERS CONSIDERED AS A SPAN FOR SERVICEABILITY CHECK REPORT. THIS LINE CAN BE REPEATED AS OFTEN AS NECESSARY TO SELECT AS MANY SPANS AS REQUIRED. FEATURES AND LIMITATIONS ARE:

1) ANY NUMBER OF MEMBERS CAN BE INCLUDED IN A CONTINUOUS LINE.

2) CANTILEVER MEMBERS CAN BE ANALYZED BUT MUST BE SPECIFIED BY THE USER.

3) MOMENT DISCONTINUITIES ARE ALLOWED ALONG THE CONTINUOUS MEMBER.

4) MOMENT RELEASES (SIMPLE SUPPORTS) ARE ALLOWED AT THE ENDS OF THE CONTINUOUS MEMBER BUT FORCE RELEASES ARE NOT ALLOWED.

( 6-13) ENTER THE SPAN IDENTIFICATION. THIS IS USED ONLY FOR REPORTING PURPOSES. IF MORE THAT 12 JOINTS ARE TO BE USED, CONTINUE ON THE NEXT LINE WITH THE SPAN ID LEFT BLANK.

( 14 ) ENTER ‘C’ IF THIS SPAN IS CONSIDERED A CANTILEVER.

(17-75) ENTER THE JOINTS IN ORDER OF OCCURRENCE IN THE SPAN.

POST PROCESSING SPAN DESIGNATION

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LCOMB

LCOMB CB09 AAA1 1.1 AAA2 1.0 AAA7 1.0

LCOMB CB10 AAA1 1.1 AAA2 1.0 AAA7 0.7 5

41424344454647484950515253545556575859606162636465666768697071727374757677787980

AAA8 0.75

LOAD COMBINATION CB09 CONSISTING OF 110% OF LOAD CASE AAA1 AND100% OF LOAD CASES AAA2 AND AAA7 ALONG WITH LOAD COMBINATION CB10CONSISTING OF 110% OF LOAD CASE AAA1, 100% LOAD CASE AAA2 AND 75% OF LOAD CASES AAA7 AND AAA8 ARE SPECIFIED.

LOAD COMBINATION LINE

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LINELABEL

COMBIN-ATIONNAME

FIRST LOADCOMPONENT

SECOND LOADCOMPONENT

THIRD LOADCOMPONENT

FOURTH LOADCOMPONENT

FIFTH LOADCOMPONENT

SIXTH LOADCOMPONENT

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LOADCASENAME

LOADFACTOR

LCOMB

1)) 5 7)))>10 12)))>15 16<)21 22)))>25 26<)31 32)))>35 36<)41 42)))>45 46<)51 52)))>55 56<)61 62)))>65 66<)71

DEFAULTS 1.0 1.0 1.0 1.0 1.0 1.0

ENGLISH

METRIC

COLUMNS COMMENTARY

LOCATION LOAD COMBINATIONS FOLLOW THE BASIC LOAD CONDITION DATA.

(GENERAL) THIS LINE ENABLES THE USER TO GENERATE NEW LOAD CONDITIONS, EACH DEFINED AS A LINEAR COMBINATION OF FROM ONE TO FORTY EIGHT BASIC AND/OR OTHER COMBINED LOAD CONDITIONS FOR THIS ANALYSIS.

( 1- 5) ENTER “LCOMB” ON ALL LINES DEFINING COMBINATIONS. A HEADER WITH “LCOMB” ONLY MUST PRECEDE ANY LOAD COMBINATION DATA.

( 7-10) ENTER THE NAME FOR THE LOAD COMBINATION BEING DEFINED.

(12-15) ENTER THE NAME OF THE LOAD CASE OR COMBINATION TO BE USED AS THE FIRST LOAD COMPONENT DEFINING THIS COMBINATION.

THE LOAD CONDITIONS BEING COMBINED MAY BE ENTERED IN RANDOM ORDER.

(16-21) ENTER THE FRACTION OF THE FIRST LOAD CASE TO BE INCLUDED IN THIS COMBINATION.

(22-71) REPEAT AS NECESSARY FOR THE REMAINING COMPONENTS MAKING UP THISCOMBINATION.

THIS LINE MAY BE REPEATED TO ENTER A TOTAL OF FORTY EIGHT LOAD COMPONENTS FOR EACH COMBINATION. EACH ADDITIONAL LCOMB LINE MUST HAVE THE LOAD COMBINATION NAME SPECIFIED IN COLUMNS 7-10.

LOAD COMBINATION INPUT

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END

41424344454647484950515253545556575859606162636465666768697071727374757677787980

THE END OF THE POST INPUT FILE IS DESIGNATED WITH THE ‘END’LINE.

END LINE

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LINELABEL REMAINDER OF THIS LINE LEFT BLANK

END

1) 3 4))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))))80

COLUMNS COMMENTARY

LOCATION THIS LINE IS THE LAST LINE IN THE POST INPUT FILE.

(GENERAL) THE ‘END’ LINE TERMINATES THE DATA READ BY THE PROGRAM AND IS REQUIRED.

END LINE


SACS®Post

3−90


SACS®Post

SECTION 4

COMMENTARY


SACS®Post


SACS®Post

4−1

4.0 COMMENTARY

The Post program calculates stresses and unity check ratios and performs memberredesign according to API, API-LRFD, AISC, AISC-LRFD, NPD, British Standards andDanish codes. The following commentary sections outline the theory and formulas usedby the program.

4.1 TERMS AND DEFINITIONS

The following terms and definitions pertain to the variables used in the member stress,allowable stress and unity check calculations:

b Flange width or width of non-tubular sectiond Depth of non-tubular sectionfa Axial stressfb Resultant bending stressfb' Localized bending stress in a conical sectionfby, fbz Bending stress about the local y or z axisfbzt Flange bending stress about local z axis due to torsionfh Hoop stress due to hydrostatic pressurefv, fvt Resultant shear stress due to shear and due to torsionfvy, fvz Shear stress about the local y or z axisfvyb Shear stress in flange from bending due to torsionfvyt, fvzt Shear stress in flange and web due to pure torsionh Flange centerline distance (h = d - tf) for stress calculation;

Web height minus flange thickness (h = d-2tf) for allowable stresscalculation.

l Actual unbraced length of the memberlb Distance between cross sections braced against twist or lateral displacement

of compression flanger Governing radius of gyrationrT Radius of gyration of a section comprising the compression flange plus one

third of the compression web area, taken about the axis in the plane of theweb

t Wall thickness of a tubular membertf Flange thicknesstf' Maximum thickness of flangetw Web thicknesstw' Maximum thickness of webty,tz Sidewall thickness of box sectiony', z' Distance from neutral axis to centroid along y & z axesZ L2/RtA Total cross sectional areaAf Area of compression flangeAs Tubular shear area (total axial area times by the shear area modifier -

normally 0.5 for maximum shear stress)Asy, Asz Prismatic member Y and Z shear areasCw Warping constant for cross sectionD Diameter of tubular member


SACS®Post

4−2

2 2

yza bz by

z y

M DM DPf f f

A I I= = =

D1 Diameter of largest inscribed circle in wide flange at flange web junctionE Modulus of elasticityFa, Fas Allowable compressive stressFby, Fbz Allowable bending stress about designated axisFe' Euler buckling stressFt Allowable tensile stressFv, Fvt Allowable shear and torsional shear stressFxe, Fxc Elastic and inelastic buckling stressesFy Yield stressFyr Reduced effective yield stressG Shear modulusIy, Iz Moment of inertia about Y or Z axisJ Polar moment of inertia of cross sectionKy, Kz Effective length factor for buckling about the designated axisMx Moment about the local X axis, torsionMy Moment about the local Y axis, bendingMz Moment about the local Z axis, bendingP Axial force, tension or compressionR Radius of a tubular memberS Elastic section modulusVy Shear force in the local Y directionVz Shear force in the local Z directionZ Plastic section modulusα Angle between resultant bending and shear in tubularsγm Material factorδx Direct von Mises stress componentδvm Von Mises stressδk DNV column curve buckling stressδkb DNV column curve buckling stress for wide flange or boxλk Slenderness ratio (Kl/r)λk' Reduced slenderness ratioσkba Tubular local buckling axial allowableσkbb Tubular local buckling bending allowableσkbv Tubular local buckling shear allowableIxy, Ixz Von Mises shear stress componentImax Maximum von Mises shear stress

4.2 CALCULATING STRESS

4.2.1 Direct Axial, Bending and Shear Stress

4.2.1.1 Tubular Sections

The stress calculations for tubular members are as follows:


SACS®Post

4−3

2 2

4 4

16

( 2 )

y z xv bz

s

V V M Df f

A D D tπ

+= =

− −

2 2

4 4

16

( 2 )

y z xv

s

V V M Df

A D D tπ

+= +

− −

2 2

3

4

yza bz by

z y

yzvz vy

w f

M dM bPf f f

A I I

VVf f

dt bt

= = =

= =

tanh cosh sinh2bzt x

z

ab l x xf M

hI a a a = −

3tanh sinh cosh

2 2x

vybf

M l x xf

bht a a a = −

Shear stress due to the resultant shear and due to torsion are determined as follows.

For maximum shear stress, the shear stress due to the shear force resultant is added to thetorsional shear such that:

4.2.1.2 Wide Flange Sections

The stresses for wide flange sections (compact or non-compact) are calculated asfollows.

If the section is subject to torsion, the torsional stresses below are added to the foregoingstress calculations:

Bending of the flange about Z axis due to torsion

Shear stress in flange due to bending of flange


SACS®Post

4−4

tanh sinh cosh 12

f xvyt

t M l x xf

J a a a

′ = − +

tanh sinh cosh 12

w xvzt

t M l x xf

J a a a

′ = − +

( )3 3 4 41

2 12 2 0.42

3 3f f w fJ bt d t t D tα= + − + −

2wz ECEIh

aJG JG

= =

( )2

1

42

wf w

f

tt R t R

DR t

+ + + =

+

2

2 20.0420 0.2204 0.1355 0.0865 0.0725w w w

f f f f

t t R tR

t t t tα = − + + − −

2 2

yza bz by

z y

M dM bPf f f

A I I= = =

Shear stress in the flange and the web due to pure torsion

where:

Note: For flanged members, torsion is assumed to be induced by frameaction rather than concentrated loads. Because the boundaryconditions for the member are assumed to be fixed, they are notvalid for the case of torsion applied to a member. Therefore, whentorsion is to be applied to a member, a joint should be added atthe point of application and the torsion applied to the joint.

4.2.1.3 Box Sections

The stress calculations for box sections are similar tothe wide flange calculations except that the shear stressdue to torsion does not contain warping stresses.


SACS®Post

4−5

( )( )

( )( )

2 2

2 2

y xvy vyt

y y z y

xzvz vzt

z z z y

V Mf f

bt t b t d t

MVf f

dt t b t d t

= = − −

= = − −

2 2

yza bz by

z y

yzvz vy

sz sy

M dM bPf f f

A I I

VVf f

A A

= = =

= =

2tan(2 ) yz

y z

I

I Iα

= − −

The total shear in the y direction is taken as the sum of the fvy and fvyt and the total shearin the z direction is taken as the sum of fvz and fvzt.

4.2.1.4 Prismatic Sections

Prismatic sections are used when the standard cross sections are not applicable. Inaddition to the dimensions, all structural properties, including shear area, are input by theuser. The stresses are calculated as follows:

Note: Prismatic uses shear areas input on the cross section details,area for shear stress is 0.8 of input shear area assuming arectangular section with parabolic shear stress distribution.

4.2.1.5 Angle Sections

SACS uses properties about the member principal axes for stiffness calculations.Normally, the cross section input local axes are axes of symmetry and are thereforeprincipal axes. For angles, however, the input axes are not principal axes. Therefore, theinertia properties calculated about the input axes must be transformed to the principalaxes by the program using the following:


SACS®Post

4−6

1

2

2

2

2

2

2 2

2 2

y z y zV yz

y z y zV yz

I I I II I

I I I II I

+ − = + +

+ − = − +

2

2S

A

IA

QdA

t

µ

µ

=

∫

1

2

cos(2 )2 2

cos(2 )2 2

y z z y

y z z y

K K K KK

K K K KK

α

α

+ − = +

+ −

= −

( ) ( )( )2

z y yz y y z yz z

y z yz

V V I Q V V I Q

I I I tτ

− + −=

−

The shear areas about the principal axes are used in member stiffness and stresscalculations and are taken as:

where the Iµ and Qµ are with respect to the µ principal axis.

Bending stress and Euler buckling stress are calculated with respect to the principal axes.The effective buckling length factors, Ky and Kz, are input with respect to the localcoordinates. The program transforms the input K-factors into the principal axes system toobtain the factors to be used in Euler buckling calculations, from:

K1,2 = Principal axes effective length factorsKy,z = Input effective buckling length factorsα = Angle between input axes and principal axes

The shear stress at any point is calculated with respect to the local coordinate systemusing the following equation:


SACS®Post

4−7

1 2

1 2

211 2

2

2web

a

y yzbz by by

z y y

y yz z zvz vy v

y z y

Pf

AM d M dM b

f f fI I I

V QV Q V df f f

I I I

=

= = =

= = = −

Iy, Iz, Iyz = Inertia properties with respect to Y and Z axesVy, Vz = Shear in Y and Z directionst = ThicknessQy, Qz = First moments about Y and Z axes of portion of the cross section

area between the point and the free edge (Shaded area in figurebelow).

Tensile and compressive stresses are evaluated at points 1, 2, 3, 4 and 5 shown in theabove right figure. Shear stresses are determined at the points of maximum shear stressin each leg. These points are located automatically for each load case.

Note: Although principal axes are used in stiffness, bending stress andEuler buckling calculations, the output results are reported with

respect to the local coordinate axes.

4.2.1.6 Tee Sections

The stresses for tee sections are calculated as follows:

where Qy1 and Qz1 are defined as:


SACS®Post

4−8

( ) ( )( )2 2

1 1 2 0.5 0.58

w

y z f w

b tQ Q d d t b t

−= = − − −

cos cos

a bac bc

f ff f

α α= =

( ) ( )2

0.6tanc

b a be

t D t tf f f

tα

+′ = +

( )0.45 tanh a b

Df f f

tα′ = +

2a

Pf

Rtπ=

If the section is subject to torsion, torsional stresses are added to the shear stresscalculations.

