Joint Can

Version 10.2.0.1
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marks of Bentley Systems, Incorporated. All other marks are the property of their respective
owners.

Copyright Notice
Copyright © 2015, Bentley Systems, Incorporated. All Rights Reserved.

SACS® Joint Can Release 10.2.0.1

 TABLE OF CONTENTS
1 INTRODUCTION............................................................................................................................... 5
1.1 OVERVIEW ............................................................................................................................... 5
1.2 PROGRAM FEATURES ............................................................................................................... 5
1.3 PROGRAM STRUCTURE ............................................................................................................ 6
1.3.1 Chord and Brace Determination ....................................................................................... 6
1.3.2 Joint Local Coordinate System .......................................................................................... 6
1.3.3 Joint Classification ............................................................................................................ 7
1.3.4 Allowable Stresses ............................................................................................................ 7
1.3.5 Joint Redesign Procedure ................................................................................................. 8
1.3.6 Grouted Elements............................................................................................................. 9
2 JOINT CAN INPUT DATA................................................................................................................. 10
2.1 BASIC OPTIONS ...................................................................................................................... 10
2.1.1 Overlapping Brace Check ................................................................................................ 10
2.1.2 Weld Allowable Stress .................................................................................................... 10
2.1.3 Effective Thickness of Grouted Elements ........................................................................ 10
2.1.4 Effective Thickness Limit ................................................................................................. 11
2.1.5 Allowable Punching Shear Stress Limit ............................................................................ 11
2.2 ANALYSIS TYPE AND CODE...................................................................................................... 12
2.2.1 API Punching Shear Check............................................................................................... 12
2.2.2 Overriding LRFD Resistance Factors ................................................................................ 12
2.2.3 European Punching Shear Checks ................................................................................... 12
2.2.4 Simplified Fatigue Check ................................................................................................. 13
2.2.5 Earthquake Joint Check .................................................................................................. 13
2.2.6 Simplified and MSL Ultimate Strength Check .................................................................. 14
2.2.7 Overriding MSL Assessment Factors ............................................................................... 14
2.2.8 Selecting Members ......................................................................................................... 14
2.2.9 Designating Initial Load Cases ......................................................................................... 14
2.2.10 Low Level Earthquake Analysis ....................................................................................... 14
2.3 OUTPUT REPORT SELECTIONS ................................................................................................ 15
2.3.1 Punching Check Report................................................................................................... 15
2.3.2 Strength Check Report.................................................................................................... 15
2.3.3 Load Path Report............................................................................................................ 15
2.3.4 SCF Report...................................................................................................................... 16
2.3.5 Chord Load Transfer Report ............................................................................................ 16
2.4 REDESIGN PARAMETERS......................................................................................................... 16
2.5 OVERRIDING YIELD STRESS ..................................................................................................... 16
2.5.1 Specifying a Default Yield Stress ..................................................................................... 16
2.5.2 Changing a Global Yield Stress ........................................................................................ 16
2.5.3 Changing Member Group Yield Stress ............................................................................. 17
2.5.4 Changing Joint Yield Stress.............................................................................................. 17
2.6 BRACE CHORD OVERRIDES ..................................................................................................... 17
2.7 LOAD CASE DATA ................................................................................................................... 17
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SACS® Joint Can Release 10.2.0.1

 2.7.1 Selecting Output Load Case ............................................................................................ 17
2.7.2 Allowable Stress Modifier ............................................................................................... 17
2.7.3 Creating New Load Combinations ................................................................................... 18
2.8 SELECTING JOINTS TO ANALYZE.............................................................................................. 18
2.9 MISCELLANEOUS OPTIONS ..................................................................................................... 18
2.9.1 Calculating Stress at Chord Face ..................................................................................... 18
2.9.2 Overriding Chord Thickness ............................................................................................ 18
2.9.3 Overriding Brace/Chord Angle Limit................................................................................ 18
3 COMMENTARY .............................................................................................................................. 20
3.1 AMERICAN PETROLEUM INSTITUTE RP-2A 20th EDITION ........................................................ 20
3.1.1 API Punching Shear......................................................................................................... 20
3.1.2 Overlapping Joints .......................................................................................................... 22
3.1.3 API Joint Strength 50% Check ......................................................................................... 24
3.1.3.1 Method 1: Original API ............................................................................................ 24
3.1.3.2 Method 2: Minimum Capacity in Sec 4.2.3 API RP2A WSD 21st Sup 3 ...................... 24
3.1.4 API Simplified Fatigue ..................................................................................................... 24
3.1.5 API Earthquake Joint Strength Check .............................................................................. 25
3.1.6 API LRFD Simple Joint Strength Check ............................................................................. 26
3.1.7 Overlapping Joint Strength Check ................................................................................... 28
3.1.8 API Load Transfer across Chords ..................................................................................... 28
3.1.9 Joint Can Load Path Method ........................................................................................... 28
3.2 NORWEGIAN PETROLEUM DIRECTORATE ............................................................................... 30
3.2.1 NPD Simple Joint Strength Check .................................................................................... 30
3.2.2 NPD Overlapping Joint Strength Check............................................................................ 32
3.3 DANISH OFFSHORE CODE ....................................................................................................... 32
3.3.1 Joint Punching Shear ...................................................................................................... 32
3.4 ISO 19902:2007(E).................................................................................................................. 34
3.4.1 Minimum strength.......................................................................................................... 34
3.4.1.1 Method 1: Simplified method. ........................................................................... 34
3.4.1.2 Method 2: API's 50% strength method. ................................................................... 34
3.4.1.3 Method 3 ................................................................................................................ 34
3.4.1.4 Method 4: Full brace strength method .................................................................... 34
4 SAMPLE PROBLEMS....................................................................................................................... 35
4.1 SAMPLE PROBLEM 1............................................................................................................... 35
4.2 SAMPLE PROBLEM 2............................................................................................................... 39
4.3 SAMPLE PROBLEM 3............................................................................................................... 42
5 INPUT LINES .................................................................................................................................. 45

SACS® Joint Can Release 10.2.0.1

1 INTRODUCTION
1.1 OVERVIEW
The Joint Can program determines the adequacy of simple and overlapping tubular joints for punching
shear. In addition to checking the adequacy of a joint, Joint Can has the ability to redesign the joint
based on axial loads and bending moments of the chord and brace.

1.2 PROGRAM FEATURES

Joint Can is completely compatible with the output files of SACS such that all dimensions, geometry,
internal loads, material properties, cross sectional properties, yield stress and allowable stress increases
necessary for joint can analysis and design are obtained without user intervention.
Some of the main features and capabilities of the program are:

1. API, API-LRFD, ISO19902, NORSOK STANDARD, NPD, DNV and Danish codes are implemented.

2. Brace on brace punching shear analysis for overlapping joints.

3. Complete joint redesign capabilities using constant inner diameter, constant outer diameter or
constant thickness.
4. Extensive override capabilities including:

a. Maximum and minimum allowable gap distance for K-braces.

b. Joint can default yield stress.

c. Global modification of a SACS model yield stress for joint can analysis and/or design.
d. Change yield stress of specified member groups.

e. Modify yield stress of specified joints.

f. Change the allowable stress modifier of any load condition or combination for the
purpose of joint punching analysis.

5. Load case and joint selection capability.

6. Joint strength (50%) check.

7. API simplified fatigue including auto SCF determination.

8. Ultimate earthquake joint analysis per API WSD and LRFD.

9. Ability to define up to two hundred new load combinations for joint analysis and/or redesign.

10. Determine effective chord thickness for grouted connections.

11. User defined grouted connection effective thickness limit.

SACS® Joint Can Release 10.2.0.1

1.3 PROGRAM STRUCTURE
The Joint Can design program performs an analysis on all intersections of members which are
designated as tubular (TUB) on the SACS Section Property input lines and tubular sections defined on
Group Property input lines. The actual geometry, dimensions, internal loads, material properties, cross
sectional properties, yield stress and allowable stress increases for each joint can are obtained from the
common solution file (e.g. SACCSF.xxx). However, the user has the option to change the yield stress,
change allowable stress modifier and designate new load combinations in the JOINT CAN input file.
1.3.1 Chord and Brace Determination
The program determines the chord and brace members by the following procedure:

1. The member with largest diameter, and secondarily, if required, the largest wall thickness is
designated as the chord. If more than one member with the same largest diameter exists, the
member with the largest wall thickness is taken to be the chord. If all members share the same
diameter and wall thickness, the through members are designated as the chord. If all members
are identical and there are multiple through members (X-Brace), then the first member
encountered in the SACS IV input data file is taken as the chord.

Note: The user can control the chord selection by increasing a member diameter or thickness by
a small value (e.g. 0.001 inches).
2. Normally two chord members will be attached to the same joint, both will be used in the can
design if they form an angle between 170 to 180 degrees relative to each other.
3. Chord members that change wall thickness at the joint are considered to be chord members if
they form an angle between 170 and 180 degrees relative to each other.

4. When two braces are connected to a chord such that the angle between the braces is greater
than 120 degrees, the joint can will be designed as a Cross Joint or X-Brace. The chord member
will be the largest member connected to the joint unless all members are the same size (X-
Brace) where the first member encountered in the SACS IV data deck will be used as the chord.

5. If the brace is perpendicular to the chord members, then each chord member and brace
combination will be analyzed with the most severe case being reported.

6. If the brace is not perpendicular to the chord member, the chord member which forms the
smallest angle with the brace is used for the can design.

7. For multiple brace to chord connections, the program will allow a 15 degree out-of-plane
tolerance in the determination of K and Cross Joint connections.

1.3.2 Joint Local Coordinate System

After the brace and chord are determined, the internal loads for each member are transformed into the
joint local coordinate system such that the transverse shears and bending moments lie in plane and
perpendicular to the plane formed by the chord and brace connection (see figure below).

SACS® Joint Can Release 10.2.0.1

1.3.3 Joint Classification
For a particular load case, each brace is classified as a percentage of a ‘K’, ‘X’ and ‘T&Y’ joint as follows:

1. If a ‘K’ joint type is possible, the amount of the brace load transferred as a ‘K’ joint is ratioed to
the total brace load to determine the percent K-brace. The program then determines if a cross
or ‘X’ joint is possible and determines what percentage of the remaining load is transferred as a
cross or ‘X’ joint. Any remaining load is transferred as a ‘T&Y’ type joint and is ratioed to the
total brace load to determine the percent ‘T&Y’ joint.