4.2.1.7 Conical Sections

In general, members containing conical transitions are input as segmented members. Thenominal axial and bending stresses in the cone section segment are calculated based onthe stresses in the adjoining tubular segments as follows:

where α is one half of the projected apex angle of the cone.

Cone sections are also subject to unbalanced radial forces due to longitudinal axial andbending loads and to localized bending stresses caused by the change in angle. Thislocalized bending stress is determined by:

where: tc is the cone thickness, fa and fb are the acting stresses in the cylinder section andte is the cone thickness when calculating stress in the cone and cylinder thicknesswhen calculating cylinder stress.

The hoop stress caused by unbalanced radial line load is determined by:

4.2.1.8 Ring and Longitudinal Stiffened Cylinders

The axial stress, fa, for unstiffened or ring stiffened cylinders is taken as:


SACS®Post

4−9

( ) where

2s e

a aa s s s

A b tPf Q

Q Rt N A A btπ+

= =+ +

2 2

1 0.5 /

1 0.25( / )b

M t Rf

R t t Rπ+

=+

i

2

( / )s e

b sa s s

A b tMf Q

Q R t A b A btπ+

= =+ +

( )1

2 2 2 2 2 2 23vm x y z x y x z xy yz xzT T Tδ δ δ δ δ δ δ δ = + + − − + + +

( )1

2 2 2 23vm x xy xzT Tδ δ = + +

For cylinders with longitudinal stiffeners, the axial stress is calculated from:

where Ns and As are the number of stiffeners and the cross section area of the stiffener. Inthe calculation of Qa, b is the stringer spacing and be is the effective width of the shell.

The bending stress for unstiffened or ring stiffened stiffened cylinders is determinedfrom the equation below,

and for longitudinally stiffened cylinders is given by:

4.2.2 Von Mises Stresses

Some codes supported by the Post program require the calculation of the von Misesstress at various points around the cross section. The general von Mises equation is asfollows:

For beam theory δy = δz = Tyz = 0, therefore

The following sections address the calculation of von Mises stress for various crosssection types.


SACS®Post

4−10

( )1

2 22 2 23 cosvm x vt vy vzf f fδ δ α = + + +

2 2x a by bzf f fδ = ± +

( )1

2 22 2 2maxcos 3vm a by bzf f f Tδ α = ± + +

2 2max vt vy vxT f f f= + +

0

x a by bz bzt

xy vyt

xz

f f f f

T f

T

δ = ± ± ±

=

=


When required, the von Mises stress δvm is determined for tubular sections at two points,the point of maximum direct stress and the point of maximum shear stress. Becausetubular cross sections are completely symmetrical, simplifications are made whencalculating von Mises stress. The von Mises stress at the point of maximum direct stressis determined from:

where the direct stress δx is represented by:

The von Mises stress at the point of maximum shear is given by:

where the shear stress Tax is calculated using the following:

4.2.2.2 Wide Flange Sections

For codes requiring calculation of von Mises stresses, vonMises stress is calculated at seven points around the crosssection.

The von Mises stress components at points 1, 2, 3 and 4are:


SACS®Post

4−11

x a by xz vz xy vyb vytf f T f T f fδ = ± = = +

( )/ 2 / 2z f f

vzy w

V A d tf

I t

−=

0 x a xy xz vz vztf T T f fδ = = = +

x a by bz

xy vy vyt

xz vz vzt

f f f

T f f

T f f

δ = ± ±

= +

= +

( )( ) / 2 ( )( ) / 2

2 2z y y y z y

vz vyy z z y

V bt d t V dt b tf f

I t I t

− −= =

xz xy T 0 Tx a by vy vytf f f fδ = ± = = +

The components of the von Mises stress for points 5 and 6 are:

where the shear due to transverse loading along the Z axis is

For point 7, the components are taken as:

4.2.2.3 Box Sections

For codes requiring calculation of von Mises stresses, von Mises stress is calculated ateight points around the box cross section as shown in the figure below.

The von Mises stress components at points 1, 2, 3 and 4 are:

where the shear due to transverse loading is

The components of the von Mises stress for points 5 and 6 are:

where the shear due to transverse loading along the y axis is:


SACS®Post

4−12

( / 2)yvy

z y

V A yf

I t

′=

xy xz T 0 Tx a bz vz vztf f f fδ = ± = = +

( / 2)zvz

y z

V A zf

I t

′=

0

0

x a by bz

xy

xz

f f f

T

T

δ = ± ±

=

=

0 x a by xz xy vy vytf f T T f fδ = ± = = +

2 2

(3 / 2 1.8 / 2)3

2 8( / 2) ( / 2)y x

vy vyt

V M b df f

bd d b

+= =

For points 7 and 8, the components are taken as:

where the shear due to transverse loading along the z axis is:

4.2.2.4 Prismatic Sections

When required, von Mises stress is calculated at ninepoints for prismatic cross sections.

For points 1, 2, 3 and 4, the stress components used tocompute the von Mises stress are detailed below.

At points 5 and 6, the following should be used to determine the von Mises stress:

where the shear due to transverse loading along the y axis and torsion are:


SACS®Post

4−13

0 x a bz xy xz vz vztf f T T f fδ = ± = = +

2 2

(3 / 2 1.8 / 2)3

2 8( / 2) ( / 2)xz

vz vzt

M b dVf f

bd d b

+= =

b

Mf

S=

0

00

(1) 0.4 (2)0.4

mMmM M

M M M M MM M

M

+ = ≤ = ≤ +

where b A

Mf M mM

S= =

For points 7 and 8, the components are taken as:

where the shear due to transverse loading along the z axis and due to torsion are:

4.2.3 Effective Bending Stress for NPD and NS Codes

NPD and Norwegian Standards codes require the determination of the effective bendingstress in the member. The effective bending stress is taken as:

where &M is the effective moment taken from formula 1 below when the moment at thecenter, Mo, and the maximum end moment, M, have the same sign and from formula 2below when Mo and M have opposite signs:

In the above equations, m = 0.6+0.4β, where β is the absolute value of the end momentratio ( |β| ≤ 1.0 ).

4.2.4 Equivalent Uniform Bending Stress BS5950

BS5950 code require the determination of the equivalent uniform bending stress in themember. The uniform bending stress is taken as:

where &M is the equivalent uniform moment, MA is maximum moment and m is the


SACS®Post

4−14

20.57 0.33 0.10m β β= + +

/ 2hf pD t=

/ 2 hf pD t Kθ= i

1.0 when 3.42 1- when 3.42 where /x x x rM M M L Rtεψ≥ < =

21 0.3

where 1 / r

e r

k RA A

L t A Rε

−= = +

1.0 when 1.26

1.58 - 0.46 when 1.26 3.42

0 when 3.42

x

x x

x

M

M M

M

ψ = ≤< <

≥

equivalent moment factor. The factor m for members with equal flanges not loadedbetween lateral restraints and not subject to destabilizing loads is taken from:

where β is the ratio of the smaller end moment over the larger end moment. For all othermembers, m is taken as 1.0.

4.2.5 Hydrostatic Stresses

4.2.5.1 Tubular and Stringer Stiffened Cylinders

Hoop stress due to hydrostatic pressure, fh, for tubular and unstiffened and stringerstiffened cylinder sections is taken as:

where p is the hydrostatic pressure, p = γHz. The design head, Hz is taken as the distancebelow the water depth value input on the WDEPTH line and γ is the density of sea water.

4.2.5.2 Ring Stiffened Cylinders

For ring stiffened cylinders, the hoop stress in the shell midway between rings or in thering stiffeners is given by:

where K2 when calculating stress in the shell is taken as

where Lr is the spacing between rings and ε and ψ are given by:


SACS®Post

4−15

1.56e r rL Rt t L= + ≤

(1 0.3 ) e

r e

L tK k

A L tθ = −+

where Ar is the area of the ring, Rr is the radius to the centroid of the ring, k is Nφ/Νθ,where Nφ is defined as P/(2πR)+M/(πR2) and Νθ is pR, and Le is defined below.

Kθ is taken as follows when calculating the hoop stress in the ring stiffener.

4.3 DETERMINING ALLOWABLE STRESS/NOMINAL STRENGTH

Unlike the applied stress calculation which is code independent, determining theallowable stress (for working stress design) or nominal strength (for LRFD) is dependantupon the code selected on the OPTIONS line.

4.3.1 API/AISC Allowable Working Stress

For any of the API working stress code check options, the API RP2A and AISC Manualof Steel Construction ASD codes are used to calculate the allowable stresses for tubularand non-tubular members, respectively. For each load case, the allowable stressescalculated per the code recommendations are factored by the allowable stress modifierspecified for that load case.

Note: Stiffened cylinder allowable stresses may be optionally calculatedbased on API Bulletin 2U Stability Design of Cylindrical Shellsrecommendations.

4.3.1.1 Tubular Members

Allowable stresses for tubular members may be determined based on API-RP2A WSD20th or 16th editions.

The following table references the appropriate formula number used to determineallowable stresses. Any deviations from the code recommendations are noted.


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Stress Type API RP2A WSD 20th API RP2A 16th

Axial Tension: 3.2.1-1 see non-tubulars

Axial Compression: Column Buckling Local Buckling

3.2.2-1 & 23.2.2-3 & 4

see non-tubulars2.5.2-2 & 3

Bending: 3.2.3-1a, b & c 2.5.2-5

Shear: Beam Torsional

3.2.4-23.2.4-4

see non-tubulars

Buckling: Euler Elastic Hoop Critical Hoop

see non-tubulars3.2.5-43.2.5-6

see non-tubularsN/AN/A

4.3.1.2 Non-Tubular Members

For any of the API/AISC code check options, allowable stresses for non-tubularmembers are determined based on the AISC Manual of Steel Construction AllowableStress Design 9th Edition.

The following table references the appropriate formula or formula number used todetermine allowable stresses. Any deviations from the code recommendations are noted.

Stress Type Sect Type / Condition Formula

Axial Tension: All Ft = 0.6 Fy

Axial Compression: All b/t#NCL E2-1 & E2-2

Angle* b/t>NCL AB5-1,2 AB5-11,12

Tee* b/t>NCL AB5-3,4,5,6 AB5-11,12

Box* b/t>NCL AB5-7 AB5-10,11,12

Channel* b/t>NCL AB5-3,4 AB5-11,12

All other* b/t>NCL AB5-3,4 AB5-11,12

Shear: All F4-1, F4-2

Euler Buckling: All Fe' = 12π2E/23(klb/rb)2


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Major Axis Bending WF Lb<Lc b/t#CL F1-1

WF Lb<Lc

CL<b/t#NCLF1-3

WF Lb>Lc b/t#NCL F1-6, F1-7, F1-8

WF* b/t>NCL AB5-3,4 Sec AB5.2d

Channel F1-8

Channel* b/t>NCL AB5-3,4 Section AB5.2d

Angle/Tee/Pl Girder F1-5

Angle* b/t>NCL AB5-1,2 Section AB5.2d

Tee* b/t>NCL AB5-3,4,5,6 Sec AB5.2d

Pl Girder* h/tw>NCL G2-1

Pl Girder* b/t>NCL AB5-3,4 Section AB5.2d

Box b/t#CL F3-1

Box CL<b/t#NCL F3-3

Box* b/t>NCL AB5-7 & SectionAB5.2d

Minor Axis Bending Compact WF F2-1

Compact Box F3-1

Box* b/t>NCL AB5-7 & SectionAB5.2d

All others F2-2

Note: ‘NCL’ is the non-compact limit and ‘CL’ is the compact limit asspecified in table B5.1.

*Note: ‘*’ denotes that these formulas are required in addition to anyother applicable formula for that section type.

Note: The only difference between WF and PLG sections is in the shearallowable for API/AISC when ht/tw > 380/sqrt(Fy) (formula F4-2).For WF Kv=5.34 whereas Kv is calculated for plate girders. If nostiffeners are defined on the PLG, the member length is used asthe spacing defined by a.

4.3.1.3 Stiffened Cylinders

The predicted shell buckling stresses for stiffened cylinders may be optionally calculatedbased on API 2U Bulletin recommendations.

The following table references the appropriate formula number used to determine


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predicted buckling stresses. Any deviations from the bulletin recommendations are notedwith a number superscript.

Condition Stress Type Bulletin Formula

Local Buckling ofUnstiffened or Ring StiffenedCylinders

Axial Compr/Bending Elastic Buckling Inelastic BucklingExternal Pressure Elastic Buckling Inelastic Buckling Failure pressure

4-24-6, 4-7

4-81

4-101

4-12

General Instability of RingStiffened Cylinders


4-134-15

4-161

4-191

4-21

Local Buckling of StringerStiffened Cylinders


4-224-25

4-261

4-281

4-30

Bay Instability Based onOrtho tropic Shell Theory


4-334-34

4-381

4-391

4-41

Column Buckling: ElasticInelastic

8-18-2

Shell Buckling for CombinedLoads:

Tension + Bend + HoopCompr + Bend + Hoop

6-1,6-26-32

General Instability Based onOrtho tropic Shell Theory


4-364-37

4-421

4-431

4-45


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1Note: When calculating the predicted buckling stress for externalpressure, only Fre, for the elastic, or Frc, for the inelasticcondition, are used.

2Note: In equation 6-3, Nφ/Nθ is determined by setting Fφcj = kFθcj.

4.3.2 API/AISC LRFD Nominal Strength

For the LRFD code check option, the API RP2A LRFD and AISC Manual of SteelConstruction LRFD codes are used to calculate the nominal strength of tubular and non-tubular members, respectively.


Nominal strength for tubular members are determined based on API-RP2A LRFD 1stedition.

The following table references the appropriate formulas used to determine the nominalstrengths of tubular members. The strength values calculated are factored by theappropriate resistance factor to obtain the design strength.

Stress Type API RP2A LRFD Formula

Axial Tension: Ftn = Fy

Bending: D.2.3-2a, D.2.3-2b, D.2.3-2c

Axial Compression: Column Buckling Elastic Local Buckling Inelastic Local Buckling

D.2.2-2a & D.2.2-2bD.2.2-3

D.2.2-4a & D.2.2-4b

Shear: Beam Torsional

D.2.4-2D.2.4-4

Buckling: Euler Elastic Hoop Critical Hoop

D.2.2-2cN/AN/A


For any of the API/AISC LRFD code check option, nominal strengths for non-tubularmembers are determined based on the nominal loads calculated per the AISC Manual ofSteel Construction LRFD 1st Edition.