1.3.4 Allowable Stresses

Allowable stresses are calculated for each possible joint type (K, X or T). A weighted average of the
allowable stresses is taken based on the percentage of load transferred as a ‘K’ joint, cross joint or ‘T&Y’
joint, respectively (see figure below).

SACS® Joint Can Release 10.2.0.1

Values for Vp are interpolated based on the percentage of load that is transferred through the joint as a
‘K’, ‘T&Y’ or a cross joint.
1.3.5 Joint Redesign Procedure

The punching shear stresses and unity checks are calculated for each brace-chord combination for each
load condition. The most critical brace-chord combination of each joint is determined.

The chord wall thickness is then increased or decreased depending if the critical unity check is greater
than 1.0 or less than a user specified value (unless the increase chord thickness only option is specified
in the input file). The shear stresses and unity check ratio is recalculated. The chord wall thickness is
changed until the highest unity check is in the specified range for the most critical connection. Stresses,
allowables and unity checks for all remaining brace-chord combinations are then recalculated for each
load condition. If all of the recalculated unity checks are less than 1.0 the program reports the final
chord thickness and corresponding diameter along with the critical unity check ratio.

SACS® Joint Can Release 10.2.0.1

1.3.6 Grouted Elements
The following technique is used for the analysis and redesign of grouted connections.

1. The internal moments for the chord (jacket leg) are found by ratioing the internal moments of
the combined grouted leg and pile by the ratio of the moment of inertia of the jacket leg
(calculated by the outside diameter and wall thickness from the ‘SECT’ input line) and the
composite grouted leg and pile moment of inertia.

2. The axial load for the chord member (jacket leg) is found by ratioing the axial load of the
combined grouted leg and pile by the ratio of the cross sectional area of the jacket leg
(calculated by the outside diameter and wall thickness from the ‘SECT’ input line) and the
composite grouted leg and pile cross sectional area.

3. The jacket leg wall thickness is increased or decreased depending if the critical unity check is
greater than 1.0 or less than a user specified value (unless the increase chord thickness only
option is specified in the input file). The calculation of the internal loads for the jacket leg as
described above is repeated for each change in the chord wall thickness.
Note: For grouted jacket legs, the user must input the leg and pile outside diameters and wall thickness
separately on the section property ‘SECT’ input line.

SACS® Joint Can Release 10.2.0.1

2 JOINT CAN INPUT DATA
The Joint Can program requires a SACS common solution file containing member internal loads and a
Joint Can input file for punching shear, effective strength, simplified fatigue analysis, earthquake
punching check and ultimate strength check. The Joint Can input file allows the user to specify basic
analysis options, designate the analysis type and code to use and override various properties.

2.1 BASIC OPTIONS

Basic Joint Can options are specified on the JCNOPT line.

Enter the units in columns 12-13. Enter the minimum and maximum gap to be used for ‘K’ joints in
columns 20-25 and 26-31.

Note: Negative value for minimum or maximum gap indicates an overlapped joint.

2.1.1 Overlapping Brace Check

Enter ‘B’ in column 32 if overlapping braces are to be checked to ensure that the axial load may be
transferred directly through one brace to another via their common weld.

Note: Overlapping braces are members with a negative gap.

2.1.2 Weld Allowable Stress
By default, the allowable stress for weld material is assumed to be the same as the connection steel. The
weld allowable stress used for brace on brace check may be specified using the WELD line.

Specify the allowable stress in columns 7-14. The following specifies an allowable of 70.0 ksi.

2.1.3 Effective Thickness of Grouted Elements

By default, the thickness of the outside tubular (leg) is used as the chord thickness when analyzing the
capacity of a grouted connection. The effective thickness of grouted elements may be determined based
on the properties of both the outer and inner tubular members and used for the analysis and redesign
of grouted connections. Enter one of the following effective thickness options in column 33:

Option 1, selected by inputting ‘1’, the effective thickness is based on the moment of inertia of the cross
section of the element as follows:

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SACS® Joint Can Release 10.2.0.1

where: Dleg is the outside diameter of the larger tube (leg). Icomp is the moment of inertia of the
composite section

where: dleg and dpile are the inside diameter of the leg and pile, respectively

Option 2 uses the moment of inertias of the walls instead of the composite section moment of inertia
and is selected by specifying ‘2’ in column 33.

where t and y are defined in the figure below:

Option 3 uses the sum of the square root of the squares of the leg and pile thickness and is selected by
specifying ‘3’ in column 33. Note that API RP2A WSD 21ST SUP3 2007, ISO 19902:2007, and Norsok N-
004, 2004 all choose this option to calculate the effective thickness. Therefore, this option is not
activated for these codes.
2.1.4 Effective Thickness Limit
A chord effective thickness limit expressed as a factor of the actual chord thickness may be specified in
columns 76-79 on the JCNOPT input line. The default limit is 1.75.
The following designates that option 1 is to be used for grouted elements and that the effective
thickness limit is 2.

2.1.5 Allowable Punching Shear Stress Limit

By default, the allowable punching shear stress for API codes is limited to the allowable shear stress in
the chord. Enter ‘N’ in column 51 if the allowable punching shear stress is not to be limited.

By default, when calculating the allowable punching stress factor (equation 6.56) for Norsok codes, L is
set to the larger of D/4 or 30cm, enter ‘L’ if the actual modeled length from the crown to the end of the
can is to be used.

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SACS® Joint Can Release 10.2.0.1

2.2 ANALYSIS TYPE AND CODE
The Joint Can analysis option is designated in columns 8-11 on the JCNOPT line. Various types of
analyses are available by designating the appropriate option.
2.2.1 API Punching Shear Check
For standard Working Stress Design punching shear check per API, select one of the following options:

1. ‘AP22’ - API 22nd Edition

2. 'API' - API 21st Edition with Supplements 2 & 3

3. ‘AP21’ - API 21st Edition

4. ‘AP91’ - API 19th Edition

5. ‘AP84’ - API 15th Edition

6. ‘AP83’ - API 13th Edition Supplement

7. ‘AP80’ - API 13th Edition

8. ‘LG ’ - Linear global analysis based on API 21st Edition Section 17 criteria

For Ultimate Strength punching check per API, select:

1. ‘LRFD’ - API LRFD 1st Edition

2.2.2 Overriding LRFD Resistance Factors
The default resistance factors used in the API LRFD punching check may be overridden by the user using
the RSFAC line. The following overrides the resistance factor for T&Y joints.

2.2.3 European Punching Shear Checks

The program supports various other punching shear analyses and code check options as follows:
1. ‘NPD ’ - NPD 1977 Edition

2. ‘NP94’ - NPD 1994 Edition

3. ‘NP90’ - NPD 1990 Edition

4. ‘DNV’ - DNV 1977 Edition

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SACS® Joint Can Release 10.2.0.1

 5. ‘DN83’ - DNV 1983 Edition
6. ‘DOC ’ - Danish 1984 Edition

7. ‘NS ’ - Norsok Standard N-004, Rev 2, 2004

8. 'IS ' - ISO 19902(E):2007

9. 'NSR3' - Norsok Standard N-004, Rev 3, 2013

2.2.4 Simplified Fatigue Check
The API Simplified Fatigue analysis is invoked by specifying one of the following in columns 8-11.

1. ‘FTG ’ - API 20th Edition

2. ‘FT91’ - API 19th Edition

3. ‘FT84’ - API 16th Edition

4. ‘FT82’ - API 13th Edition

The appropriate load cases containing the reference level wave should be specified on the LCSEL input
line.

The load path dependent SCF’s are calculated automatically based on the option input into columns 37-
39 on the FATIGUE line. The water depth, water line member elevation, fatigue life and weld
classification should be specified in columns 9-16, 17-24, 27-30 and 33-36, respectively, on the FATIGUE
input line.

The following shows the input for simplified fatigue using API 20th Edition. Load cases ‘SF00’, ‘SF45’ and
‘SF90’ contain reference level waves used to calculate fatigue stress. The water depth is 150.0 feet, the
water line elevation is -20 and design life is 15 years.

2.2.5 Earthquake Joint Check

The program can check joint can capacity due to combined earthquake and static stresses per API
guidelines. Specifying ‘EQK’ for API RP2A WSD 21st Edition with Supplements 1 to 3. 'EQ21' for API RP2A
WSD 21st Edition, EQLR’ for LRFD code or EQIS for ISO19902 (2007) code.

Joint Can is executed after the earthquake and static stresses are combined using the STCMB option in
Dynamic Response or the Combine program. Only load cases created specifically for joint check by using
the ‘PRSC’ or ‘PRST’ option should be specified on the LCSEL line of the Joint Can input file.

For example, the following designates that an API LRFD earthquake check is to be performed for load
cases 3 and 4.

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SACS® Joint Can Release 10.2.0.1

2.2.6 Simplified and MSL Ultimate Strength Check
Simplified ultimate strength check and MSL ultimate strength check analysis may be performed by
specifying ‘SUS ’ or ‘MSL ’, respectively, in columns 8-11 of the JCNOPT line.

For MSL check, additional input including the Qu option, ultimate tension value and reassessment values
option must be designated on the JCNOPT line. Enter ‘C’ or ‘M’ in column 36 for characteristic Qu factor
or mean strength Qu factor, respectively. Enter ‘U’ in column 36 for ultimate tension values and/or ‘R’ in
column 37 for reassessment values.
2.2.7 Overriding MSL Assessment Factors
The default assessment factors used in the MSL ultimate strength check may be overridden using the
GMFAC line. The following overrides the gamma factors for axial and in-plane bending. The first factor in
GMFAC line can be used as the resistant factor of Norsok N-004, Rev 3, 2013 and the material factor of
Danish code.

2.2.8 Selecting Members

By default all members are considered unless members are specified on the MSLC line. When using the
MSLC line, only those members specified are considered for the ultimate strength analysis.
2.2.9 Designating Initial Load Cases
The first load case in each direction can be specified using the INITLC line.

Note: The INITLC line is not required if the analysis contains only one wave direction.
2.2.10 Low Level Earthquake Analysis
For low level earthquake loads, analysis may use API WSD (working stress design) or API LRFD (load and
resistance factor design). API WSD is specified by putting ‘LLEW’ in columns 8-11 of the JCNOPT line; API
LRFD design is specified by putting ‘LLEL’ in columns 8-11 of the JCNOPT line. For low level earthquake
analysis per API, the user must input rare intense earthquake data in the dynamic response input file.
The resulting data must be combined so that load cases 1 and 2 are the rare intense seismic loads and
load case 3 contains the dead loads. The dead load case, 3, used in the low level earthquake analysis is
specified using the ‘DLOAD’ line, where ‘3’ is entered in columns 7-10. The following input specifies low
level earthquake analysis with API WSD is to be used, with load case 1 and 2 having a 70% increase in

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allowable stress.

2.3 OUTPUT REPORT SELECTIONS

Output reports are designated in columns 56-69 on the JCNOPT line.
2.3.1 Punching Check Report

Enter one of the following report levels in columns 56-57 for reporting punching check results:

1. ‘FL’ Print results for all load cases for each joint
2. ‘UC’ Print only joints with UC greater than UC limit specified

3. ‘MX’ Print only results for critical load case for each joint
4. ‘RD’ Print results for all load cases for each joint including redesign iterations

Note: If ‘UC’ is selected, enter the UC limit in columns 58-61.

2.3.2 Strength Check Report
SACS support the 50% strength check in the original API RP2A ASD 21st Edition and the new
methodology of API RP2A ASD 21st Edition Supplement 3 2007. (See more details in Commentary 3.1.3.)
By default, the latest method is applied.
Enter ‘PT’ in columns 62-63 to receive a strength analysis report and a joint can summary report with
strength unity check. Enter 'SM' to print only the joint can summary report with strength UC. This
reports the strength of the connection using 50% of the effective member strength of the new method.
Enter 'PO' or 'SO' to use the original strength check method.

For ISO 19902:2007(E), the strength check follows the methodology in Section 14.2.3. SACS provide four
applicable options. (See more details in Commentary 3.4.1). Enter 'PT' or 'SM' to print the strength
analysis report.

For Norsok N-004 code, there is no specification on connection's minimum strength check. The option is
ignored.
2.3.3 Load Path Report
The load path report details the connection classification for each load case and is activated by entering
‘PT’ in columns 64-65.

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SACS® Joint Can Release 10.2.0.1

2.3.4 SCF Report
The SCFs used for simplified fatigue analysis may be printed be specifying ‘PT’ in columns 66-67.

2.3.5 Chord Load Transfer Report

The Joint Can program can check to ensure that chords resist general collapse per API specifications
when load is transferred across. Enter ‘PT’ in columns 68-69 to receive the Chord Load Transfer Report.

2.4 REDESIGN PARAMETERS

Redesign parameters are designated on the JCNOPT line in columns 38-50.

By default redesign performed by the Joint Can program. Specify ‘N’ in column 38 to eliminate redesign
or ‘A’ to allow only thickness increases during redesign.

Specify the chord redesign option in columns 39-40. Enter ‘OD’ if chord outside diameter is to be
changed (ie. constant ID), ‘ID’ if chord inner diameter is to be changed (ie. constant OD) or ‘TC’ if the
thickness is to remain constant when diameter is changed. Designate the thickness and diameter
increments in columns 41-45 and 46-50, respectively.

The following sample stipulates that redesign is to be performed allowing only thickness increases using
0.125 increment. The inside diameter is to vary.

2.5 OVERRIDING YIELD STRESS

By default, the yield stress specified in the model is used for punching analyses. The yield stress used for
joint punching analysis purposes may be modified in several ways in the Joint Can input file.
2.5.1 Specifying a Default Yield Stress
A default yield stress may specified in columns 14-19 on the JCNOPT line. This value overrides any values
in the SACS model.
2.5.2 Changing a Global Yield Stress
Any yield stress specified in the SACS model can be changed for the punching analysis with the UMOD
input line. For example, for high strength steel, the design joint strength can be changed to 2/3 of the
tensile strength on the UMOD input line. In the following, 50ksi is changed to 46.67ksi for the purposes
of punching check.

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Note: Enter ‘T’ in column 34 on the JCNOPT line if all yield stress overrides are to be applied only to the
chord for the purposes of strength check.
2.5.3 Changing Member Group Yield Stress
The yield for an entire member group can be modified for the purpose of checking joint capacity, by
using the GMOD input line. Overrides specified on the GMOD input line take precedence over those
specified on the UMOD input line.

The following changes the yield stress for groups ‘TTT’ and ‘SSS’ to 50.0 for punching analysis purposes.

2.5.4 Changing Joint Yield Stress

The yield stress for specific joints can be modified by using the JMOD input line. Overrides specified on
the JMOD input line take precedence over all other yield stress overrides.

2.6 BRACE CHORD OVERRIDES

The BRCOVR line can be used to override the effective chord length, chord can thickness and the chord
tubular thickness. These overrides only affect the thickened can reduction factor as outlined in API RP2A
WSD 21st Edition, Supplement 3 2007, ISO 19902:2007, and Norsok N-004. This line should be entered
after the LCSEL line in the joint can input file.

2.7 LOAD CASE DATA

2.7.1 Selecting Output Load Case
The LCSEL line can be used to specify which of the existing load cases in the common solution file are to
be included or excluded for checking the joint adequacy. Specify ‘IN’ in columns 7-8 to include the listed
load cases or ‘EX’ to exclude the listed load cases. In the following, joint capacity is to be checked only
for load cases ‘OP00’, ‘OP45’ and ‘OP90’.

2.7.2 Allowable Stress Modifier

For any load case, the allowable stress modifier may be specified using the AMOD line. In the following,
a 1.33 allowable stress modifier is used for load cases ‘OP00’, ‘OP45’ and ‘OP90’.

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2.7.3 Creating New Load Combinations
The user can create load combinations for the purpose of joint check using the LCOMB input line in the
Joint Can input file. These combinations are defined as linear combinations of load conditions contained
in the common solution file.

2.8 SELECTING JOINTS TO ANALYZE

By default, all joint connections are analyzed. Specific joints may be selected for analysis using the JSLC
line. The following designates that only joints 302, 401 and 567 are to be analyzed.

2.9 MISCELLANEOUS OPTIONS

2.9.1 Calculating Stress at Chord Face
By default, brace stresses are evaluated at the actual end of the brace. When members do not contain
offsets, brace stresses may be calculated at the face of the chord using the RELIEF line.

Note: This feature is not required if braces are offset such that the member end is at the chord surface.
2.9.2 Overriding Chord Thickness
For any connection, the default chord thickness is determined from the properties contained in the
model. The thickness of the chord may be overridden for a joint using the TCHORD line.
The following designates that the chord thickness used for joint check is to be 1.75 for joints 101 and
102.

2.9.3 Overriding Brace/Chord Angle Limit

By default, the chord adjacent to the brace is evaluated for checking the connection. For braces normal
to the chord, both chord members are evaluated.

When determining if a brace is normal to the chord, the angle between the brace and the adjacent
chord is compared to the Brace/Chord Angle Limit. A brace with a brace to chord angle greater than the
Brace/Chord Angle Limit is considered normal to the chord.

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By default 85 degrees is used for the Brace/Chord Angle Limit. Enter the minimum angle used to
determine if a brace is normal to the chord on the MAXANG line. The following designates that any
brace with an angle greater than 75.0 degrees is to be checked using both chords (i.e. is considered
normal to the chord). For specified angles less than 85.0 degrees, the limit is the minimum chord angle
above which both chord members are evaluated. For specified angles greater than 95.0 degrees, the
limit is the maximum chord angle below which both chord members are evaluated.

Note: Enter 180.0 if both chords are to be evaluated for any brace.

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3 COMMENTARY
The Joint Can Program will analyze and design tubular joint cans according to API, API-LRFD, DNV, NPD
and Danish codes. The program also has the ability to perform Simplified Fatigue and earthquake
analyses according to API recommendations. The following commentary sections outline the theory and
formulas used by the program.

3.1 AMERICAN PETROLEUM INSTITUTE RP-2A 20th EDITION

3.1.1 API Punching Shear
API allows for the adequacy of a joint to be determined on the basis of punching shear or nominal loads
in the brace. The Joint Can program uses the punching shear method.

 = Brace angle (from chord) g = Gap, in.(mm)

t = Brace thickness, in. (mm) T = Chord thickness in. (mm)

d = Brace diameter, in. (mm) D = Chord diameter, in. (mm)

The acting punching shear is calculated as:

where:

f = nominal axial (fx), in-plane bending (fbz ), or out-of-plane bending (fby) stress
in the brace (punching shear for each kept separate)

 = brace thickness/chord thickness (see figure)

 = Brace Angle (see figure)

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The punching shear allowable stress vpa, is calculated separately for each component of brace loading
and load path type (K, X, T or Y) utilizing the appropriate Qq and Qf factors. The allowable is the lesser of
the AISC allowable 0.4*Fy or:

where:

Fyc = yield strength of chord member at the joint (or 2/3 the tensile strength if less)

 = chord diameter/(2 * chord thickness) (see figure)

Qq = accounts for effects of type of loading and geometry

Qf = accounts for longitudinal stress in the chord

where:

l = 0.030 for brace axial stress (fax)

= 0.045 for brace in-plane bending stress (fbz)

= 0.021 for brace out-of-plane bending stress (fby)

fAX, fIPB, and fOPB are the nominal axial, in-plane bending and out-of-plane bending stresses in the chord.

Note: Qf = 1.0 when all extreme fiber stresses in chord are tensile

The weighted average allowable stress is calculated based on connection type for each load case.

VALUES FOR Qq

for  > 0.6 Q = 0.3/[*(1-0.833)] for   20 Qg= 1.8-0.1g/T  1

for   0.6 Q = 1.0 for  > 20 Qg= 1.8-4g/D  1

Brace load type

Type & Geometry
Tension Compression IP bending OP bending

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 K overlap 1.8* 1.8*

K gap (1.1+0.2/)Qg (1.1+0.2/)Qg

T&Y 1.1 + 0.2/ 1.1 + 0.2/ 3.72+0.67/ 1.37+0.67/)Q

X 1.1 + 0.2/ (0.75+0.2/β)Q

X w/diaph 1.1 + 0.2/ 1.1 + 0.2/

Note: Joint Can does not support diaphragms.