The following table references the appropriate formula used to determine nominalstrengths. The strength values calculated from the formulas are factored by theappropriate resistance factor to obtain the design strength. Any deviations from the coderecommendations are noted.


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Stress Type Section Type / Condition Formula

Axial Tension: All Ftn = Fy

Shear: All F2-1, F2-2, F2-3

Buckling: Angle/Tee b/t > λr AE3-7

Channel b/t > λr AE3-6

All other E2-3

Axial Compression: All b/t # λr E2-2 & E2-3

Angle* b/t > λr AB5-1,2 AE3-2,3

Tee* b/t > λr AB5-3,4,5,6 AE3-2,3

Box* b/t > λr AB5-7, AB5-11,13

Channel* b/t > λr AB5-3,4 AE3-2,3

All other* b/t ≥ λr AB5-3,4 AB5-11,13

Major Axis Bending: WF/PGird/Boxλ < λp

AF1-1

WF/PGird/Chan/Boxλp<λ≤λr

AF1-2, AF1-3

Tee λ ≤ λr F1-15

Prismatic λ ≤ λr AF1-3

WF/PGird/Chan/Boxλ > λr

AF1-4

WF/Pl Girder* b/t > λr AB5-3 AB5-4

Prismatic λ > λr AF1-4

Angle λ ≤ λr Fbn = Fy

Angle* b/t > λr AB5-1, AB5-2

Tee* b/t > λr AB5-3, 4, 5 & 6

Box* b/t > λr AB5-7 AB5-9

Pl Girder* h/tw > λr AG2-1 AG2-2


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Minor Axis Bending: WF/PGird/Chan/Box λ < λp

AF1-1

WF/PGird/Chan λp<λ≤λr

AF1-3

Box λp<λ≤λr AF1-2, AF1-3

WF/PGird/Chan/Box λ > λr

AF1-4

Box* b/t > λr AB5-7 AB5-9

Tee λ < λp AF1-1

Tee λp<λ ≤ λr AF1-21, AF1-32

Tee λ > λr AF1-4

*Note: * denotes that these formulas are required in addition to anyother applicable formula(s) for that section type.

1Note: The limit state for lateral torsional buckling of a tee for minoraxis bending is assumed to be the same as a solid bar.

2Note: The limit state for flange local buckling of a T section bentabout the minor axis are taken as the same as those for a wideflange section.

4.3.3 NPD/NS3472E Characteristic Stresses

For the NPD code check options, the Norwegian Petroleum Directorate and NorwegianStandards codes are used to calculate the characteristic stresses for tubular and non-tubular members, respectively.


The characteristic and design stresses for tubular members are determined based on the1995 NPD code guidelines.

The following table references the appropriate formulas used to determine thecharacteristic and design stresses.

Stress Type NPD 1995 Section/Formula

Axial/Bending Stress: 3.2.2.1

Euler Buckling: 3.4.6.1

Stability: 3.4.7

Von Mises Stress: 3.1.2

Characteristic Buckling Stress see non-tubulars


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Char. Local Buckling Stress: 3.4.4.1, 3.4.6.1, 3.4.9.2

Design Strength: Fd = fy / γm

4.3.3.2 Non-tubular Members

The characteristic and design stresses for non-tubular members are determined based onthe NS3472E code guidelines.

The following table references the appropriate sections and formulas used to determinethe characteristic and design stresses.

Stress Type Section Type Formula/Section

Design Strength: All Fd = fy / γm

Buckling Stress: All A5.4.11,2

Moment Capacity: Major Axis

Minor Axis

All except WF & BoxWF & BoxAll

5.4.15.4.1, 5.5.2.13, A5.5.2

5.4.1

1Note: Determining the buckling stress for angles requires the use of theModified ECCS Method detailed in Appendix Section A5.4.1.

2Note: When the modulus of elasticity, E, for a member is specified asthat of aluminum, the buckling stress is calculated using α = 0.49regardless of section type.

3Note: Plastic design method is not considered.

4.3.4 British Standards Design Strength

For the British Standards code check option, the British Standards BS5950 code is usedto calculate the capacity and design strength for tubular and non-tubular members.

The following table references the appropriate formulas used to determine thecharacteristic capacities and design strengths.

Stress Type Section Type Formula/Section

Tension: All 4.6.1

Compression: All 4.7.4, Appen C.1,2

Euler Buckling: All non-segmentedSegmented

Appen C.1Appen C.11


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Design Strength: AllSlender Tube*WF/Box/Chan* SlendWebWF/Box/Chan* SlendFlngSlender Angle/Tee*

py = fy

Table 7Table 7Table 8

Table 7, 8

Shear: WF/Chan Major AxisWF/Chan Minor AxisBoxTubularAll others

4.2.3(a)4.2.3(c)4.2.3(b)4.2.3(e)4.2.3(f)

Shear Buckling: WF/Chan/Box/Teed/t>63ε

Appen H.1

Moment Capacity:

All Fv ≤ 0.6Pv

All Fv > 0.6Pv

4.2.54.2.6

Lat. Tors Buckling AllSegmented*

B.2.1,2,3, 4B.3

1Note: λeff is calculated for each section based on the overallbuckling load determined iteratively from the ‘Method ofSuccessive Approximations’. λeff replaces λ in all calculations.

*Note: ‘*’ denotes that these formulas are required in addition to anyother applicable formula for that section type.

4.4 INTERACTION UNITY CHECK RATIO

The Post program calculates the interaction unity check ratios based on the code optionspecified on the ‘OPTIONS’ line.

4.4.1 API/AISC Allowable Working Stress

For any of the API working stress code check options, the API RP2A and AISC Manualof Steel Construction ASD codes are used to calculate the interaction unity check ratiosfor tubular and non-tubular members, respectively.

Note: Stiffened cylinder allowable stresses may be optionally calculatedbased on API Bulletin 2U Stability Design of Cylindrical Shellsrecommendations.


Interaction unity check ratios for tubular members may be determined based on API-RP2A WSD 20th or 16th editions. For each load case, the tubular member is checked foreach applicable interaction condition and the condition yielding the highest ratio isreported as critical. The following details the unity check equations for each of the tenpossible conditions. Differences between the API 20th and 16th edition code check


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2 2

0.6by bza

y b

f ffUC

F F

+= +

b

b

fUC

F=

2 2by bza

a b

f ffUC

F F

+= +

2 2 2 2

0.61-

m by bz by bza a

a y bab

e

C f f f ff fUC UC

F F FfF

F

+ += + = +

′

a

e

fUC

F=

′

v vt

v vt

f fUC UC

F F= =

procedures are noted.

For members in tension, tension plus bending is checked per API 20th and 16th editionsusing the equation below.

Each member is also checked for bending only as follows:

For load cases in which the member is in compression and the compressive stress is≤ 0.15Fa, the following formula is used.

Tubular members subjected to combined compression and flexure with compressivestress > 0.15 Fa, are checked using both of the following equations:

The Euler buckling stress ratio for compression members is determined from:

The shear UC ratio is taken as the larger of the following:


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2 2

2 2 2 2 y z

A BBend Bend

A B A B= =

+ +

11

y z

zy

m by m bz

aa

ee

C f C fA B

ffFF ′′

= =

− −

2 2 2UC A B v A B= + +

(0.5 ) a b h h

x hy hc

f f f fA SF B SF

F F

+ −= =i i

(0.5 ) UC a h b h

x b hxc y hc

f f f fUC SF SF SF

F F F

+= + =i i i

20.5 0.5

0.5a b h ha h

aa ha ha

f f f F fUC

F F F

+ + −= + −

When reporting the bending components about the local Y or Z axes, the followingformulas are used:

where A and B are defined as:

4.4.1.2 Hydrostatic Collapse for Tubular Members

When using API 20th edition code, hydrostatic collapse checks may be performed.Tubular members subjected to axial tension and simultaneous hydrostatic compressivestresses are checked against the following interaction equation:

where v = Poisson’s ratio, SFx axial tension safety factor (per Par 3.3.5), SFh hoopcompression safety factor (per Par 3.3.5) and A and B defined below.

When axial compressive and hoop compressive stresses occur simultaneously, thefollowing equations are used.

where SFb is the bending safety factor and SFx is the safety factor for axial compression(per section 3.3.5). When fx > 0.5Fha the following equation is also checked.


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xe heaa ha

x h

F FF F

SF SF= =

a b b

t

f f fUC

F

′+ +=

0.6 0.5

h hTensile Compressive

y hc

f fUC UC

F F

′ ′= =

bya bz

t by bz

ff fUC

F F F= + +

b

b

fUC

F=

where Faa and Fha are taken as:

4.4.1.3 Conical Sections

When using API RP2A 20th edition additional checks for conical sections are performed. The axial, bending and local bending interaction ratio for segments made up of a sectionis calculated at the cone-cylinder interface using the following:

Where Ft is the cone tensile strength entered in columns 24-29 of the member GRUPline. If no cone tensile strength value is entered on the member GRUP line, Ft = 60 ksi.

Tensile hoop stress and compressive hoop stress are checked using the followingformulas, respectively:


Interaction unity check ratios for non-tubular members are determined based on AISCManual of Steel Construction 9th edition. For each load case, the member is checked forapplicable conditions with the condition yielding the highest UC ratio reported ascritical. The following details the unity check formulas for each of the six conditionschecked.

For members in tension, tension plus bending is checked per the equation below.

Each member regardless of whether axial stress is tensile or compressive is checked forbending only as follows:


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bya bz

a by bz

ff fUC

F F F= + +

0.6

11

my by bya mz bz a bz

a y by bzaabzby

ezey

C f ff C f f fUC UC

F F F Fff FFFF

= + + = + +

−− ′′

a

e

fUC

F=

′

v

v

fUC

F=

( )a b

y

f f FSUC

F

+=

For load cases in which the member is in compression and the compressive stress is≤ 0.15Fa, the following formula is used.

Members subjected to combined compression and flexure with compressive stress > 0.15Fa, are checked using both of the following equations:


The shear UC ratio includes the effects of torsion and is taken as:

4.4.1.5 Stiffened Cylinders

The interaction ratios for stiffened cylinders may be optionally determined based on theAPI 2U Bulletin.

For elements subjected to axial tension, the unity ratio is taken from:

The factor of safety, FS, is taken as 1.67ψ for normal design conditions or 1.25ψ forextreme load conditions where the allowable and predicted stresses are increased by one-third. The value of ψ is taken as 1.2 when buckling stress is elastic and 1.0 whenbuckling stress equals the yield stress. For buckling stresses between these limits, thefollowing equation is used.


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1.444 0.444 icj

y

F

Fψ = −

( )a b

xcL

f f FSUC

F

+=

rcL

f FSUC

Fθ=

( )

0.5a b

hcL hcL

f f FS f FSUC UC

F Fθ+

= =

( ) a b

cL cL

f f FS f FSUC UC

F Fθ

φ θ

+= =

a b

cC xcL

f FS f FSUC B

F Fφ

= +

i

For members subjected to axial compression or bending, the unity check ratio isdetermined from:

The unity check ratio for members subjected to external pressure only is calculated usingthe formula below.

Members subjected to hydrostatic end forces are checked against both of the following:

For axial tension or compression and hoop compression, with or without bending, andbending plus hoop compression, the following unity check ratios are calculated:

When Kl/r>0.5(E/Fφcj)½, the column buckling unity check equation below is used:

where B=1.0 when fa/Fa ≤ 0.15 and B=Cm/(1-fa/Fe') when fa/Fa>0.15.

4.4.1.6 Plates

The unity check ratio for plate elements is calculated using the Huber-von Mises-Hencky


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( )2 2 21 2 2 1

22(0.6 )p p p p

y

S S S SUC

F

− + +=

( ) ( )

2 2

11 /1 /

my bya mz bz

c a b b a eza ey

C ff C fUC

F F f Ff Fφ φ

= + + ′′ −−

2 2

1 cos2

by bzt

c xc b b

f ffUC

F F

πφ φ

+ = − +

a

e

fUC

F=

′

Technique, also known as the Maximum Energy of Distortion Theory. The unity checkequation utilizes the maximum principal stress, Sp1, and the minimum principal stress,Sp2, as follows:

4.4.2 API/AISC LRFD

For the LRFD code check option, the API RP2A LRFD and AISC Manual of SteelConstruction LRFD codes are used to calculate the interaction ratios for tubular and non-tubular members, respectively.


Interaction unity check ratios for tubular members may be determined based on API-RP2A LRFD 1st edition. For each load case, the tubular member is checked for eachapplicable interaction condition and the condition yielding the highest ratio is reported ascritical. The following details the interaction equations for each of the four conditionschecked.

For members in tension, the tension plus bending interaction ratio is taken as the largervalue from the two equations below.

For load cases in which the member is subject to axial compression and bending, theinteraction ratio is determined by the larger of the following:



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v vt

v v v vt

f fUC UC

F Fφ φ= =

8

9byt bz

t y b by b bz

ff fUC

F F Fφ φ φ

= + +

2byt bz

t y b by b bz

ff fUC

F F Fφ φ φ= + +

( ) ( )8

9 1 / 1 /my bya mz bz

c a a e b by a e b bz

C ff C fUC

F f F F f F Fφ φ φ

= + + ′ ′− −

( ) ( )2 1 / 1 /my bya mz bz

c a a e b by a e b bz

C ff C fUC

F f F F f F Fφ φ φ= + +

′ ′− −

The shear UC ratio is taken as the larger of the following:


Interaction unity check ratios for non-tubular members are determined based on AISCManual of Steel Construction LRFD 1st edition. For each load case, the member ischecked for all applicable conditions with the condition yielding the highest UC ratioreported as critical. The following details the unity check formulas for each of thepossible six conditions.

For members in tension, where ft/φtFy ≥ 0.2, tension plus bending is checked per theequation below.