The following interaction equations are checked for combined axial and bending stresses:

Note: The arcsin term is in radians.

3.1.2 Overlapping Joints

Joint Can has the ability to check overlapped brace connections to determine if the overlap is sufficient
to transfer the brace axial loads directly from one brace to another brace through the weld.

The allowable axial load (perpendicular to the chord) Pp, is calculated as follows:

where:

Vpa = allowable punching shear stress

T = chord thickness
Vwa = weld allowable stress

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 l1 = circumference of brace contact with chord
l2 = projected chord length of overlapping weld, measured perpendicular to
chord.

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3.1.3 API Joint Strength 50% Check
3.1.3.1 Method 1: Original API
A check is performed for each tubular connection to determine the capability of the connection to carry
50% of the effective member strength of any connecting brace. The effective strength is taken as the
buckling load for members loaded in tension or compression and as yield for members loaded primarily
in tension. This method is applied for API RP2A WSD 21st Ed and before, and API LRFD.

For simple joints, the following equation should be satisfied:

where:

Fyb = the yield strength of the brace member

Fyc = lesser of yield strength of chord or 2/3 of tensile strength

3.1.3.2 Method 2: Minimum Capacity in Sec 4.2.3 API RP2A WSD 21st Sup 3
API has a broad minimum capacity requirement that equate to 50 percent of the capacity of the
incoming brace member. The connections should develop the strength required by design loads, no less
than 50% of the effective strength of the brace member. The effective strength is defined as the
buckling load for members loaded in compression, and as the yield load for members loaded in tension.
Joint capacity may be determined in accordance with Section 4.3 with all the safety factors (FS) set to
1.0. This method is applied by default for API RP2A WSD 21st Sup 3.

3.1.4 API Simplified Fatigue

The Joint Can program can analyze connections according to the API-RP2A simplified fatigue
requirements. This option is used in lieu of a detailed deterministic or spectral fatigue analysis using the
Fatigue program. The simplified fatigue analysis requires a separate Joint Can program execution using
the fatigue option located on the JCNOPT or PSOPT input line. The solution file must contain load cases
consisting of only the design reference level waves (or the design waves) for several wave steps and
wave directions.

The program requires that the user specify the design fatigue life (years), the water depth of the
platform and the weld profile as smooth or rough. Also, the elevation of the framing level immediately
below the fatigue design reference level wave trough must be specified. Members above this elevation
are considered ‘waterline members’ and members below this level are considered as ‘non-waterline
members’.

Joint Can calculates the peak hot spot stress at both the chord and brace side of a joint as follows:

where:

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 fax, fipb, fopb = are the nominal axial, in-plane bending and out-of-plane
bending stresses.

SCFax, SCFipb, SCFopb = are the corresponding stress concentration

factors for axial, in-plane bending and out-of-plane bending
respectively.

Note: The brace stresses are used to calculate the hot spot stress on both the brace and chord side of the
connection.
The weighted average SCF, based on the percentage of K, X and T&Y joint classification, is used. The
stress concentration factors used are based on modified Kellog formulas for the chord. The brace side
SCF’s are those suggested by Marshall with a 0.625 reduction factor (see table below).

Joint type  Axial IP bending OP bending

Chord K 1.0

T&Y 1.7 A 2/3 A 3/2 A

X <0.98 2.4

X 0.98 1.7

Brace 1.0 + 0.375 *(1 + (/)0.5 *SCFchord)≥1.8

where: A = 1.8 * 0.5 *  sin

3.1.5 API Earthquake Joint Strength Check
Joints are analyzed and sized for the tensile yield load or the compressive buckling load of the brace
members framing into the joint. The capacity is determined based on the punching shear method.

The factor A used in calculating Vpa is computed as follows:

where:

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 fax, fIPB, fOPB = are the smaller of the stresses in chord due to twice the
strength level seismic loads combined with static loads, or the full
capacity of the chord away from the can.

Note: The STCMB option in Dynamic Response or the Combine program should be used to create the
combined load cases consisting of twice the seismic loads plus the static loads.

For low level earthquake design, chord stresses use twice the seismic load plus applicable dead loads
and brace stresses use rare intense seismic load plus dead loads.
3.1.6 API LRFD Simple Joint Strength Check

The adequacy of the joint is determined on the basis of factored loads in the brace. The joint ultimate
axial capacity Puj, and ultimate moment capacity Muj are determined as follows:

where:
Qf = accounts for longitudinal factored load in the chord and is taken as 1.0 - l g A2 but is set to
unity when all chord extreme fiber stresses are tensile.

 = 0.030 for brace axial stress

= 0.045 for brace in-plane bending stress

= 0.021 for brace out-of-plane bending stress

fax, fipb, fopb are factored axial, in-plane bending and out-of-plane bending stresses in the chord.

fq = yield stress resistance factor = 0.95

Qu = ultimate strength factor based on the joint type. Qu should be interpolated based on the
portion of the load carried as K, X or T&Y joint.

VALUES FOR Qq

for  > 0.6 Q = 0.3/[*(1-.833 )] for   20 Qg= 1.8-0.1g/T  1

for   0.6 Q= 1.0 for  > 20 Qg= 1.8-4g/D  1

Brace load type

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 Type &
Tension Compression IP bending OP bending
Geometry

K (3.4+19)Qg (3.4+19)Qg

T&Y 3.4 + 19 3.4 + 19 3.4 + 19 (3.4 + 7)Q

X 3.4 + 19 (3.4+13)Q

X w/diaph 3.4 + 19 3.4 + 19

Note: Joint Can does not support diaphragms.

For combined axial and bending loads in the brace, the following equation is used:

where:

PD = factored brace axial load

MD = factored brace bending moment

j = connection resistance factor

Connection resistance factor j

Brace load type

Type &
Geometry
Tension Compression IP bending OP bending

K 0.95 0.95 0.95 0.95

T&Y 0.9 0.95 0.95 0.95

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 X 0.9 0.95 0.95 0.95

3.1.7 Overlapping Joint Strength Check

Overlapping joints in which part of the axial load is transferred directly from one brace to another
through their common weld are checked to verify that the axial force component perpendicular to the
chord PDp, satisfies the following:

where:
Vw = fsh Fy

sh = AISC resistance factor for the weld

tw = lesser of the weld throat thickness or thickness of thinner brace

l1 = circumference of the actual portion of brace contacting the chord

l = circumference of the portion of brace contacting the chord neglecting presence of overlap

l2 = projected chord length of the overlapping weld measured perpendicular to chord

3.1.8 API Load Transfer across Chords

Joints which load is transferred across the chord can be checked for general collapse per API
recommendations. For joints reinforced by an increase in thickness and having a brace chord diameter
ratio of less than 0.9, the allowable axial branch load is determined from:

where:

P(1) = allowable brace axial capacity using nominal chord member thickness

P(2) = allowable brace axial capacity using the can thickness

3.1.9 Joint Can Load Path Method
The following load path determination method is a general method used in all joint can analysis of joint
loads. For joints where the normal loads are not balanced, the connection is checked for K-Joint
consideration. Only multiple braces on the same side of the chord are considered as part of a K-Joint.
For any brace, the axial load component normal to the chord is balanced by the axial load component
normal to the chord in other braces on the same side of the chord. The brace with the smallest normal

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axial force is considered first with the brace containing the largest opposing normal axial force. The
balanced load is subtracted from the opposing brace and the process is repeated until all K-Joints are
identified.

Any X or cross joint load path is considered next. Only braces on opposites sides of the chord are
considered as part of the X-Joint. The remaining unbalanced K-Joint axial load component normal to the
chord is balanced by the axial load component normal to the chord in an opposing brace on the
opposite side of the chord. The brace with the largest opposing normal axial force is considered first.
The balanced load is subtracted from the opposing brace and the process is repeated until all X-Joints
are identified.

T/Y load paths are identified last. Braces with the remaining unbalanced axial load component normal to
the chord are classified T/Y-Joints.

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3.2 NORWEGIAN PETROLEUM DIRECTORATE
The Joint Can program will analyze and design tubular joint cans according to the 1977, 1984 and 1990
Norwegian Petroleum Directorate Regulations.
3.2.1 NPD Simple Joint Strength Check
For simple joints without overlap and without gussets, diaphragms or stiffeners, the following
interaction equation is used to determine the adequacy of the connection:

where N, MIP and MOP are the design axial force, in-plane moment and out-of-plane moment in the
brace respectively and Nk, MIPk and MOPk are the characteristic axial , in-plane bending and out-of-plane
bending capacities, as governed by chord strength, respectively. Nk is calculated by:

where Qu is given in the table below and Qf accounts for longitudinal stress in the chord and is calculated
as:

when   0.9, Qf is set to unity and A2 is defined as:

where ax, IP, and OP are the design axial, in-plane bending and out-of-plane bending stresses in the
chord respectively.

VALUES FOR Qu

for  > 0.6 Qβ = 0.3/[*(1-.833 )] for   20 Qg= 1.8-0.1g/T  1

for   0.6 Qβ = 1.0 for  > 20 Qg= 1.8-4g/D  1

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 Brace Load Type
Type &
Geometry
Axial IP bending OP bending

K 0.90(2+21)Qg

T&Y 2.5 + 19 5.0 + ( ½) 3.2/(1-0.81)

X (2.7 + 13)Q

The in-plane bending capacity of the brace MIPk, is calculated as:

where Qu is given in the table and:

The out-of-plane bending capacity of the brace M OPk, is determined from the following:

where:

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3.2.2 NPD Overlapping Joint Strength Check

The following discussion applies to overlapping tubular joints without gussets, diaphragms or stiffeners.

For K-joints where compression in the brace is balanced by tension in braces in the same plane and on
the same side of the joint, the total load component normal to the chord NN, is limited to the following:

3.3 DANISH OFFSHORE CODE

The capacity of a connection can be checked using the 1983 Danish Offshore Code.
3.3.1 Joint Punching Shear
The acting punching shear stress is calculated from the following equation:

where f is the axial, in-plane or out-of-plane bending stress in the brace. The allowable punching shear
stress is calculated as:

and:

where:
fy = yield stress

od = stress in chord

 = 1.34 (High Safety Class) or 1.21 (Normal Safety Class)

Use ‘GMFAC’ line to override  factor.

D = chord diameter
T = chord thickness

C = shown in table

VALUES FOR C

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 for  0.6 Q = 0.3/[*(1-.833)] for   0 C= 1.8

for  < 0.6 Q = 1.0 for 0 <  < 1 C = 1.8 - 0.8 

for  ≥1 C = 1.0

Joint Type
Type of Brace Load
T&Y X K

(1.10+0.20/)C
Tension 1.10 + 0.20/ 1.10 + 0.20/
or 1.8 for overlapped

Compression 1.10 + 0.20/ (0.75+0.20/)C (1.10+0.20/)C

In-plane 3.72 + 0.67/ 2.55+0.67/ 3.72+0.67/

Out-of-plane (1.37+0.67/)C (0.98+0.67/)C (1.37+0.67/)C

where: a= gap and dam= (da1 + da2)/2

Vpa is evaluated separately for each stress component, axial, in-plane or out-of-plane bending, for each
connection type (K, X and T). The allowable stress used is based on a weighted average dependent on
axial load path for each load case.

The following equation is used to determine the unity check ratio:

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3.4 ISO 19902:2007(E)
3.4.1 Minimum strength

3.4.1.1 Method 1: Simplified method.

Assume Ub=1.0 in Eq 14.3-13 and use the appropriate resistance factors. Require connection's
utilization Uj<1/γz.

3.4.1.2 Method 2: API's 50% strength method.

UC=50% Brace_Strength/Pa.

Use 50% of brace’s strength (yielding strength if tensile or axial buckling strength if compressive) as the
axial load on the brace with resistance factors being 1.0; Use the axial capacity Pa of the chord with
resistance factor 1.0.

3.4.1.3 Method 3
Use Eq 14.3-13. Note that user needs to run POST to output Ub prior to Joint Can analysis.

3.4.1.4 Method 4: Full brace strength method

Use Eq(14.3-13) as the strength utilization, where the brace internal force and moment PB, MBip, and
MBop are the assumed brace loads that make the utilization of brace approximately become 1.0, and
got from Eq (13.3-1,2,3) with resistance factors. Applying them into Eq(14.3-13) with resistance factors
will let Ub close to 1.0. The joint capacities Pa, Mip, Mop are obtained in simple joint analysis formula Eq
(14.3-1,2), assuming the brace type is T/Y and the chord is stress free (Qf=1.0). The method inspects the
strength of an isolated brace-chord pair and is load case independent. The result may be conservative.

Note: The default is Method-1 and γz=1.17. User may apply RFISO line to modify γz and choose the other
methods.

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4 SAMPLE PROBLEMS
The structure shown in the figure was used to demonstrate the various capabilities of the Joint Can
program. Three separate analyses are illustrated:

1. The first sample problem is a typical joint punching shear capacity check for an in place
analysis. Some of the yield stress override capabilities, joint selection capabilities and load case
selection capabilities of Joint Can are illustrated. The joints were evaluated and redesigned using
the 1990 Norwegian Petroleum Directorate code.
2. Sample Problem 2 illustrates the API-RP2A simplified fatigue analysis capabilities of the
program.

3. Sample Problem 3 is a typical joint check for combined earthquake and static loading. The
connection capacity was checked according to API-RP2A guidelines.

4.1 SAMPLE PROBLEM 1

The following sample problem is a typical punching shear capacity check and joint can redesign using the
Norwegian Petroleum Directorate code.

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Only joints 301 and 309 will be included in the analysis. All elements with yield stress of 50 ksi will be
changed to 42 ksi for the purpose of punching shear evaluation and the yield of the joint can segment of
group LG2 will be changed from 36 to 42 ksi. Joints with unity check ratio greater than 1.0 will be
redesigned keeping a constant inside diameter.

Below is the Joint Can input file for this sample problem followed by an explanation of the input lines
used.

A. The first input line, the Joint Can options line specifies:

a. 1990 NPD code is to be used (NP90 in columns 8-12)

b. English units are designated in columns 12-13.

c. The minimum gap allowed for K-braces is 2 inches.

d. The ‘A’ in col. 38 indicates that redesign of overstressed cans only is desired (no
downsizing).

e. The outside diameter will be varied for redesign (constant ID), designated by ‘OD’ in
cols. 39-40.
f. ‘MX’ in columns 56-57 specifies that only the controlling load case results are to be
reported.

B. The LCSEL input line specifies that the joint punching shear capacity for only load case 3 is to be
checked.

C. The UMOD input line specifies that a yield stress of 42 ksi should be used for checking the
capacity of all chords and braces that are modeled with a yield stress of 50 ksi.

D. The yield stress of group LG2, for the purpose of checking the punching capacity, is changed to
42 ksi.
E. Joint 309 is eliminated from the analysis by changing the yield stress at that joint to 0.0 ksi on
the JMOD input line.

F. Only joints 301 and 309 are to be including in the analysis as specified on the JSLC input line.

The following pages contain a portion of the analysis output.

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 37

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Joint Can redesigned the can of group LG2 from 30φx0.75 and Fy 36.0 ksi to 30.25φx0.875 and 42.00 ksi.
An updated SACS model file, called the output card image file, consisting of the SACS model including
the redesigned groups was also created by the program. A portion of the output structural data file is
below.

Note: Notice that the GRUP input line for LG2 has been updated to reflect the can redesign. The modified
GRUP input line for LG2 is underlined.

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4.2 SAMPLE PROBLEM 2
The following example illustrates an API Simplified Fatigue analysis for the model used in Sample
Problem 1.

The structure, located in the Gulf of Mexico, stands in 82.02 feet of water and has a natural period of
0.90 seconds. 56.0 foot reference level waves are specified in the SEASTATE input files for 0, 45 and 90
degree approach angles as load cases 1, 2 and 3 respectively. The waves are applied to the structure
without the effects of gravity, wind or current.

The following is a portion of the Seastate input file used for this problem.

Below is the Joint Can input file for this sample problem followed by an explanation of the input lines
used.

The first input line, the Joint Can options line specifies:

a. A simplified fatigue analysis is to be executed per API-RP2A specifications (FTG in

columns 8-10)

b. English units are designated in columns 12-13.

c. The minimum gap allowed for K-braces is 2 inches.

d. The ‘A’ in col. 38 indicates that redesign of over-stressed cans only is desired.

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 e. The outside diameter will be varied for redesign (constant ID), designated by ‘OD’ in
cols. 39-40.

f. ‘MX’ in columns 56-57 specifies that only the controlling load case results are to be
reported.
B. The UMOD input line specifies that a yield stress of 42 ksi should be used for checking the
capacity of all chords and braces that are modeled with a yield stress of 50 ksi.

C. The yield stress of group LG2, for the purpose of simplified fatigue analysis, is changed to 42 ksi.

D. Joint 309 is eliminated from the analysis by changing the yield stress at that joint to 0.0 ksi on
the JMOD input line.

E. The FATIGUE input line specifies the water depth as 82.02 feet, the waterline member elevation
as -39.4, a design life of 30 years and that all welds are smooth.

F. Only joints 301 and 309 are to be including in the analysis as specified on the JSLC input line.

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4.3 SAMPLE PROBLEM 3
The following example illustrates an API earthquake analysis for the model used in Sample Problem 1.

The structure was subjected to static loads including those due to gravity, miscellaneous equipment and
unmodeled steel along with loads induced by ground motion. The STCMB option was used in Dynamic
Response to combine the static and earthquake loads into two load cases for member check, load cases
1 and 2, and two load cases for joint adequacy check, load cases 3 and 4.

Below is the Combine input file created automatically by the Dynamic Response program used to create
the solution file containing the static plus earthquake load combinations. See the sample problems in
the Dynamic Response manual for a detailed description of the earthquake analysis procedure.

Below is the Joint Can input file for this sample problem followed by an explanation of the input lines
used.

A. The first input line, the JOINT CAN options line specifies:

a. A earthquake joint check is to be executed API-RP2A specifications (EQK in columns 8-

10)

b. English units are designated in columns 12-13.

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 c. The minimum gap allowed for K-braces is 2 inches.
d. ‘MX’ in columns 56-57 specifies that only the controlling load case results are to be
reported.

B. The LCSEL input line specifies that only load cases 3 and 4 are to be used for joint check
purposes.

C. The AMOD input line specifies that allowable stresses for load cases 3 and 4 should be
multiplied by 1.70.

D. The UMOD input line specifies that a yield stress of 42 ksi should be used for checking the
capacity of all chords and braces that are modeled with a yield stress of 50 ksi.

E. The yield stress of group LG2, for the purpose of the code check, is changed to 42 ksi.

F. Joint 309 is eliminated from the analysis by changing the yield stress at that joint to 0.0 ksi on
the JMOD input line.

G. Only joints 301 and 309 are to be including in the analysis as specified on the JSLC input line.

The following is a portion of the output for Sample Problem 3.