If ft/φtFy < 0.2, tension plus bending is checked per the following:

For load cases in which the member is in compression and fa/φcFa ≥ 0.2, the followinginteraction equation is checked:

If fa/φcFa < 0.2, compression plus bending is checked per the following:



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4−31

a

e

fUC

F=

′

v

v v

fUC

Fφ=

( )( )

2 2 21 2 2 1

22

p p p p

y

S S S SUC

Fφ

− + +=

vm m

y

UCF

δ γ=

a

e

fUC

F=

′

The shear UC ratio includes the effects of torsion and is taken as:

4.4.2.3 Plates

The unity check ratio for plate elements is calculated using the Huber-von Mises-HenckyTechnique, also known as the Maximum Energy of Distortion Theory. The unity checkequation utilizes the maximum principal stress, Sp1, and the minimum principal stress,Sp2, as follows:

4.4.3 NPD/NS3472E Interaction Equations

For the NPD code check options, the Norwegian Petroleum Directorate and NorwegianStandards codes are used to calculate the unity check ratios for tubular and non-tubularmembers, respectively.


The unity check ratios for tubular members are determined based on interactionequations in the 1995 NPD code.

The unity check ratio for nominal stress is calculated using the von Mises stress asfollows:

The member Euler buckling ratio is determined as:


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vm m

k

UCF

δ γ=

( ) ( )2 2*ma mk b y by z bz

y

UC f Bf B f B fF

γγ = + + +

( )* 1

1 1 1 /

y kb a

k m e a e

F Ff f B

F F f Fγ

= − − = ′ ′−

2 2 2

2

0.9a b h h v v

m aba y b y h y v y

f f f K f KUC K

F F F Fγ

φ φ φ φ

= + + +

The equation used to check stability, due to local buckling, of members subjected totension or compression, bending, shear, torsion, or circumferential pressure is detailedbelow:

where Fk is the characteristic buckling resistance. Members subjected to axialcompression and bending stress are checked in accordance with:

where γmk = 1.0, Fy may be substituted by FkL from sections 3.4.3, 3.4.4, 3.4.6 and 3.4.9and fb may be increased by ∆σ in section 3.4.4 based on section 3.4.9 (column buckling).The term fb

* is the design bending accounting for imperfections and B is the largerbending amplification factor of By and Bz as follows:


The hydrostatic collapse equations are taken from the 1977 DNV rules Appendix CSection 3. The basic interaction formula is:

where K =1.0 if (ρFy/Fe)½ < 0.5 and 1.3 if (ρFy/Fe)

½ > 1.0. K may be linearly interpolatedfor other values using K = 0.7 + 0.6((ρFy/Fe)

½). The variable φ is taken as 1/(1+(Fy/Fe)2)½

where Fe is calculated for each load type, axial, bending, torsion and pressure using thegeneral formula Fe = ρifi, where ρi and fi are determined per DNV rules for each loadtype.

4.4.3.3 Non-tubular Members

Non-tubular members are checked in accordance with the NS3472E code guidelines. Foreach member, the following conditions are evaluated for each load case.


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Strong Axis1/ 1 by m kya m bz m a me

ky v y ey y

mf Ff mf fUC K

F F F F F

γγ γ γ = + + − ′

11/ 1 Weak Axisby ma m bz m a m kz

kz v e y ez y

mff mf f FUC

F F K F F F

γγ γ γ = + + − ′

a

e

fUC

F=

′

vm m

y

UCF

δ γ=

bya bz

y by bz

ff fUC

p F F= + +

For elements subjected to axial and bending stress, the following interaction equationsare used:

where m is the effective moment ratio and Fv is the ideal buckling yield stress used toaccount for lateral buckling. Fv is taken as Fy for all sections except wide flanges andboxes where Fv is calculated per section 5.5.2.1.

The Euler buckling unity check ratio is determined from:

4.4.3.4 Plates

The unity check ratio for plates is calculated using the von Mises stress as follows:

4.4.4 BS5950 Interaction Equations

For code check with respect to BS5950, members are checked for the followingconditions. Tension members with moments are investigated using the followingequation:

Members subjected to compression and bending are checked using the followingequations for local capacity and buckling:


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4−34

by bya bz a bz

y by bz a b y

f mff f f mfUC UC

p F F F F F= + + = + +

b

b

mfUC

F=

a

e

fUC

F=

v

v

fUC

F=

2 2

. .

bw a v

b cr c cr cr

f f fUC

p p q

= + +

where Fb is the buckling resistance moment capacity. Maximum moment unity checkratio is determined from:

Members are checked for buckling using the equation below:

The overall shear capacity and shear in the flange is checked using:

Thin or slender webbed members are additionally checked using the followinginteraction equation:

where pb.cr is the maximum bending stress in the web given by (1630/(D/t))2, pc.cr is thebuckling resistance of the web given by (815/D/t))2. The value of pc.cr is limited to43py/(4+D/tε) for rolled sections and 43py/(15+D/tε) for plate girders, when both flangesare in compression. The critical shear strength of the web, qcr, is calculated per 4.4.5.3.


SACS®Post

4−35

1 11

1 1

yy

y z

d d d

Eyd Ezd

eaM N

k MNN NN N N

N N

+ + + ≤ − −

,

1 11.0

1 1

where 0 when 0.2

zz

y z

d d d

Eyd Ezd

y z k

eM N

aM kNN NN N N

N N

e λ

+ + + ≤ − − = ≤

( )( )( )

k

,k

,

k

0.21 0.2 Curve A

0.34 0.2 Curve B

0.49 0.2 Curve C

y z

y z

e

k

λ

λ

λ

− = −

−

2

2

yy

zz

Ik

A zI

kA y

=

=

i

i

4.4.5 Danish DS449/DS412

4.4.5.1 Combined Stress for all Cross Sections except Tubular Sections


SACS®Post

4−36

y mkk

E

f reduced slenderness

E

γλλ

π γ= =

2

2,

, Euler buckling stress

yd

m

Eyd Ezdky z E

fN

EN N

γ

πλ γ

=

=

( ) ( )( ) ( )

4

, , applied stresses

1.0 except for WF and Box sections

1 for WF and Box

1.21 High Safety Class or 1.09 Normal Safety Class

1.48 High Safety Class or 1.34 Normal Safety Class

y z

dv

cr

m

E

N M M

a

Na λ

σ

γ

γ

=

=

= = +

=

=

( )2

21 2 2 1 1

zE E

vi

G EI J

M C C CKL KkL KkL

πγ γ π π = + + +

See ‘GRUP’ line in SACS IV manual for additional options.

4.4.5.2 Box and Wide Flange Sections

λv is calculated as follows:

where


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w

GJk

EC=

vivi

y

Mf

W=

/y mv

vi

f

f

γλ =

1 2 00 2

2 0

1 2

2 0 2

0

0.4 0.6 if and have identical signs

0.4

0.4 0.6

0.4 if and have opposite signs

M M MM M M

M M

M M

M M M M

M

+ + = +

+ =

Cw = warping constant

K = 1.0 pinned end beam with end moments

C1 = 1.75 - 1.05µ + 0.3µ2 ≤ 2.3

C2 = 0.0

-1.0 ≤ µ ≤ 1.0

Note: Flange bending due to torsion is included in the von Mises Stressbut is not included directly for combined compression-bendinginteraction.

M is determined as the numerically greater of the values below.

However M should not be taken greater than the maximum resulting moment occurringin the member.


SACS®Post

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For a member supported at both ends:

M1 and M2 are the moments at the extreme points of the member, M2 being thenumerically greater.

M0 is the maximum moment from rectified lateral load perpendicular to thelongitudinal direction of the member, determined under the assumptionthat the member is simply supported.

For a member restrained at one end and free at the other:

M1 = M2 is the moment at the free end.

M0 is the moment at the restraint from lateral load perpendicular to thelongitudinal direction of the member.


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2 2

1 11.0

1 1

yy

y z

d d d

Eyd Ezd

eaM N

k MNN NN N N

N N

+ + + ≤ − −

2 2

1 11.0

1 1

zz

y z

d d d

Eyd Ezd

eM N

aM kNN NN N N

N N

+ + + ≤ − −

1 0.3

1.50 0.913 0.3 1.0

effa

d

effa a

d

Nfor

N

Nfor

N

λ

λ λ

= ≤

= − < ≤

1

da

e

Nλ

εσ=


where a = 1.0

Local buckling interacting with global buckling

if then local buckling is independent of global buckling.0.95r

rt

≤l

Otherwise, the following interaction occurs:

Neff replaces Nd in combined stress formulas above.

where


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( )23 1

Eel

Er

vt

γσ =

−

Poisson’s ratioν =

a ad b bd

ad bd

ε σ ε σε

σ σ+

=+

0.83 1 0.01a

rt

ε = +

0.1887 0.8113b aε ε= +

( )

2

2

11 1

2

1 1

2

yd p

cr p

yd pp

f p

f

λ λ

σλ

λ

− ≤ = >

where σad and σbd are design stresses caused by axial forces and bending moments,respectively.

r = mean radius


where


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yd yp yd d

d m E

f f Ef E

Eλ

ξ γ γ= = =

( )( )

2 2 2

2

326 4 12 1

t

r

ζζξ

ζ ζ γ

+ = + + + −

2rπ

ζ = l

1.42r

rt

≥l

( ) ( )2

ha b

p

cr crab p

UC

σσ σ σ

σ σ

− + + = +

and

4.4.5.5 Interaction Equation

4.4.5.6 Local Buckling for Non-Tubular Cross Sections

The local buckling criteria was developed using the Theory of Elastic Stability SecondEdition by Timoshenko & Gere. The local buckling checks are categorized into flangebuckling, web buckling due to bending and compression and web buckling due to shearand are performed on members based on the section shape as follows:

WF - Check flange for flange buckling and web for buckling due tocompression plus bending and buckling due to shear

Box Beam - Check all sides for web buckling due to compression plus bendingand web buckling due to shear.

Angle - Check both legs for flange buckling


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2

2crf

k D

b t

πσ =

( )3

212 1fEt

Dv

=−

2

0.456b

ka

= +

2

2crw

k D

b t

πσ =

( )3

212 1wEt

Dv

=−

Tee - Check flanges and stem for flange buckling.Channel - Check flanges for flange buckling and web for buckling under

compression plus bending and buckling due to shear

4.4.5.6.1 Flange Buckling

Flange buckling uses buckling of thin plate theory assuming the ends are simplysupported with one side of the flange simply supported and the other side free.

The critical stress is taken as:

where

and

for long plates.

4.4.5.6.2 Web Buckling Due to Compression Plus Bending

Web buckling under compression and bending assumes a simply supported plate undercombined bending and compression. The critical stress is taken as:

where


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2

2crw

k D

b t

πσ =

( )3

212 1wEt

Dv

=−

a = plate length, b = plate width (web height) and k is a function of a and a/b.

The term α is determined from the amount of bending stress as follows:Pure Compression α = 0Pure Bending α = 2Combination Compression + Bending α = 2fb / (fb+fc)Tension α = 2 and ignore the tension load

The value of k is determined based on the following table:

α a / b

0.4 0.5 0.6 0.667 0.75 0.80 0.90 1.0 1.5

2 29.1 25.6 24.1 23.9 24.1 24.4 25.6 25.6 24.1

4/3 18.7 ... 12.9 ... 11.5 11.2 ... 11.0 11.5

1 15.1 ... 9.7 ... 8.4 8.1 ... 7.8 8.4

4/5 13.3 ... 8.3 ... 7.1 6.9 ... 6.6 7.1

2/3 10.8 ... 7.1 ... 6.1 6.0 ... 5.8 6.1

The actual calculation for critical stress is performed using a third-order approximationfrom Timoshenko, “Theory of Elastic Stability”.

Note: The number of half waves m is assumed to be 3a/2b rounded tonearest integer and m > 1.

4.4.5.6.3 Web Buckling Under Shear

The critical stress for web buckling under shear is taken as:

where

b = web height and k = 5.35 + 4 (b/a)2.


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SACS®Post

SECTION 5

SAMPLE PROBLEMS


SACS®Post


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5.0 SAMPLE PROBLEMS

The structure shown in the figure was used to demonstrate the various capabilities of thePost program. Three separate post processing analyses are illustrated:

1. The first sample problem is a typical stress analysis code check for an in placeanalysis. Some of the report, allowable stress modifier, output load case selectionand redesign capabilities are illustrated. The element stresses were evaluated per theAPI-RP2A 20th Edition and AISC 9th Edition codes.

2. Sample Problem 2 illustrates some of the program override capabilities. Groupproperty data and code check parameters for certain members were overridden forthis execution.

3. In Sample Problem 3, a new solution file was created. Only results for the deckelements designated in the Post input file were retained in the new solution file.


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5.1 SAMPLE PROBLEM 1

The following sample problem is a typical code check analysis per API RP2A and AISCcodes. Only results for load case 3 will be output and the allowable stress will befactored by 1.333. Beam elements with unity check ratio exceeding 1.0 were redesigned.

Below is the optional Post input file for this sample problem followed by an explanationof the input lines used.

*Note: The Post input file shown below is not required if all of therequired post processing data is specified in the SACS modelfile.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

A OPTIONS EN UC 2 1 PTPT PT B LCSEL 3 C REDESIGN FILE INCR MWFD 1.0 2.0 0.125 0.25 D AMOD 3 1.333E MEMSEL E 465 466 467 468 468 469F MGRPSL E DB2

END

A. The first line, the OPTIONS line specifies the post processing options:a. API RP2A 20th and AISC 9th Edition codes are to be used (UC in columns

25-26).b. English units are designated in columns 14-15.c. Non-segmented beams are to be divided into two parts for stress and code

check. Each segment of segmented elements is to be considered as one partfor stress and code check purposes.

d. Unity check range, stress at the maximum UC and joint reaction reports arerequested by ‘PT’ in columns 47-48, 49-50 and 59-60, respectively.

Note: Default unity ranges will be used for the unity check rangereports since no UCPART line is specified.

B. The LCSEL line specifies that results for only load case 3 are to be determined andreported.

C. The following redesign parameters are designated on the REDESIGN line:a. ‘FILE’ in columns 11-14 stipulates that non-tubular sections available for

redesign are located in an external member library file.b. Only member size increases are to be performed as designated by ‘INCR’ in

cols. 16-19.c. By default, members should be redesigned based on minimum weight with

constant depth or OD (‘MWFD’ in columns 21-24).d. The outside diameter and the wall thickness increments are 2 and 0.125,

respectively.e. Default values for maximum and minimum D/t ratios in addition to

maximum Kl/r are to be used.f. The minimum wall thickness for tubular members is 0.25 as entered in

columns 71-75.


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D. Allowable stresses calculated for load case 3 shall be factored by 1.333 as specifiedon the AMOD line.