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 44

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 5 INPUT LINES

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 JOINT CAN OPTION LINE (PART 1)
COLUMNS COMMENTARY __________________________ COLUMNS COMMENTARY ___________________________
(20-31) ENTER THE MINIMUM AND MAXIMUM GAP ALLOWED FOR PUNCHING SHEAR
GENERAL THIS LINE IS USED TO SPECIFY THE TYPE OF ANALYSIS, CODE ANALYSIS OF 'K' JOINTS (A NEGATIVE GAP INDICATES AN OVERLAP).
CHECK, AND REDESIGN PARAMETERS TO BE USED. ( 32 ) ENTER 'B' FOR 'BRACE-ON-BRACE' PUNCHING SHEAR ANALYSIS. THIS
OPTION IS REQUIRED IF OVERLAPPED BRACE CHECK IS DESIRED.
( 8-11) ENTER THE DESIRED CODE. OPTIONS ARE: ( 33 ) USE EFFECTIVE THICKNESS FOR GROUT. ENTER '1' FOR EFF THICK
'AP22' - WSD API-RP2A 22ND EDITION CODE. BASED ON THE COMPOSITE SECTION MOMENT OF INERTIA, '2' IF
'API ' - WSD API-RP2A 21ST ED. SUPPLEMENTS 3 (2007). BASED ON MOMENT OF INERTIAS OF THE TWO WALLS OR '3' IF BASED
'AP21' - WSD API-RP2A 21ST EDITION CODE (Dec 2000). ON THE SRSS OF THE TWO THICKNESSES.
'AP91' - WSD API-RP2A 19TH EDITION CODE.
'AP84' - WSD API-RP2A 15TH EDITION CODE. ( 34 ) ENTER 'T' IF FY OVERRIDES ARE TWO-THIRDS THE TENSILE STRENGTH
'AP83' - WSD API-RP2A 13TH EDITION SUPPLEMENT CODE. AND ALL OVERRIDES ARE APPLIED TO CHORD YIELD STRENGTH ONLY.
'AP80' - WSD API-RP2A 13TH EDITION CODE.
'LRFD' - LRFD API 1ST EDITION CODE. ( 35 ) ENTER 'M' FOR MEAN STRENGTH FACTOR QU. DEFAULT IS 'C' FOR
'LG ' - LINEAR GLOBAL ANALYSIS-API 21ST EDITION SECT. 17. CHARACTERISTIC QU FACTOR.
'NS ' - NORSOK STANDARD 2004 N-004.
'NSR3' - NORSOK STANDARD N-004 REV 3, 2013. ( 36 ) ENTER 'U' FOR QU ULTIMATE TENSION VALUES.
'IS ' - ISO 19902 (2007). ( 37 ) ENTER 'R' FOR QF REASSESSMENT VALUES.
'DOC ' - DANISH 1984 EDITION CODE. ( 38 ) ENTER 'A' IF REDESIGN IS TO INCREASE THICKNESSES ONLY.
'FTG ' - API-RP2A 21ST EDITION FATIGUE ANALYSIS. ENTER 'N' IF NO REDESIGN IS TO BE PERFORMED.
'EQK ' - ULT. EARTHQUAKE ANALYSIS API-RP2A 21ST ED. SUPP 3. (39-40) ENTER THE DIMENSION TO BE VARIED DURING REDESIGN:
'EQ21' - ULT. EARTHQUAKE ANALYSIS API-RP2A 21ST ED. 'OD' - THE OUTER DIAMETER IS VARIED.
'EQLR' - ULT. EARTHQUAKE ANALYSIS API-RP2A LRFD. 'ID' - THE INNER DIAMETER IS VARIED. THIS IS THE DEFAULT.
'EQIS' - ULT. EARTHQUAKE ANALYSIS ISO 19902 (2007). 'TC' - THE DIAMETER IS VARIED DURING REDESIGN.
'SUS ' - SIMPLIFIED ULTIMATE STRENGTH ANALYSIS.
'MSL ' - MSL ULTIMATE STRENGTH. (41-45) ENTER THICKNESS INCREMENT FOR JOINT CAN REDESIGN ANALYSIS.
'CAN ' - CANADIAN CODE. REDESIGN WILL CONTINUE UNTIL THE UNITY CHECK IS LESS THAN 1.0
'LLEW' - LOW LEVEL EARTHQUAKE USING API WS DESIGN. OR UNTIL THE THICKNESS EQUALS THE RADIUS.
'LLEL' - LOW LEVEL EARTHQUAKE USING API LRF DESIGN.
(12-13) ENTER 'EN' FOR ENGLISH UNITS, 'MN' FOR METRIC WITH KILONEWTON (46-50) ENTER THE DIAMETER INCREMENT IF THE 'TC' CHORD REDESIGN
FORCE UNITS, OR 'ME' FOR METRIC WITH KILOGRAM FORCE. OPTION IS SELECTED FOR THIS ANALYSIS.
(14-19) ENTER THE JOINT CAN YIELD STRESS IF DIFFERENT FROM THAT
SPECIFIED ON THE SACS IV 'GRUP' LINES.

ANALYSIS PARAMETERS MSL OPTIONS REDESIGN PARAMETERS

JOINT
LINE
CHECK UNITS BRACE SY SEE JCNOPT LINE PART 2
LABEL EFF. C RE-
OPTION YIELD MIN MAX ON OVER ULT REDESIGN CHORD THICK DIAM
THICK OR ASSESS
STRESS GAP GAP BRACE RIDE OPT OPTION OPTIONS INCREM INCREM
OPT M OPTION
OPT OPT

JCNOPT
1-- 6 8--11 12--13 14<--19 20<--2526<--31 32 33 34 35 36 37 38 39--40 41<--45 46<--50 51--80

DEFAULT -100 1000 C 'ID' 0.125 0.5

ENGLISH KSI IN IN IN IN

METRIC KN KN/SQCM CM CM CM CM

METRIC KG KG/SQCM CM CM CM CM
 JOINT CAN OPTION LINE (PART 2)
COLUMNS COMMENTARY __________________________ COLUMNS COMMENTARY ___________________________
(62-63) ENTER THE OUTPUT DESIRED. REPORT OPTIONS ARE:
GENERAL THIS LINE IS USED TO SPECIFY THE TYPE OF ANALYSIS, CODE 'PT' - PRINT STRENGTH ANALYSIS REPORT AND JCN SUMMARY REPORT
CHECK, AND REDESIGN PARAMETERS TO BE USED. WITH STRENGTH UC.
'SM' - ONLY PRINT JCN SUMMARY REPORT WITH STRENGTH UC.
( 51 ) FOR ORIGINAL API 21ST ED., ENTER 'N' IF THE ALLOWABLE PUNCHING ' ' - NO STRENGTH CHECK AND PRINT JCN SUMMARY REPORT W/O
STRESS IS NOT LIMITED TO THE ALLOWABLE CHORD SHEAR STRESS. FOR STRENGTH UC.
API 21ST SUP 3, NORSOK, AND ISO CODES, LEAVE BLANK TO APPLY 'PO','SO' - SAME AS 'PT', 'SM' OPTION BUT APPLY ORIGINAL API
MIN. CAN EXT. LENGTH REQUIREMENT ON EFF. TOTAL LENGTH Lc; STRENGTH CHECK WHEN USING LASTEST API CODE.
ENTER 'L' TO APPLY MIN. CAN EXT. ON Lc IF MODELED CAN LENGTH
CANNOT MEET THE REQUIREMENT; ENTER 'M' TO USE THE MODELED (64-65) ENTER 'PT' IF THE LOAD PATH REPORT IS TO BE PRINTED.
LENGTH AND IGNORE THE REQUIREMENT ON CAN EXT. (66-67) ENTER 'PT' IF THE SCF REPORT IS TO BE PRINTED.
(68-69) ENTER 'PT' TO CHECK FOR LOAD TRANSFER ACROSS CHORD.
( 52 ) ENTER 'A' TO USE INTERPOLATION OF BRACE AXIAL CAPACITIES FOR (70-70) ENTER 'S' TO SUPPRESS SKIPPED MEMBER WARNINGS, AND SKIP ALL
MIXED CLASS CONNECTIONS (DEFAULT). ENTER 'R' TO USE THE VALIDITY RANGE AND CAN EXTENSION WARNING MESSAGES FOR API 21
ALTERNATIVE RATIO OF BRACE AXIAL LOADS AND CAPACITIES. SUPPLEMENT 3, NORSOK, AND ISO 19902 CODES.
API-RP2A 21 SUPPLEMENT 2 ONLY (C4.2.4). (71-72) ENTER 'PT' TO PRINT BRACE-CHORD INTERNAL LOADS REPORT.

(54-55) ENTER ONE OF THE FOLLOWING FOR RESULTS REPORTED IN UC ORDER. (76-79) ENTER THE EFFECTIVE THICKNESS LIMIT FACTOR FOR THE CHORD FROM
'FL' - ALL JOINTS FOR ALL LOAD CASES ARE PRINTED. GROUTED PILE EFFECTS. THIS FACTOR IS USED TO INCREASE THE
'UC' - JOINTS WITH UC GREATER THAN THE UC LIMIT ENTERED. WALL THICKNESS OF THE LARGER (OUTSIDE) TUBE.
'MX' - THE MAXIMUM UC LOAD CASE ONLY FOR EACH JOINT.

(56-57) ENTER THE OUTPUT DESIRED. REPORT OPTIONS ARE:

'FL' - ALL JOINTS FOR ALL LOAD CASES ARE PRINTED.
'UC' - JOINTS WITH UC GREATER THAN THE UC LIMIT ENTERED.
'MX' - THE MAXIMUM UC LOAD CASE ONLY FOR EACH JOINT.
'RD' - 'FL' PLUS REDESIGN ITERATIONS.

(58-61) IF A VALUE IS ENTERED HERE AND 'UC' IS ENTERED IN COLUMNS

56-57 THE OUTPUT REPORT WILL INCLUDE ONLY THOSE MEMBERS WITH
UN-REDESIGNED UNITY CHECKS GREATER THAN THIS VALUE.

ALLOWABLE OUTPUT OPTIONS

EFF
LINE
SEE JCNOPT LINE PART 1 THICK
LABEL UNITY CHORD BRACE
UC JOINT STRNTH LOAD LIMIT
LIMIT OPT CHECK SCF LOAD WARN CHORD
ORDER CAN ANAL PATH
LEVEL TRANS LOADS

JCNOPT
1-- 6 8----50 51 52 54--55 56--57 58<--61 62--63 64--65 66--67 68--69 70 71--72 76<--79

DEFAULT 'FL' 1.75

ENGLISH

METRIC KN

METRIC KG
 JOINT CAN LOAD CASE SELECTION
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE IS A REPLACEMENT FOR THE 'LDCASE' LINE AND MAY BE
USED TO SPECIFY THE LOAD CASES IN THE SACS IV INPUT FILE THAT
ARE TO BE USED IN JOINT CAN. 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 IN CODE CHECK AND OUTPUT
REPORTS.
'EX' - EXCLUDE THESE LOAD CASES FROM CODE CHECK AND OUTPUT
REPORTS.