E. Members 465-466, 467-468 and 468-469 are excluded from the output.

F. Members assigned to group ‘DB2’ are excluded form the output.

The ensuing pages contain a portion of the post processing analysis output.

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POST SAMPLE PROBLEM DATE 18-OCT-1995 TIME 10:13:09 PST PAGE 1

******* SACS MODEL PARAMETERS ********

NUMBER OF JOINTS .............. 60 NUMBER OF MEMBERS ............. 139 NUMBER OF PLATES .............. 16 NUMBER OF SHELL ELEMENTS ...... 0 NUMBER OF SOLID ELEMENTS ...... 0 NUMBER OF BASIC LOADS ......... 2 NUMBER OF COMBINED LOADS ...... 1 UNITY CHECK ........API RP2A 20TH EDITION GROUP SUMMARY REPORT ......................YES ELEMENT STRESS AT MAXIMUM UC REPORT .......YES JOINT REACTIONS REPORT ....................YES

***** SACS LOAD CASE REPORT *****

LOAD LOAD TYPE PRINT AMOD WATER LC PERCENT LC PERCENT LC PERCENT LC PERCENT LC PERCENT LC PERCENT NO. CASE OPTION FACTOR DEPTH FT

1 1 BASI NO 1.000 0.0 2 2 BASI NO 1.000 0.0 3 3 COMB YES 1.333 0.0 1 127.50 2 75.00

SACS-IV SYSTEM REACTION FORCES AND MOMENTS

******************** KIPS ******************* ****************** IN-KIPS ****************** JOINT LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z) NUMBER CASE

2 3 -202.587 -116.678 -640.174 0.000 0.000 0.000 4 3 -204.357 31.252 649.148 0.000 0.000 0.000 6 3 -254.787 -173.303 1101.015 0.000 0.000 0.000 8 3 -147.697 -21.111 -187.413 0.000 0.000 0.000 10 3 0.000 0.000 0.000 0.000 0.000 -2.919

SACS-IV SYSTEM SPRING FORCES AND MOMENTS

LOAD COORD. ************* FORCES ************* ************ MOMENTS ************* JOINT CASE SYS. X Y Z X Y Z (KIPS) (KIPS) (KIPS) (IN-KIPS) (IN-KIPS) (IN-KIPS)

10 3 GLOB 106.173 36.379 -101.934 -1884.443 5462.264 0.000

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SACS-IV SYSTEM ELEMENT STRESS REPORT AT MAXIMUM UNITY CHECK

MAXIMUM CRITICAL LOAD DIST ********** APPLIED STRESSES ********** * CM VALUES * * NEXT TWO HIGHEST CASES * MEMBER GRP UNITY COND. CASE FROM AXIAL ** BENDING ** *** SHEAR *** UNITY LOAD UNITY LOAD CHECK NO. END Y-Y Z-Z Y Z Y Z CHECK COND CHECK COND FT KSI KSI KSI KSI KSI

102- 202 PL1 1.479 TN+BN 3 0.00 18.19 41.67 22.86 1.34 0.00 0.85 0.85 0.00 0.00 104- 204 PL1 2.027 C>.15A 3 0.00 -18.06 -19.27 46.07 1.43 0.00 0.85 0.85 0.00 0.00 106- 206 PL1 3.147 C>.15A 3 0.00 -30.76 -40.11 -21.69 1.32 0.00 0.85 0.85 0.00 0.00 108- 208 PL1 1.204 TN+BN 3 0.00 5.46 20.84 -44.93 1.40 0.00 0.85 0.85 0.00 0.00

153- 203 DB1 0.219 C<.15 3 23.12 -1.10 1.33 6.00 0.83 -0.45 0.85 0.85 0.00 0.00 153- 205 DB1 0.376 TN+BN 3 23.12 4.01 0.09 -8.52 0.97 0.17 0.85 0.85 0.00 0.00 155- 205 DB1 0.463 TN+BN 3 23.12 7.86 -1.61 6.66 0.61 0.44 0.85 0.85 0.00 0.00 155- 207 DB1 0.368 C>.15A 3 23.12 -6.73 1.63 2.20 0.31 0.57 0.85 0.85 0.00 0.00

157- 201 DB1 0.365 C>.15A 3 23.12 -3.69 -0.62 8.36 0.95 -0.15 0.85 0.85 0.00 0.00 157- 207 DB1 0.209 TN+BN 3 23.12 1.15 -1.77 -5.81 0.82 0.43 0.85 0.85 0.00 0.00 201- 203 HB2 0.196 TN+BN 3 0.00 0.97 0.93 5.76 0.30 0.04 0.85 0.85 0.00 0.00 207- 201 HB2 0.263 TN+BN 3 28.71 2.86 -0.19 5.90 0.75 -0.01 0.85 0.85 0.00 0.00

201- 301 LG2 0.539 C>.15A 3 0.00 -10.93 -3.75 -1.50 0.86 0.05 0.85 0.85 0.00 0.00 202- 301 PL2 1.027 TN+BN 3 0.00 18.32 -12.09 -6.66 0.58 0.00 0.85 0.85 0.00 0.00 204- 303 PL2 1.204 C>.15A 3 0.00 -17.93 5.62 -13.18 0.60 0.00 0.85 0.85 0.00 0.00 206- 305 PL2 1.825 C>.15A 3 0.00 -30.62 11.55 6.26 0.56 0.00 0.85 0.85 0.00 0.00

208- 307 PL2 0.598 TN+BN 3 0.00 5.60 -6.16 12.86 0.59 0.00 0.85 0.85 0.00 0.00 203- 303 LG2 0.307 TN+BN 3 18.32 5.81 -2.08 3.08 0.09 0.16 0.85 0.85 0.00 0.00 205- 207 HB2 0.213 C<.15 3 0.00 -1.14 -1.28 -5.80 0.30 -0.05 0.85 0.85 0.00 0.00 407- 469 DK1 0.548 TN+BN 3 0.00 1.84 -13.81 -0.12 0.00 2.93 0.85 0.85 0.00 0.00

471- 407 DK1 0.535 TN+BN 3 19.69 2.32 -13.04 -0.01 0.00 -2.12 0.85 0.85 0.00 0.00 461- 462 DK1 0.130 TN+BN 3 19.69 0.59 -2.83 0.31 0.01 -0.44 0.85 0.85 0.00 0.00 472- 461 DK1 0.125 TN+BN 3 0.00 0.30 -2.97 0.32 -0.01 0.82 0.85 0.85 0.00 0.00 462- 463 DK1 0.216 TN+BN 3 19.68 2.78 -3.44 0.01 0.00 -0.08 0.85 0.85 0.00 0.00

463- 464 DK1 0.131 TN+BN 3 0.00 0.59 -2.86 0.30 -0.01 0.45 0.85 0.85 0.00 0.00 464- 465 DK1 0.126 TN+BN 3 19.69 0.30 -2.98 0.33 0.01 -0.82 0.85 0.85 0.00 0.00

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SACS-IV SYSTEM PLATE STRESS UNITY CHECK RANGE SUMMARY

GROUP III - UNITY CHECKS GREATER THAN 0.00 AND LESS THAN 0.50

MAXIMUM LOAD ****** MEMBRANE KSI ****** BENDING-UPPER SURFACE KSI SECOND-HIGHEST THIRD-HIGHESTPLATE TYPE UNITY COND SX SY TXY SP TMAX SX SY TXY SP TMAX UNITY LOAD UNITY LOAD CHECK NO. CHECK COND CHECK COND

A100 ISO 0.015 3 -0.3 -0.2 0.2 -0.4 0.2 0.1 0.0 0.2 0.2 0.2 0.000 0.000 A101 ISO 0.020 3 -0.4 -0.3 0.1 -0.5 0.1 0.2 0.2 0.1 0.3 0.1 0.000 0.000 A102 ISO 0.028 3 -0.7 -0.4 0.0 -0.7 0.1 0.3 0.2 0.0 0.3 0.0 0.000 0.000 A103 ISO 0.015 3 -0.3 -0.2 -0.2 -0.4 0.2 0.1 0.0 -0.2 0.2 0.2 0.000 0.000 A104 ISO 0.020 3 -0.4 -0.3 -0.1 -0.5 0.1 0.2 0.2 -0.1 0.3 0.1 0.000 0.000

SACS-IV MEMBER UNITY CHECK RANGE SUMMARY

GROUP I - UNITY CHECKS GREATER THAN 1.33

MAXIMUM LOAD DIST AXIAL BENDING STRESS SHEAR FORCE SECOND-HIGHEST THIRD-HIGHEST MEMBER GROUP COMBINED COND FROM STRESS Y Z FY FZ KLY/RY KLZ/RZ UNITY LOAD UNITY LOAD ID UNITY CK NO. END KSI KSI KSI KIPS KIPS CHECK COND CHECK COND

102- 202 PL1 1.479 3 0.0 18.19 41.67 22.86 -12.07 -21.54 62.5 62.5 0.000 0.000 104- 204 PL1 2.027 3 0.0 -18.06 -19.27 46.07 -24.22 10.61 62.5 62.5 0.000 0.000 106- 206 PL1 3.147 3 0.0 -30.76 -40.11 -21.69 11.42 21.55 62.5 62.5 0.000 0.000 206- 305 PL2 1.825 3 0.0 -30.62 11.55 6.26 -4.91 -9.10 52.9 52.9 0.000 0.000


GROUP II - UNITY CHECKS GREATER THAN 1.00 AND LESS THAN 1.33


6- 106 PL4 1.119 3 6.7 -16.47 -17.33 -9.37 -57.62 -106.70 7.7 7.7 0.000 0.000 10- 110 CON 1.098 3 0.0 -1.54 12.24 35.47 -106.17 -36.38 16.5 16.5 0.000 0.000 108- 208 PL1 1.204 3 0.0 5.46 20.84 -44.93 23.62 -10.60 62.5 62.5 0.000 0.000 202- 301 PL2 1.027 3 0.0 18.32 -12.09 -6.66 5.28 9.31 52.9 52.9 0.000 0.000 204- 303 PL2 1.204 3 0.0 -17.93 5.62 -13.18 10.01 -4.66 52.9 52.9 0.000 0.000

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SACS IV - * * * M E M B E R G R O U P S U M M A R Y * * * API RP2A 20TH EDITION MAX. DIST EFFECTIVE CMGRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES * *** ALLOWABLE STRESSES *** CRIT LENGTHS * VALUES * ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z AXIAL EULER BEND-Y BEND-Z COND KLY KLZ Y Z FT KSI KSI KSI KSI KSI KSI KSI FT FT

PL1 106- 206 3 3.15 0.0 -30.76 -40.11 -21.69 22.28 38.18 34.80 34.80 C>.15A 43.3 43.3 0.85 0.85PL2 206- 305 3 1.83 0.0 -30.62 11.55 6.26 18.09 53.32 26.51 26.51 C>.15A 36.6 36.6 0.85 0.85PL3 301- 401 3 0.39 23.0 -4.05 -5.60 -6.42 20.19 213.95 25.57 25.57 C>.15B 23.0 23.0 0.85 0.85PL4 6- 106 3 1.12 6.7 -16.47 -17.33 -9.37 21.272499.44 27.00 27.00 C>.15B 6.7 6.7 0.85 0.85

CON 10- 110 3 1.10 0.0 -1.54 12.24 35.47 20.81 551.15 27.00 27.00 C<.15 6.6 6.6 0.85 0.85HB1 111- 103 3 0.16 19.7 0.63 -4.45 -2.55 20.11 196.42 27.00 27.00 TN+BN 15.7 15.7 0.85 0.85DB1 151- 201 3 0.51 23.1 -7.79 1.20 -6.65 16.96 35.60 27.00 27.00 C>.15A 37.0 18.5 0.85 0.85LG1 101- 201 3 0.27 43.3 -4.69 -3.00 -1.61 18.67 69.74 26.51 26.51 C>.15A 43.3 43.3 0.85 0.85

HD1 113- 109 3 0.26 0.0 2.56 -6.06 0.15 15.45 23.85 27.00 27.00 TN+BN 31.5 15.7 0.85 0.85VB1 113- 153 3 0.17 0.0 0.25 5.54 -1.42 19.59 123.18 27.00 27.00 TN+BN 19.9 19.9 0.85 0.85HB2 203- 205 3 0.30 28.7 -3.07 -0.30 -5.97 17.65 44.85 27.00 27.00 C<.15 23.0 23.0 0.85 0.85HD2 203- 209 3 0.24 20.3 -0.85 0.01 -7.12 15.26 22.83 27.00 27.00 C<.15 32.5 16.2 0.85 0.85

LG2 201- 301 3 0.54 0.0 -10.93 -3.75 -1.50 19.00 83.32 26.51 26.51 C>.15A 36.6 36.6 0.85 0.85DK1 405- 468 3 0.55 0.0 1.85 -13.92 0.04 14.01 17.80 21.60 27.00 TN+BN 19.7 19.7 0.85 0.85DK2 401- 409 3 0.44 13.9 4.86 -7.80 0.02 17.79 47.27 21.60 27.00 TN+BN 13.9 13.9 0.85 0.85

*** REDESIGNED MEMBER GRUP REPORT ***

AVERAGE EFFECTIVE DIST.BETW. TUBULAR VARIABLE REDESIGN GRUP SECTION OUTSIDE WALL ELASTIC SHEAR YIELD MEMB. JOINT LENGTH FACTORS COMP. FLNG. SHEAR MEMB. SECT. STATUS ID ID DIAMETER THICKNESS MODULUS MODULUS STRESS CAT. THICKNESS KY KZ BRACES FACTOR LENGTH (IN) (IN) **(1000 KSI)-- (KSI) (FT) (FT) (FT)

PL1 24.000 1.125 29.000 11.600 50.000 1 0.000 1.000 1.000 0.500 0.000 MN D/T PL2 24.000 0.875 29.000 11.600 36.000 1 0.000 1.000 1.000 0.500 0.000 NEW

* * * R E D E S I G N S U M M A R Y * * *

*** SECTION ID *** ** ORIGINAL ** ** REDESIGNED ** DESIGN YIELD VAR. D/T *** MAXIMUM *** MAX. ** UNITY CHECK **GRUP ORIGINAL REDESIGN OD WT OD WT RESTR. STRESS SECT RATIO KL/RY KL/RZ STRESS MIN. MAX. IN IN IN IN KSI FT KSI

PL1 24.00 0.500 24.00 1.125 J 50.00 0.00 21.33 64.19 64.19 35.97 0.201 1.005PL2 24.00 0.500 24.00 0.875 J 36.00 0.00 27.43 53.75 53.75 25.65 0.164 0.991


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Post redesigned member group PL1 from 24.0∅ x 0.50 to 24.00∅ x 1.125 and group PL2from 24.0∅ x 0.50 to 24.00∅ x 0.875. An updated SACS model file, called the outputstructural data file, consisting of the SACS model including the redesigned groups wasalso created by the program. A portion of the OCI file is below.

Note: Notice that the GRUP lines for PL1 and PL2 have been updated toreflect the redesign. The modified GRUP lines for PL1 and PL2 areunderlined.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

LDOPT NF+Z 64.20 490.00 -82.02 82.02 NP K POST SAMPLE PROBLEM OPTIONS EN SDUC 1 1 1 PTPT PT REDESIGN FILE INCR MWFD 1.0 2.0 0.125100.020.0 0.25 120.0 SECT SECT CONDSM TUB 66.26 3032.45 1516.22 1516.22 19.690.551 GRUP GRUP CON CONDSM K 29.0 11.6036.00 1 1.001.00 0.50 GRUP DB1 20.000 0.625 29.0 11.6036.00 1 1.60.800 0.50 GRUP DB2 14.000 0.500 29.0 11.6036.00 1 1.60.800 0.50 GRUP DK1 W36X210X 29.0 11.6036.00 1 1.001.00 0.50 GRUP DK2 W24X131 29.0 11.6036.00 1 1.001.00 0.50 GRUP HB1 20.000 0.625 29.0 11.6036.00 1 .800.800 0.50 GRUP HB2 14.000 0.500 29.0 11.6036.00 1 .800.800 0.50 GRUP HB3 12.750 0.375 29.0 11.6036.00 1 .800.800 0.50 GRUP HD1 14.000 0.500 29.0 11.6036.00 1 1.60.800 0.50 GRUP HD2 14.000 0.375 29.0 11.6036.00 1 1.60.800 0.50 GRUP HD3 12.750 0.375 29.0 11.6036.00 1 1.60.800 0.50 GRUP LG1 30.000 0.750 29.0 11.6036.00 1 1.001.00 0.50 32.8 GRUP LG1 30.000 0.625 29.0 11.6036.00 1 1.001.00 0.50 GRUP LG2 30.000 0.625 29.0 11.6036.00 1 1.001.00 0.50 GRUP PL1 J24.000 1.125 29.0 11.6050.00 1 1.001.00 0.50 GRUP PL2 J24.000 0.875 29.0 11.6036.00 1 1.001.00 0.50 GRUP PL3 J30.000 0.500 29.0 11.6036.00 1 1.001.00 0.50 GRUP PL4 J30.000 0.750 29.0 11.6036.00 1 1.001.00 0.50 GRUP STB X24.000 0.625 29.0 11.6036.00 1 1.001.00 0.50 GRUP VB1 20.000 0.625 29.0 11.6036.00 1 .800.800 0.50 GRUP WSB X24.000 0.500 29.0 11.6036.00 1 1.001.00 0.50 MEMBER MEMBER0 2 102 PL4 MEMBER0 4 104 PL4 MEMBER0 6 106 PL4 MEMBER0 8 108 PL4


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Sample Problem 2 illustrates the ability to override properties in the common solutionfile and recalculate stresses and code check results for the structural elements reflectingany modified properties.

The SACS model file from Sample Problem 1 was used. The properties for membergroup ‘DK1’ and member 203-209 were overridden for this execution. Member group‘DK1’ is to be assigned to section label W36X135, the unbraced length of compressionflange is to be changed to 3.5 and the Kz factor is to be 3.0. The Kz factor for member203-209 is to be 1.6.

Below is the Post input file for this sample problem followed by an explanation of theinput lines used.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

A OPTIONS EN UC 2 1 PTPT PT B LCSEL 3 C AMOD 3 1.333

GRUP D GRUP DK1 W36X135 29.0 11.6 36.0 1 1.0 3.0 3.5

MEMBER E MEMBER 203 209 HD2 1.6 1.6 0.5 3

END

A. The OPTIONS line specifies the same options used in Sample Problem 1 andspecifies the following options:

a. API RP2A 20th and AISC 9th Edition codes are to be used (UC in columns25-26).

b. English units are designated in columns 14-15.c. Non-segmented beams are to be divided into two parts for stress and code



Note: Default unity ranges will be used for the unity check rangereports since no UCPART line is specified.

B. The LCSEL line specifies that results for only load case 3 are to be determined andreported.

C. Allowable stresses calculated for load case 3 shall be factored by 1.333 as specifiedon the AMOD line.

D. The GRUP line specified, assigns the properties to be used for post processing ofgroup ‘DK1’. Properties for this group contained in the solution file will beoverridden by the following:

a. The group section label is changed to section W36X135 columns 10-16.b. The Kz factor was specified as 3.0 in columns 56-59.c. The unbraced length of the compression flange was changed to 3.5 in

columns 60-64.


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d. The values for all other properties were copied from the original GRUP lineand respecified.

Note: All properties pertinent for stress and code check calculationsmust be specified on the GRUP line, whether they have beenmodified or not.

E. The MEMBER line was used to override the Ky and Kz valuess for member 203-207. The member was also broken into three parts for code check output purposes asdesignated by ‘3’ in columns 71-72.

The following is a portion of the output listing file. Although results were reported for allelements, only the results reflecting the changes in group DK1 and member 203-209 areshown.

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POST SAMPLE PROBLEM 2 DATE 18-OCT-1995 TIME 10:36:50 PST PAGE 10


MAXIMUM CRITICAL LOAD DIST ********** APPLIED STRESSES ********** * CM VALUES * * NEXT TWO HIGHEST CASES * MEMBER GRP UNITY COND. CASE FROM AXIAL ** BENDING ** *** SHEAR *** UNITY LOAD UNITY LOAD CHECK NO. END Y-Y Z-Z Y Z Y Z CHECK COND CHECK COND FT KSI KSI KSI KSI KSI

201- 257 DB2 0.622 C>.15A 3 0.00 -2.85 -6.90 -16.55 1.30 -0.18 0.85 0.85 0.00 0.00 201- 301 LG2 0.539 C>.15A 3 0.00 -10.93 -3.75 -1.50 0.86 0.05 0.85 0.85 0.00 0.00 202- 301 PL2 1.027 TN+BN 3 0.00 18.32 -12.09 -6.66 0.58 0.00 0.85 0.85 0.00 0.00 203- 205 HB2 0.297 C<.15 3 28.71 -3.07 -0.30 -5.97 0.76 0.01 0.85 0.85 0.00 0.00 203- 209 HD2 0.240 C<.15 3 20.30 -0.85 0.01 -7.12 0.88 -0.10 0.85 0.85 0.00 0.00

401- 403 DK1 0.459 TN+BN 3 19.68 5.72 -8.10 -0.15 0.00 -0.21 0.85 0.85 0.00 0.00 401- 407 DK1 0.488 TN+BN 3 19.68 5.22 -9.65 0.08 0.00 -1.36 0.85 0.85 0.00 0.00 462- 401 DK1 0.819 TN+BN 3 19.69 2.86 -22.57 -0.19 0.00 -4.17 0.85 0.85 0.00 0.00 472- 401 DK1 0.796 TN+BN 3 19.69 3.58 -21.17 0.06 0.00 -3.00 0.85 0.85 0.00 0.00 403- 405 DK1 0.489 TN+BN 3 19.68 5.26 -9.70 0.01 0.00 -1.36 0.85 0.85 0.00 0.00

463- 403 DK1 0.819 TN+BN 3 19.69 2.88 -22.72 0.02 0.00 -4.19 0.85 0.85 0.00 0.00 403- 465 DK1 0.798 TN+BN 3 0.00 3.55 -21.11 0.23 -0.01 2.99 0.85 0.85 0.00 0.00 407- 405 DK1 0.461 TN+BN 3 19.68 5.75 -8.18 0.13 0.00 -0.21 0.85 0.85 0.00 0.00 405- 466 DK1 0.804 TN+BN 3 0.00 3.57 -21.30 -0.20 0.00 3.02 0.85 0.85 0.00 0.00 405- 468 DK1 0.824 TN+BN 3 0.00 2.89 -22.82 0.07 0.00 4.21 0.85 0.85 0.00 0.00

407- 469 DK1 0.822 TN+BN 3 0.00 2.87 -22.64 -0.22 0.00 4.18 0.85 0.85 0.00 0.00 471- 407 DK1 0.803 TN+BN 3 19.69 3.62 -21.38 -0.02 0.00 -3.02 0.85 0.85 0.00 0.00 461- 462 DK1 0.199 TN+BN 3 19.69 0.91 -4.64 0.55 0.01 -0.63 0.85 0.85 0.00 0.00 472- 461 DK1 0.192 TN+BN 3 0.00 0.47 -4.87 0.57 -0.01 1.17 0.85 0.85 0.00 0.00 462- 463 DK1 0.329 TN+BN 3 19.68 4.32 -5.64 0.02 0.00 -0.11 0.85 0.85 0.00 0.00

463- 464 DK1 0.201 TN+BN 3 0.00 0.92 -4.69 0.54 -0.01 0.64 0.85 0.85 0.00 0.00 464- 465 DK1 0.193 TN+BN 3 19.69 0.47 -4.88 0.59 0.01 -1.17 0.85 0.85 0.00 0.00 465- 466 DK1 0.326 TN+BN 3 19.68 3.85 -6.08 0.01 0.00 -0.69 0.85 0.85 0.00 0.00 466- 467 DK1 0.195 TN+BN 3 0.00 0.48 -4.93 0.60 -0.02 1.17 0.85 0.85 0.00 0.00 467- 468 DK1 0.201 TN+BN 3 19.69 0.92 -4.68 0.55 0.01 -0.64 0.85 0.85 0.00 0.00

468- 469 DK1 0.331 TN+BN 3 0.00 4.34 -5.68 0.02 0.00 0.11 0.85 0.85 0.00 0.00 469- 470 DK1 0.200 TN+BN 3 0.00 0.91 -4.65 0.56 -0.01 0.63 0.85 0.85 0.00 0.00 470- 471 DK1 0.195 TN+BN 3 19.69 0.49 -4.96 0.57 0.01 -1.18 0.85 0.85 0.00 0.00 471- 472 DK1 0.325 TN+BN 3 0.00 3.83 -6.06 0.02 0.00 0.69 0.85 0.85 0.00 0.00

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203- 209 HD2 0.240 3 20.3 -0.85 0.01 -7.12 -7.05 0.22 80.9 80.9 0.000 0.000 401- 403 DK1 0.459 3 19.7 5.72 -8.10 -0.15 -0.04 -4.42 16.9 297.7 0.000 0.000 401- 407 DK1 0.488 3 19.7 5.22 -9.65 0.08 0.01 -28.92 16.9 297.7 0.000 0.000 403- 405 DK1 0.489 3 19.7 5.26 -9.70 0.01 -0.01 -28.92 16.9 297.7 0.000 0.000 407- 405 DK1 0.461 3 19.7 5.75 -8.18 0.13 0.04 -4.58 16.9 297.7 0.000 0.000 461- 462 DK1 0.199 3 19.7 0.91 -4.64 0.55 0.17 -13.46 16.9 297.7 0.000 0.000

472- 461 DK1 0.192 3 0.0 0.47 -4.87 0.57 -0.18 24.90 16.9 297.7 0.000 0.000 462- 463 DK1 0.329 3 19.7 4.32 -5.64 0.02 0.01 -2.38 16.9 297.7 0.000 0.000 463- 464 DK1 0.201 3 0.0 0.92 -4.69 0.54 -0.17 13.57 16.9 297.7 0.000 0.000 464- 465 DK1 0.193 3 19.7 0.47 -4.88 0.59 0.19 -24.93 16.9 297.7 0.000 0.000 465- 466 DK1 0.326 3 19.7 3.85 -6.08 0.01 0.00 -14.81 16.9 297.7 0.000 0.000

466- 467 DK1 0.195 3 0.0 0.48 -4.93 0.60 -0.19 25.05 16.9 297.7 0.000 0.000 467- 468 DK1 0.201 3 19.7 0.92 -4.68 0.55 0.18 -13.56 16.9 297.7 0.000 0.000 468- 469 DK1 0.331 3 0.0 4.34 -5.68 0.02 -0.01 2.42 16.9 297.7 0.000 0.000 469- 470 DK1 0.200 3 0.0 0.91 -4.65 0.56 -0.18 13.49 16.9 297.7 0.000 0.000 470- 471 DK1 0.195 3 19.7 0.49 -4.96 0.57 0.18 -25.12 16.9 297.7 0.000 0.000 471- 472 DK1 0.325 3 0.0 3.83 -6.06 0.02 0.00 14.82 16.9 297.7 0.000 0.000

SACS IV - * * * M E M B E R G R O U P S U M M A R Y * * * API RP2A 20TH EDITION

MAX. DIST EFFECTIVE CMGRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES * *** ALLOWABLE STRESSES *** CRIT LENGTHS * VALUES * ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z AXIAL EULER BEND-Y BEND-Z COND KLY KLZ Y Z FT KSI KSI KSI KSI KSI KSI KSI FT FT

HD2 203- 209 3 0.24 20.3 -0.85 0.01 -7.12 15.26 22.83 27.00 27.00 C<.15 32.5 32.5 0.85 0.85

PL3 301- 401 3 0.39 23.0 -4.05 -5.60 -6.42 20.19 213.95 25.57 25.57 C>.15B 23.0 23.0 0.85 0.85

DK1 405- 468 3 0.82 0.0 2.89 -22.82 0.07 1.69 1.69 21.60 27.00 TN+BN 19.7 59.1 0.85 0.85

DK2 401- 409 3 0.44 13.9 4.86 -7.80 0.02 17.79 47.27 21.60 27.00 TN+BN 13.9 13.9 0.85 0.85


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In Sample Problem 3, results for the deck beam elements and the deck legs wereextracted from the common solution file. The new solution file contains results only forelements assigned to groups DK1, DK2, HB3 and PL3 as designated in the Post inputfile.