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

LOAD CASE SELECTION

LINE
FUNCTION
LABEL
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

DEFAULT 'IN'
 ALLOWABLE STRESS MODIFIER/MATERIAL FACTOR
COLUMNS COMMENTARY __________________________

GENERAL FOR AISC/API WSD CODE FORMULAS, THE 'AMOD' LINE ALLOWS THE
USER TO MODIFY THE ALLOWABLE STRESSES FOR ANY LOAD CASE OR
LOAD COMBINATION FOR CODE CHECKING.

FOR NORSOK AND NPD CODE, THIS LINE IS USED TO SPECIFY THE
MATERIAL FACTOR USED FOR EACH LOAD CASE. FOR NORSOK BOTH ULS
AND ALS LOAD CASES CAN BE ENTERED IN THE MODEL. THE DEFAULT
FACTOR IS 1.15 FOR ALL LOAD CASES.

( 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.

(18-77) 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.

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

LINE
LOAD ALLOWABLE LOAD ALLOWABLE LOAD ALLOWABLE LOAD ALLOWABLE LOAD ALLOWABLE LOAD ALLOWABLE LOAD ALLOWABLE
LABEL
CASE OR MATERIAL CASE OR MATERIAL CASE OR MATERIAL CASE OR MATERIAL CASE OR MATERIAL CASE OR MATERIAL CASE OR MATERIAL
NAME FACTOR NAME FACTOR NAME FACTOR NAME FACTOR NAME FACTOR NAME FACTOR NAME 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
 YIELD STRESS MODIFICATION LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE SET IS USED TO REPLACE THE SACS IV MODEL YIELD
STRESS WITH A NEW VALUE FOR PUNCHING SHEAR ANALYSIS. THIS
INPUT SHOULD BE EITHER A NEW YIELD STRESS OR TWO-THIRDS OF
THE TENSILE STRENGTH. THE DEFAULT VALUE WILL BE THE YIELD
STRESS FROM THE SACS IV MODEL. FIVE UMOD LINES ARE ALLOWED
PER ANALYSIS. THIS INPUT WILL BE OVERRIDDEN BY ANY INPUTS
FROM A JMOD OR GMOD LINE. A BLANK HEADER LINE IS NOT REQUIRED.

( 5-10) ENTER SACS IV YIELD STRESS VALUE.

(11-16) ENTER THE REPLACEMENT YIELD STRESS FOR PUNCHING SHEAR ANALYSIS.

(17-22) ENTER THE SECOND SACS IV YIELD STRESS.

(23-28) ENTER THE SECOND REPLACEMENT YIELD STRESS.

(29-34) ENTER THE THIRD SACS IV YIELD STRESS.

(35-40) ENTER THE THIRD REPLACEMENT YIELD STRESS.

(41-46) ENTER THE FOURTH SACS IV YIELD STRESS.

(47-52) ENTER THE FOURTH REPLACEMENT YIELD STRESS.

(53-58) ENTER THE FIFTH SACS IV YIELD STRESS.

(59-64) ENTER THE FIFTH REPLACEMENT YIELD STRESS.

YIELD STRESS MODIFICATIONS

LINE
LABEL SACS JCAN SACS JCAN SACS JCAN SACS JCAN SACS JCAN
SY SY SY SY SY SY SY SY SY SY
UMOD
1-- 4 5<--10 11<--16 17<--22 23<--28 29<--34 35<--40 41<--46 47<--52 53<--58 59<--64

DEFAULT

ENGLISH KSI KSI KSI KSI KSI KSI KSI KSI KSI KSI

METRIC(KN) KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM KN/SQ.CM

METRIC(KG) KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM KG/SQ.CM
 PUNCHING SHEAR GRUP MODIFICATION LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE SET IS USED TO MODIFY THE YIELD STRESS FOR
SPECIFIED GRUPS FOR PUNCHING SHEAR ANALYSIS. THIS INPUT
SHOULD BE EITHER A NEW YIELD STRESS OR TWO-THIRDS OF THE
TENSILE STRENGTH. THE DEFAULT VALUE WILL BE THE YIELD STRESS
FROM THE SACS IV MODEL. ONE HUNDRED GMOD LINES ARE ALLOWED
PER ANALYSIS. THIS INPUT WILL BE OVERRIDDEN BY ANY INPUTS
FROM A JMOD LINE. A BLANK HEADER LINE IS NOT REQUIRED.

( 5-10) ENTER YIELD STRESS FOR THE GRUPS.

(12-70) ENTER THE APPLICABLE GRUP LABELS FOR THE NEW YIELD STRESS. DO
NOT SKIP ANY FIELDS FOR THIS WILL TERMINATE THE INPUT FOR
THIS LINE.

APPLICABLE GRUP LABELS

GRUP
LINE
YIELD
LABEL
STRESS
GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP GRUP

GMOD
1-- 4 5<--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--70

DEFAULT

ENGLISH KSI

METRIC(KN) KN/SQ.CM

METRIC(KG) KG/SQ.CM
 PUNCHING SHEAR JOINT MODIFICATION LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE SET IS USED TO MODIFY THE YIELD STRESS FOR
SPECIFIED JOINTS FOR PUNCHING SHEAR ANALYSIS. THIS INPUT
SHOULD BE EITHER A NEW YIELD STRESS OR TWO-THIRDS OF THE
TENSILE STRENGTH. THE DEFAULT VALUE WILL BE THE YIELD STRESS
FROM THE SACS IV MODEL. UNLIMITED JMOD LINES ARE ALLOWED PER
ANALYSIS. A BLANK HEADER LINE IS NOT REQUIRED.

( 5-10) ENTER YIELD STRESS. IF LEFT BLANK OR ZERO, THE PUNCHING SHEAR
ANALYSIS WILL BE OMITTED FOR THE SPECIFIED JOINTS.

(12-80) ENTER THE APPLICABLE JOINT NAMES FOR THE NEW YIELD STRESS. DO
NOT SKIP ANY FIELDS FOR THIS WILL TERMINATE THE INPUT FOR
THIS LINE.

APPLICABLE JOINT NAMES

LINE YIELD
LABEL STRESS
1 2 3 4 5 6 7 8 9 10 11 12 13 14

JMOD
1-- 4 5<--10 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

DEFAULT

ENGLISH KSI

METRIC(KN) KN/SQ.CM

METRIC(KG) KG/SQ.CM
 PUNCHING SHEAR WELD ALLOWABLE LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE SET IS USED TO SPECIFY THE WELD ALLOWABLE STRESS
FOR OVERLAPPED BRACES. THE DEFAULT VALUE IS THE YIELD STRESS
FOR THE CONNECTION. NO HEADER LINE IS REQUIRED.

( 7-14) ENTER WELD ALLOWABLE STRESS.

(15-80) LEAVE BLANK.

WELD
LINE
ALLOWABLE LEAVE BLANK
LABEL
STRESS

WELD
1-- 4 7<--14 15--------------------80

DEFAULT

ENGLISH KSI

METRIC(KN) KN/SQ.CM

METRIC(KG) KG/SQ.CM
 STRESS RELIEF TO SURFACE LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE IS USED TO EVALUATE THE PUNCHING SHEAR STRESS AT

THE SURFACE OF THE CHORD INSTEAD OF THE MODELED END OF THE
BRACE. THE JOINT CAN PROGRAM WILL CALCULATE THE BRACE
STRESSES AT THE BRACE/CHORD INTERSECTION USING THE INTERNAL
LOADS AT THE INTERSECTION. THIS OPTIONAL CAPABILITY MAY BE
USED WHEN THE SACS IV MODEL DOES NOT CONTAIN BRACE MEMBER
OFFSETS TO THE CHORD SURFACE.

LINE
LEAVE THIS FIELD BLANK
LABEL
RELIEF

1-- 6 7------------------------80
 BRACE/CHORD OVERRIDE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE IS USED TO OVERRIDE THE JOINT CHORD EFFECTIVE

LENGTH, CHORD MEMBER THICKNESS, AND THE CAN THICKNESS
USED IN (EQ. 4.3-4) OF API 21ST SUPPLEMENT 2,3 CODE CHECK.

( 8-11) ENTER THE JOINT ID OF THE BRACE MEMBER CONNECTING TO THE

COMMON JOINT.

(13-16) ENTER THE OTHER END OF THE BRACE MEMBER.

(18-24) ENTER THE EFFECTIVE CHORD LENGTH (Lc) AS DEFINED IN

FIGURE 4.3-2 OF API 21ST SUPPLEMENT 2. LEAVE BLANK IF
THE PROGRAM IS TO CALCULATE THE LENGTH.

(25-31) ENTER THE CHORD MEMBER THICKNESS (Tn IN EQ. 4.3-4).

LEAVE BLANK IF THE THICKNESS DEFINED ON THE SECT OR GRUP
LINES IS TO BE USED.

(32-38) ENTER THE JOINT CAN THICKNESS (Tc IN EQ. 4.3-4).

LEAVE BLANK IF THE THICKNESS DEFINED ON THE SECT OR GRUP
LINES IS TO BE USED.

CHORD CHORD
LINE COMMON CONNECTING EFFECTIVE
MEMBER CAN LEAVE THIS FIELD BLANK
LABEL JOINT JOINT CHORD LENGTH
THICKNESS THICKNESS

BRCOVR
1-- 6 8-->11 13-->16 18<--24 25<--31 32<--38 39--------80

DEFAULT

ENGLISH FT IN IN

METRIC M CM CM
 SIMPLIFIED FATIGUE PARAMETERS
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE IS USED WITH THE 'PSFTG' OPTION TO GENERATE AN API
RP2A 17TH EDITION (OR LATER) SIMPLIFIED FATIGUE ANALYSIS.

( 9-16) ENTER THE WATER DEPTH FOR THE STRUCTURE.

(17-24) ENTER THE Z COORDINATE IMMEDIATELY BELOW THE FRAMING LEVEL

THAT IS BELOW THE DESIGN WAVE TROUGH. ALL MEMBERS ABOVE THIS
Z COORDINATE WILL BE CONSIDERED WATERLINE MEMBERS.