Below is the Post input file used to create the new solution file followed by a detaileddescription of the input lines.

1 2 3 4 5 6 7 812345678901234567890123456789012345678901234567890123456789012345678901234567890

A PSTOPT EXT NST NOXB OPTIONS EN UC 2 1 PTPT PT C AMOD 3 1.333

GRUP D GRUP DK1 W36X135 29.0 11.6 36.0 1 1.0 3.0 3.5 E GRUP DK2 W24X131 29.0 11.6036.00 1 1.001.00 0.50 F GRUP HB3 12.750 0.375 29.0 11.6036.00 1 .800.800 0.50 G GRUP PL3 J30.000 0.500 29.0 11.6036.00 1 1.001.00 0.50

END

A. The PSTOPT line specifies the post file utility options, namely:a. Extract mode is selected so that the new solution file contains only elements

of groups specified in the input file (‘EXT’ in columns 8-10).b. No element sorting is to be done (‘NST’ columns 12-14).c. ‘NOX’ in columns 16-18 designates that solution file data will be extracted

to create the new solution file without any post processing.

B. The OPTIONS line specifies the same options used in Sample Problems 1 and 2,namely:

a. API RP2A 20th and AISC 9th Edition codes are to be used (UC in columns25-26).

b. English units are designated in columns 14-15.c. Non-segmented beams are to be divided into two parts for stress and code



C. Allowable stresses calculated for load case 3 shall be factored by 1.333 as specifiedon the AMOD line.

D - G. The GRUP lines specified designate that only members belonging to groupsDK1, DK2, HB3 and PL3 are to be extracted from the common solution file.

The following is a portion of the output listing file for Sample Problem 3.

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******* POST OPTIONS SELECTED *******

EXTRACTION MODE

EXECUTION SUPPRESSED

MEMBER SORT SUPPRESSED

******* ORIGINAL SACS MODEL PARAMETERS ********

NUMBER OF JOINTS .............. 60 NUMBER OF MEMBERS ............. 139 NUMBER OF PLATES .............. 16 NUMBER OF SHELL ELEMENTS ...... 0 NUMBER OF SOLID ELEMENTS ...... 0 NUMBER OF BASIC LOADS ......... 2 NUMBER OF COMBINED LOADS ...... 1

DEFAULT UNITY CHECK ........... API RP2A 20TH EDITION

************ DEFAULT REPORTS ***************** GROUP SUMMARY REPORT ......................YES ELEMENT STRESS AT MAXIMUM UC REPORT .......YES JOINT REACTIONS REPORT ....................YES


***** SACS LOAD CASE OUTPUT *****

LOAD LOAD TYPE PRINT AMOD WATER LC PERCENT LC PERCENT LC PERCENT LC PERCENT LC PERCENT LC PERCENT NO. CASE OPTION FACTOR DEPTH FT

1 1 BASI YES 1.000 0.0 2 2 DEAD YES 1.000 0.0 3 3 COMB YES 1.333 0.0 1 127.50 2 75.00


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APPENDIX A

OUTPUT REPORTS


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A.0 OUTPUT REPORTS

This appendix contains descriptions and samples of the output reports created by the Postprogram module.

A.1 REPORT DESCRIPTIONS

A.1.1 Reaction Report

The Reaction Report contains joint reactions for joint degrees of freedom that are fixedto ground. Reactions for degrees of freedom with a spring rate are listed in the SpringForces and Moment report. Reactions for pilehead joints are not shown when executing anonlinear pile structure interaction analysis or when a super element is attached to thepilehead joint since the joint is considered free in these cases.

A.1.2 Spring Forces and Moment Report

The Spring Forces and Moment Report contains reactions for joint degrees of freedomthat have a spring rate assigned.

A.1.3 Joint Deflection and Rotation Report

The Joint Deflection and Rotation Report contains the displacements for jointtranslational degrees of freedom that are free to translate and rotations for joint rotationaldegrees of freedom that are free to rotate.

A.1.4 Plate Stress Detail Report

This report contains the direct stresses resulting from out of plane bending andmembrane (non-shear) stresses reported at the plate neutral axis. Bending stresses aregiven at the upper surface of the plate (positive local z direction) in the plate localcoordinate system. The maximum principal stress and maximum shear stress for thecombined membrane and bending stress are also given along with unity check valuesbased on these stresses. The stress in plate stiffeners are reported if applicable.

The following membrane stresses and stresses due to bending are reported: Shear in thelocal X direction (Sx), Shear in the local Y direction (Sy), Shear in the XY plane (Txy),Pricipal (SP) and Maximum (Tmax). Plate stiffener stresses at the top (S+Z) and bottom(S-Z) are reported if applicable.

A.1.5 Plate Stress Summary Report

This report contains the direct stresses resulting from out of plane bending andmembrane (non-shear) stresses reported at the plate neutral axis for the load case causingthe highest unity check ratio. Bending stresses are given at the upper surface of the plate(positive local z direction) in the plate local coordinate system.

The following membrane stresses and stresses due to bending are reported: Shear in thelocal X direction (Sx), Shear in the local Y direction (Sy), Shear in the XY plane (Txy),Principal (SP) and Maximum (Tmax).


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Note: The unity check ratio of plates is based on the maximum principalstress and maximum shear stress.

A.1.6 Plate Stress Unity Check Range Summary

This report contains three unity check ranges in which plates are grouped based on thehighest unity check ratio for the plate. It contains the direct stresses resulting from out ofplane bending and membrane stresses reported at the plate neutral axis for the load casecausing the highest unity check ratio. Bending stresses are given at the upper surface ofthe plate (positive local z direction) in the plate local coordinate system.

The following membrane stresses and stresses due to bending are reported: Shear in thelocal X direction (Sx), Shear in the local Y direction (Sy), Shear in the XY plane (Txy),Pricipal (SP) and Maximum (Tmax).

A.1.7 Member Detail Report

This report contains results at various positions along the member for each load caseselected. Axial force (Fx), shear force in the local Y (Fy) and Z (Fz) directions, torsion(Mx) and moment about the local Y (My) and Z (Mz) axes are reported along with directaxial stress and bending stress due to moment about the local Y and Z axes. The bendingstress reported does not include the effects of torsion (i.e. flange differential bending).

The combined stress from direct axial and bending stress is reported as is the combinedshear stress. The combined stresses reported do not include the bending or shear stressresulting from torsion although these stresses are added when determining the unitycheck ratio. The highest unity check ratio and controlling condition are also noted.

Note: Bending stress for cross sections that are not symmetric (i.e.Prismatic with YY shift, Tee section, etc.) is reported at thelocation in the cross section that yields the highest unity checkratio for that load case.

Note: For ultimate strength design codes, an effective axial stressdetermined by dividing the axial load by the cross section area isreported. Effective bending stress is determined by dividing thebending moment by the section modulus.

A.1.8 Member Forces and Moments Report

This report contains member forces in the direction of the X (axial), Y (shear) and Z(shear) local member axes at various locations along the length of the member. Themoment about the X (torsion), Y and Z local axes are also reported.

A.1.9 Element Stress at Maximum Unity Check Report

This report contains member stress details for the load case with the highest unity checkratio.

Direct axial stress, bending stress due to moment about the local Y and Z axes and shearstress along the local Y and Z axes are reported. The bending and shear stresses reporteddo not include stress due to torsion. The unity check ratios for the load case causing thesecond and third highest unity check ratios are also reported.


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21223 b

kl EA

r P

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2

2

byfby fb

b

fUC UC

f= ×



A.1.10 Element Unity Check Report

This report contains unity check components or interaction ratios for Euler bucklingabout the local Y axis (Y-Y) and local Z axis (Z-Z) along with shear along the local Yand Z axes. Euler buckling allowables are based on the effective slenderness ratios (kl/r)reported for each axis. Shear unity check components include the total shear includingany due to torsion.

Note: For segmented elements the effective slenderness is determinedfrom the buckling load Pb as follows:

The bending unity check component reported includes the total bending including anyapplicable flange bending due to torsion. For non-tubular members, the total bendingabout the axis in question is divided by the allowable or capacity. For tubular members,the unity check component about the local Y and Z axes are backed out based on thetotal bending unity check ratio as follows:

where UCfby is the component for bending about the Y axis (or Z axis) and UC fb is thebending resultant unity check ratio.

The total UC ratio is simply the addition of the bending and axial components.

Note: All unity check components include the effects of applicableallowable stress modifiers and/or reduction factors (i.e. AMOD, Q,p-delta, moment magnification, etc.).

A.1.11 Member Internal Loads Summary Report

The Member Internal Loads summary lists the member forces for the position along themember and load case causing the highest interaction ratio. Axial and shear forces arereported in the member local X, Y and Z directions, respectively. Torsion, moment aboutthe local Y and local Z axes are also included.


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21223 b

kl EA

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A.1.12 Member Unity Check Range Summary

This report contains three unity check ranges in which beam elements are grouped basedon the highest unity check ratio for the member. It contains direct axial stress, bendingstress due to moment about the local Y and Z axes and shear stress along the local Y andZ axes. The bending and shear stresses reported do not include stress due to torsion. Theunity check ratios for the load case causing the second and third highest unity checkratios are also reported.



A.1.13 Member Group Summary

This report contains the results for the critical beam element of each property group(based on highest unity check ratio). Direct axial and bending stress about the local Yand Z axes are included. Bending stresses do not include stress due to torsion. For crosssections that are not symmetric (i.e. Prismatic with YY shift, Tee section, etc.), thebending stress is shown at the position that yields the highest unity check ratio for thecontrolling load case.

The Euler, axial and bending about local Y and Z axes allowables are included. Theallowables include the effects of applicable allowable stress modifiers and/or reductionfactors (i.e. AMOD, Q, p-delta, moment magnification, etc.). The effective bucklinglengths used to determine the buckling allowable are also included.

Note: For segmented elements the effective slenderness is determinedfrom the buckling load Pb as follows:

Note: For ultimate strength design codes, an effective allowable axialstress determined by dividing the axial capacity by the crosssection area is reported. Effective allowable bending stress isdetermined by dividing the bending capacity by the sectionmodulus. The effective allowable bending stress value reported mayexceed the yield stress when plastic design is permitted.


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A.2 SAMPLE OUTPUT REPORTS

These are samples of the output reports created by the Post program module.

The following table lists the reports illustrated:

Report Description Page

API/AISC Post Processing Comments A-6

API/AISC LRFD Post Processing Comments A-7

NPD Post Processing Comments A-8

British Standards Post Processing Comments A-9

Support Reactions A-10

Joint Deflection and Rotation A-10

Member Forces and Moments A-11

Member Detail Report A-11

Element Stress Report at Maximum Unity Check A-12

Member Internal Loads Summary A-12

Element Unity Check Report A-13

Member Unity Check Range Summary A-14

Member Group Summary A-14

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POST API/AISC SAMPLE OUTPUT DATE 17-NOV-1995 TIME 14:19:53 PST PAGE 3

PST VERSION III.F.001/ 0

*** SACS POST PROCESSOR COMMENTS ***

** THE USER SHOULD TAKE NOTE OF THE FOLLOWING COMMENTS REGARDING THE SACS POST PROCESSOR OUTPUT **

BEAMS

(1) INTERNAL LOADS FOR MEMBERS ARE PRESENTED IN THE CLASSICAL ENGINEERING SIGN CONVENTION AS DESCRIBED BY TIMOSHENKO

(2) IF THE AXIAL LOAD ON A MEMBER EXCEEDS THE AISC ALLOWABLE BUCKLING LOAD,THEN THE AXIAL UNITY CHECK VALUE FOR THE MEMBER IS SET EQUAL TO 100 TO INDICATE THAT THE MEMBER HAS BUCKLED

(3) THE MAXIMUM COMBINED UNITY CHECK CAN BE THE MAXIMUM SHEAR UNITY CHECK IF IT IS GREATER THAN THE MAXIMUM UNITY CHECK DUE TO BENDING AND AXIAL LOAD

(4) THE FOLLOWING ABREVIATIONS ARE USED TO DESCRIBE THE CRITICAL UNITY CHECK CONDITIONS:

TN+BN - TENSION PLUS BENDING BEND - BENDING ONLY (COMP. ALLOWABLES) C<.15 - COMPRESSION WITH AXIAL LOAD RATIO <.15 (AISC 1.6-2) C>.15A - COMPRESSION/BENDING INTERACTION WITH CM'S AND AXIAL LOAD AMPLIFICATION (AISC 1.6-1A) C>.15B - COMPRESSION/BENDING INTERACTION WITHOUT CM'S AND WITHOUT AXIAL LOAD AMPLIFICATION (AISC 1.6-1B) SHEAR - EXCEEDS SHEAR ALLOWABLE L.BEND - CONES: LOCAL BENDING AT CONE - CYL. INTERFACE HOOP - CONES: HOOP COMPRESSION OR TENSION EULER - EULER BUCKLING HYDRO - HYDROSTATIC COLLAPSE

PLATES

(1) MEMBRANE STRESSES ARE GIVEN AT THE NEUTRAL AXIS OF THE PLATE IN THE LOCAL COORDINATE SYSTEM OF THE PLATE . ALSO THE PRINCIPAL MEMBRANE STRESS AND MAXIMUM SHEAR STRESS ARE GIVEN

(2) THE DIRECT STRESSES RESULTING FROM OUT OF PLANE BENDING ARE GIVEN AT THE UPPER SURFACE OF THE PLATE (POSITIVE LOCAL Z DIRECTION) IN THE LOCAL COORDINATE SYSTEM OF THE PLATE . ALSO THE PRINCIPAL BENDING STRESS AND MAXIMUM SHEAR STRESS ARE GIVEN

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POST API/AISC LRFD SAMPLE OUTPUT DATE 20-NOV-1995 TIME 12:31:15 PST PAGE 3




BEAMS





SHEAR - SHEAR CM+BN - COMPRESSION WITH BENDING TN+BN - TENSION WITH BENDING WEB-SH - WEB SHEAR FLG-SH - FLANGE SHEAR EULER - EULER BUCKLING

PLATES



(3) THE MAXIMUM PRINCIPAL STRESS AND MAXIMUM SHEAR STRESS FOR THE COMBINED MEMBRANE AND BENDING STRESS ARE GIVEN . THE UNITY CHECK VALUE IS BASED ON THESE STRESSES

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POST NPD SAMPLE OUTPUT DATE 20-NOV-1995 TIME 13:23:52 PST PAGE 3




BEAMS





V.M. - VON MISES STRESS FLBU - FLANGE BUCKLING SWBU - SHEAR WEB BUCKLING CWBU - COMPRESSION WEB BUCKLING EULR - EULER BUCKLING ACBI - AXIAL,COMBINED BENDING INTERACTION LOBU - LOCAL BUCKLING BEND - BENDING ONLY

PLATES




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POST BRITISH STANDARD SAMPLE OUTPUT DATE 20-NOV-1995 TIME 13:26:59 PST PAGE 3




BEAMS


(2) IF THE AXIAL LOAD ON A MEMBER EXCEEDS THE PERRY STRUT BUCKLING LOAD,THEN THE AXIAL UNITY CHECK VALUE FOR THE MEMBER IS SET EQUAL TO 100 TO INDICATE THAT THE MEMBER HAS BUCKLED



LOCAP - LOCAL CAPACITY (TENSION - SECT.4.8.2, COMPRESSION - SECT4.8.3.2) LATBUC - LATERAL TORSIONAL BUCKLING WITH NO AXIAL LOAD - SECT.4.3) SHEAR - SHEAR (SECT.4.2.3 AND APPENDIX H) CM+BN - COMPRESSION WITH BENDING - SECT.4.8.3.3)

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SACS-IV SYSTEM REACTION FORCES AND MOMENTS

********************* KN ******************** ******************** KN-M ******************* JOINT LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z) NUMBER CASE

1 1 -62.012 0.000 -217.748 0.000 1.969 0.000 2 1 -72.981 0.000 217.748 0.000 -5.847 0.000

SACS-IV SYSTEM REACTION FORCES AND MOMENTS SUMMARY

********************* KN ******************** ******************** KN-M ******************* LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z) CASE 1 -134.993 0.000 0.000

SACS-IV SYSTEM JOINT DEFLECTIONS AND ROTATIONS

**************** CENTIMETERS **************** ****************** RADIANS ****************** JOINT LOAD DEFL(X) DEFL(Y) DEFL(Z) ROT(X) ROT(Y) ROT(Z) NUMBER CASE

1 1 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000

2 1 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000 0.0000000

5 1 0.1678294 0.0000000 -0.0036225 0.0000000 0.0007826 0.0000000

9 1 0.4017389 0.0000000 0.0356479 0.0000000 0.0043935 0.0000000

10 1 0.3761432 0.0000000 -0.0335419 0.0000000 -0.0002411 0.0000000

99 1 0.5124904 0.0000000 0.0356479 0.0000000 0.0052039 0.0000000

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SACS-IV SYSTEM MEMBER FORCES AND MOMENTS

******************** KN ********************* ******************* KN-M ******************** MEMBER MEMBER GROUP LOAD FORCE(X) FORCE(Y) FORCE(Z) MOMENT(X) MOMENT(Y) MOMENT(Z) NUMBER END ID CASE

1- 5 1 XBR 1 119.8612 0.0000 -0.0116 0.0000 0.0000 0.0000 5 1 119.8612 0.0000 -0.0116 0.0000 -0.0255 0.0000

1- 9 1 LEG 1 117.1936 3.2027 0.0000 0.0000 0.0000 -1.9688 9 1 117.1936 3.2027 0.0000 0.0000 0.0000 9.8813

2- 5 2 XBR 1 -128.1127 0.0000 0.0131 0.0000 0.0000 0.0000 5 1 -128.1127 0.0000 0.0131 0.0000 0.0289 0.0000

2- 10 2 LEG 1 -110.2701 -3.2783 0.0000 0.0000 0.0000 5.8476 10 1 -110.2701 -3.2783 0.0000 0.0000 0.0000 -6.2819

5- 9 5 XBR 1 -128.0785 0.0000 -0.0175 0.0000 0.0386 0.0000 9 1 -128.0785 0.0000 -0.0175 0.0000 0.0000 0.0000

SACS-IV SYSTEM MEMBER DETAIL REPORT

DIST MAX MEMBER GRP LOAD FROM FORCE MOMENT MOMENT SHEAR SHEAR TORSION AXIAL BENDING STRESS COMB. SHEAR CRITICAL COMB. CASE END FX MY MZ FY FZ MX STRESS Y Z STRESS STRESS COND. UNITY M KN KN-M KN-M KN KN KN-M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 CHECK

1- 5 XBR 1 0.0 119.9 0.0 0.0 0.0 0.0 0.0 84.08 0.00 0.00 84.08 0.02 TN+BN 0.57 1 1.1 119.9 0.0 0.0 0.0 0.0 0.0 84.08 -0.66 0.00 84.74 0.02 TN+BN 0.57 1 2.2 119.9 0.0 0.0 0.0 0.0 0.0 84.08 -1.31 0.00 85.39 0.02 TN+BN 0.57

1- 9 LEG 1 0.0 117.2 0.0 -2.0 3.2 0.0 0.0 20.23 0.00 -9.93 30.16 1.11 TN+BN 0.19 1 1.8 117.2 0.0 4.0 3.2 0.0 0.0 20.23 0.00 19.95 40.18 1.11 TN+BN 0.24 1 3.7 117.2 0.0 9.9 3.2 0.0 0.0 20.23 0.00 49.83 70.06 1.11 TN+BN 0.40

2- 5 XBR 1 0.0 -128.1 0.0 0.0 0.0 0.0 0.0 -89.87 0.00 0.00 -89.87 0.02 C>.15A 1.00 1 1.1 -128.1 0.0 0.0 0.0 0.0 0.0 -89.87 0.74 0.00 -90.61 0.02 C>.15A 1.03 1 2.2 -128.1 0.0 0.0 0.0 0.0 0.0 -89.87 1.48 0.00 -91.36 0.02 C>.15A 1.06

2- 10 LEG 1 0.0 -110.3 0.0 5.8 -3.3 0.0 0.0 -19.04 0.00 29.49 -48.52 1.13 C>.15A 0.56 1 1.8 -110.3 0.0 -0.2 -3.3 0.0 0.0 -19.04 0.00 -1.09 -20.13 1.13 C>.15A 0.36 1 3.7 -110.3 0.0 -6.3 -3.3 0.0 0.0 -19.04 0.00 -31.68 -50.71 1.13 C>.15A 0.58

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MAXIMUM CRITICAL LOAD DIST ********** APPLIED STRESSES ********** * CM VALUES * * NEXT TWO HIGHEST CASES * MEMBER GRP UNITY COND. CASE FROM AXIAL ** BENDING ** *** SHEAR *** UNITY LOAD UNITY LOAD CHECK NO. END Y-Y Z-Z Y Z Y Z CHECK COND CHECK COND M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2

1- 5 XBR 0.572 TN+BN 1 2.21 84.08 -1.31 0.00 0.02 0.00 0.85 0.85 0.00 0.00

1- 9 LEG 0.404 TN+BN 1 3.70 20.23 0.00 49.83 1.11 0.00 0.85 0.85 0.00 0.00

2- 5 XBR 1.055 C>.15A 1 2.21 -89.87 1.48 0.00 0.02 0.00 0.85 0.85 0.00 0.00

2- 10 LEG 0.575 C>.15A 1 3.70 -19.04 0.00 -31.68 1.13 0.00 0.85 0.85 0.00 0.00

5- 9 XBR 1.072 C>.15A 1 0.00 -89.85 1.98 0.00 0.02 0.00 0.85 0.85 0.00 0.00

5- 10 XBR 0.569 TN+BN 1 0.00 84.05 -0.81 0.00 0.01 0.00 0.85 0.85 0.00 0.00

9- 10 HBE 0.840 C>.15A 1 0.00 -22.40 102.19 0.00 0.00 -9.26 0.85 0.85 0.00 0.00

9- 99 XXX 0.732 C<.15 1 0.00 0.00 0.00 136.14 46.61 0.00 0.85 0.85 0.00 0.00

SACS-IV SYSTEM MEMBER INTERNAL LOADS SUMMARY REPORT

MAX. CRIT LOAD DIST * * * * * * * * I N T E R N A L L O A D S * * * * * * * * NEXT TWO HIGHEST CASES MEMBER GRP UNITY COND COND FROM AXIAL SHEAR SHEAR TORSION BENDING BENDING UNITY LD UNITY LD CHECK NO. END Y Z Y-Y Z-Z CHECK CN CHECK CN M KN KN KN KN-M KN-M KN-M

1- 5 XBR 0.57 TN+BN 1 2.2 119.86 0.00000 -0.11574E-01 0.00000 -0.25523E-01 0.00000 0.0 0.0

1- 9 LEG 0.40 TN+BN 1 3.7 117.19 3.2027 0.00000 0.00000 0.00000 9.8813 0.0 0.0

2- 5 XBR 1.06 C>.15A 1 2.2 -128.11 0.00000 0.13106E-01 0.00000 0.28900E-01 0.00000 0.0 0.0

2- 10 LEG 0.58 C>.15A 1 3.7 -110.27 -3.2783 0.00000 0.00000 0.00000 -6.2819 0.0 0.0

5- 9 XBR 1.07 C>.15A 1 0.0 -128.08 0.00000 -0.17500E-01 0.00000 0.38589E-01 0.00000 0.0 0.0

5- 10 XBR 0.57 TN+BN 1 0.0 119.82 0.00000 0.71805E-02 0.00000 -0.15834E-01 0.00000 0.0 0.0

9- 10 HBE 0.84 C>.15A 1 0.0 -68.489 0.00000 -9.7503 0.00000 17.119 0.00000 0.0 0.0

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SACS-IV SYSTEM ELEMENT UNITY CHECK REPORT

MAX. CRIT. LOAD DIST * * * * U N I T Y C H E C K C O M P O N E N T S * * * EFFECTIVE MEMBER GRP UNITY COND COND FROM EULER BUCKLING *** SHEAR *** * COMBINED BENDING AND AXIAL * * CM VALUES * SLENDERNESS CHECK NO. END Y-Y Z-Z Y Z AXIAL BEND-Y BEND-Z TOTAL Y Z Y-Y Z-Z M

1- 5 XBR 0.57 TN+BN 1 2.2 0.000 0.000 0.000 0.000 0.565 0.007 0.000 0.572 0.850 0.850 102.31 102.31

1- 9 LEG 0.40 TN+BN 1 3.7 0.000 0.000 0.011 0.000 0.136 0.000 0.268 0.404 0.850 0.850 141.39 141.39

2- 5 XBR 1.06 C>.15A 1 2.2 0.870 0.870 0.000 0.000 1.003 0.052 0.000 1.055 0.850 0.850 102.31 102.31

2- 10 LEG 0.58 C>.15A 1 3.7 0.352 0.352 0.011 0.000 0.352 0.000 0.223 0.575 0.850 0.850 141.39 141.39

5- 9 XBR 1.07 C>.15A 1 0.0 0.870 0.870 0.000 0.000 1.003 0.069 0.000 1.072 0.850 0.850 102.31 102.31

5- 10 XBR 0.57 TN+BN 1 0.0 0.000 0.000 0.000 0.000 0.565 0.004 0.000 0.569 0.850 0.850 102.31 102.31

9- 10 HBE 0.84 C>.15A 1 0.0 0.027 0.198 0.000 0.093 0.240 0.600 0.000 0.840 0.850 0.850 36.31 97.74

9- 99 XXX 0.73 C<.15 1 0.0 0.000 0.000 0.470 0.000 0.000 0.000 0.732 0.732 0.850 0.850 3.82 3.82


GROUP I - UNITY CHECKS GREATER THAN 1.00 AND LESS THAN*****

MAXIMUM LOAD DIST AXIAL BENDING STRESS SHEAR FORCE SECOND-HIGHEST THIRD-HIGHEST MEMBER GROUP COMBINED COND FROM STRESS Y Z FY FZ KLY/RY KLZ/RZ UNITY LOAD UNITY LOAD ID UNITY CK NO. END N/MM2 N/MM2 N/MM2 KN KN CHECK COND CHECK COND

2- 5 XBR 1.055 1 2.2 -89.87 1.48 0.00 0.00 0.01 102.3 102.3 0.000 0.000

5- 9 XBR 1.072 1 0.0 -89.85 1.98 0.00 0.00 -0.02 102.3 102.3 0.000 0.000


GROUP II - UNITY CHECKS GREATER THAN 0.75 AND LESS THAN 1.00


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1- 5 XBR 0.572 1 2.2 84.08 -1.31 0.00 0.00 -0.01 102.3 102.3 0.000 0.000

1- 9 LEG 0.404 1 3.7 20.23 0.00 49.83 3.20 0.00 141.4 141.4 0.000 0.000

2- 10 LEG 0.575 1 3.7 -19.04 0.00 -31.68 -3.28 0.00 141.4 141.4 0.000 0.000

5- 10 XBR 0.569 1 0.0 84.05 -0.81 0.00 0.00 0.01 102.3 102.3 0.000 0.000

9- 99 XXX 0.732 1 0.0 0.00 0.00 136.14 -135.00 0.00 3.8 3.8 0.000 0.000


SACS IV - * * * M E M B E R G R O U P S U M M A R Y * * * API RP2A 20TH EDITION

MAX. DIST EFFECTIVE CMGRUP CRITICAL LOAD UNITY FROM * APPLIED STRESSES * *** ALLOWABLE STRESSES *** CRIT LENGTHS * VALUES * ID MEMBER COND CHECK END AXIAL BEND-Y BEND-Z AXIAL EULER BEND-Y BEND-Z COND KLY KLZ Y Z M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 M M

XBR 5- 9 1 1.07 0.0 -89.85 1.98 0.00 89.59 103.31 186.00 186.00 C>.15A 2.2 2.2 0.85 0.85

LEG 2- 10 1 0.58 3.7 -19.04 0.00 -31.68 54.09 54.09 186.00 186.00 C>.15A 7.4 7.4 0.85 0.85

HBE 9- 10 1 0.84 0.0 -22.40 102.19 0.00 93.42 113.20 148.80 186.00 C>.15A 2.4 2.4 0.85 0.85

XXX 9- 99 1 0.73 0.0 0.00 0.00 136.14 147.75******* 186.00 186.00 C<.15 0.2 0.2 0.85 0.85

Documents

Post - communities.bentley.com overview Post, a sub-program of SACS IV, is used to calculate element stresses, compare them to code allowables and optionally redesign the elements