(27-30) ENTER THE DESIGN FATIGUE LIFE (SERVICE LIFE TIMES FACTOR OF
SAFETY) FOR THE STRUCTURE. THE ALLOWABLE PEAK "HOT SPOT"
STRESS CURVES ARE CALCULATED BY USING THE FOLLOWING:

SP = SP100(100/T)**(1/M)

WHERE SP100 IS THE 100 YEAR LIFE CURVE, T IS DESIGN LIFE AND
M IS 4.38 FOR SMOOTH OR 3.74 FOR ROUGH WELDS.

(33-36) ENTER 'ROUG' IF THE STRUCTURAL WELDS ARE ROUGH (NO GRINDING).
ENTER 'SMOO' IF THE STRUCTURAL WELDS ARE SMOOTH. DEFAULT IS
ROUGH.

(37-39) ENTER THE SCF OPTION FOR THE API SIMPLIFIED FATIGUE ANALYSIS:
'PSH' - PUNCHING SHEAR ANALYSIS WITH BRACE SCF = 6.0.
'PS2' - PUNCHING SHEAR ANALYSIS WITH BRACE SCF = 5.0.
'KAW' - SCF'S FROM WORDSWORTH ET AL. FOR T, Y, AND X JOINTS,
SCF'S FROM KUANG ET AL. FOR K AND KT JOINTS.
'DNV' - DET NORSKE VERITAS CRITERION WITH KUANG SCF'S AND
MODIFIED MARSHALL REDUCTION FACTORS.
'USR' - SCF'S AS INPUT BY THE USER ON LINE 'SCF'.
'MSH' - SCF'S AS SUGGESTED BY MARSHALL.
'UEG' - UEG SCF'S.
'EFT' - SCF'S BY EFTHYMIOU (MODEL C OPTIONS).
'API' - SCF'S BY API RP2A 20TH EDITION (DEFAULT).

Z COORD FOR DESIGN

LINE WATER WELD SCF
WATERLINE FATIGUE LEAVE BLANK
LABEL DEPTH CLASSIFICATION OPTION
MEMBERS LIFE

FATIGUE
1-- 7 9<--16 17<--24 27<--30 33--36 37--39 40----------80

DEFAULT 'ROUG' 'API'

ENGLISH FT FT YEARS

METRIC M M YEARS
 JOINT SELECTION LINES
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE ENABLES THE USER TO CHOOSE SPECIFIC JOINTS FOR
ANALYSIS. IF THIS LINE SET IS USED ONLY THOSE JOINTS NAMED ON
THESE LINES WILL BE ANALYZED. IF, HOWEVER, A JOINT IS
EXCLUDED FROM ANALYSIS BY INPUTTING A ZERO 'FY' ON THE 'JMOD'
LINE THEN IT WILL NOT BE ANALYZED EVEN IF IT IS INPUT ON THIS
LINE.

( 1- 4) ENTER 'JSLC'.

( 6- 6) (OPTIONAL) ENTER 'G' TO SPECIFY "FULLY GROUTED" JOINTS.

( 7-78) ENTER THE NAMES OF THE JOINTS TO BE ANALYZED. THE NAMES MAY
BE ENTERED IN ANY ORDER. THIS LINE MAY BE REPEATED AS
NECESSARY TO SELECT AS MANY JOINTS AS DESIRED FOR 'JOINT CAN'
ANALYSIS.

LINE JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT
JOINTS SELECTED FOR FATIGUE ANALYSIS
LABEL 1 2 3 4 5 6 7 8 9 10 11-18

JSLC G

1-- 4 7----------78 6 7-->1011-->1415-->1819-->2223-->2627-->3031-->3435-->3839-->4243-->46 47-->78

 SIMPLIFIED ULTIMATE STRENGTH INITIAL LOAD CASE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE REPLACES THE LCDIR LINE AND IS USED ONLY IN
CONJUNCTION WITH THE SIMPLIFIED ULTIMATE STRENGTH ANALYSIS.
IT IS USED TO SPECIFY WHICH LOAD CASES ARE INITIAL CASES OF
EACH WAVE DIRECTION. IF ONLY ONE WAVE DIRECTION IS BEING
ANALYZED, THEN THIS LINE MAY BE OMITTED.

( 1- 6) ENTER 'INITLC' ON EACH LINE OF THIS SET. NO HEADER LINE IS

REQUIRED.

( 9-77) ENTER THE NAME OF THE FIRST LOAD CASE OF EACH WAVE DIRECTION.

INITIAL LOAD CASES

LINE
LABEL FIRST SECOND THIRD FOURTH FIFTH SIXTH SEVENTH EIGTH NINTH TENTH ELEVENTH TWELVTH THIRTEENTH FOURTHTEENTH
WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE WAVE
DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION DIRECTION

INITLC

1-- 6 9--12 14--17 19--22 24--27 29--32 34--37 39--42 44--47 49--52 54--57 59--62 64--67 69--72 74--77
 SIMPLIFIED ULTIMATE STRENGTH MEMBER SELECTION
COLUMNS COMMENTARY __________________________

(THIS LINE HAS BEEN WITHDRAWN.)

GENERAL THIS IS NORMALLY USED TO SELECT CRITICAL MEMBERS FOR THE

SIMPLIFIED ULTIMATE STRENGTH ANALYSIS. IF THIS LINE IS
OMITTED, THEN ALL MEMBERS WILL BE ANALYZED.

( 1- 4) ENTER 'MSLC' ON ALL LINES IN THIS SET.

( 9-12) ENTER JOINT 1 FOR THE FIRST MEMBER.

(14-17) ENTER JOINT 2 FOR THE FIRST MEMBER.

(20-72) REPEAT FOR ADDITIONAL MEMBERS. SIX MEMBERS CAN BE INPUT PER
LINE. REPEAT AS REQUIRED FOR ADDITIONAL MEMBERS.

1ST MEMBER 2ND MEMBER 3RD MEMBER 4TH MEMBER 5TH MEMBER 6TH MEMBER
LINE
LABEL JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT JOINT
1 2 1 2 1 2 1 2 1 2 1 2
MSLC

1-- 4 9-->12 14-->17 20-->23 25-->28 31-->34 36-->39 42-->45 47-->50 53-->56 58-->61 64-->67 69-->72
 DEAD LOAD CASE LINE
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE SET IS USED TO SPECIFY THE DEAD LOAD CASE FOR USE
IN THE LOW LEVEL EARTHQUAKE ANALYSIS.

( 7-10) ENTER DEAD LOAD CASE IDENTIFIER.

(11-80) LEAVE BLANK.

DEAD
LINE
LOAD LEAVE BLANK
LABEL
CASE

DLOAD

1-- 5 7-->10 11--------------------80

 LOAD COMBINATION INPUT
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.

FIRST LOAD SECOND LOAD THIRD LOAD FOURTH LOAD FIFTH LOAD SIXTH LOAD
COMBIN- COMPONENT COMPONENT COMPONENT COMPONENT COMPONENT COMPONENT
LINE
ATION LOAD LOAD LOAD LOAD LOAD LOAD
LABEL LOAD LOAD LOAD LOAD LOAD LOAD
NAME CASE CASE CASE CASE CASE CASE
FACTOR FACTOR FACTOR FACTOR FACTOR FACTOR
NAME NAME NAME NAME NAME NAME

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

DEFAULT 1 1 1 1 1 1
 LRFD RESISTANCE FACTOR DATA
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE ENABLES THE USER TO OVERRIDE THE LRFD RESISTANCE
FACTORS AS SPECIFIED IN THE API RP 2A-LRFD.

( 6-25) ENTER THE CONNECTION RESISTANCE FACTORS FOR THE T AND Y TYPE
JOINTS. IF ANY ITEM IS ENTER A ZERO OR LEFT BLANK, THEN THE
DEFAULT VALUES WILL BE USED.

(26-45) ENTER THE CONNECTION RESISTANCE FACTORS FOR THE X TYPE JOINTS.

(46-65) ENTER THE CONNECTION RESISTANCE FACTORS FOR THE K TYPE JOINTS.

(66-70) ENTER THE YIELD STRESS RESISTANCE FACTOR

T & Y JOINTS X JOINTS K JOINTS YIELD

LINE STRESS LEAVE
LABEL AXIAL AXIAL IN-PL OUT-OF-PLANE AXIAL AXIAL IN-PL OUT-OF-PLANE AXIAL AXIAL IN-PL OUT-OF-PLANE RESISTANCE BLANK
TENS. COMP. BEND. BEND. TENS. COMP. BEND. BEND. TENS. COMP. BEND. BEND. FACTOR

RSFAC
1-- 5 6<--10 11<--15 16<--20 21<--25 26<--30 31<--35 36<--40 41<--45 46<--50 51<--55 56<--60 61<--65 66<--70 71--80

DEFAULT 0.9 0.95 0.95 0.95 0.9 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
 ISO 19902 PARTIAL RESISTANCE FACTORS (USER DEFINED)
COLUMNS COMMENTARY __________________________

GENERAL THIS INPUT LINE ENABLES THE USER TO OVERRIDE THE ISO 19902
(2007) CODE GAMMA FACTORS, AND TO CHOOSE THE OPTION FOR
JOINT'S MINIMUM STRENGTH CHECK.

( 6-10) ENTER PARTIAL RESISTANCE FACTOR GAMMA_Rj FOR JOINTS

IN EQ(14.2-1).

(11-15) ENTER RESISTANCE FACTOR GAMMA_Zj IN EQ(14.2-2)

TO ENSURE THAT MEMBERS FAIL BEFORE THE JOINT YIELDS.

(16-17) ENTER THE OPTION FOR MINIMUM JOINT STRENGTH CHECK

'IS' - DEFAULT SIMPLIFIED METHOD
'AP' - API'S 50% STRENGTH METHOD
'UB' - USE MEMBER'S CURRENT UTILIZATION, UB, AS EQ(14.3-13)
'FL' - USE MEMBER'S FULL STRENGTH (LOAD CASE INDEPENDENT)

GAMMA FACTORS
MINIMUM
LINE
STRENGTH LEAVE BLANK
LABEL
OPTION
GAMMA_rj GAMMA_zj

RFISO
1-- 5 6<--10 11<--15 16--17 18----------80

DEFAULT 1.05 1.17 'IS'

 DANISH OR NORSOK GAMMA M FACTOR & MSL ASSESSMENT FACTORS OF SAFETY
COLUMNS COMMENTARY __________________________

GENERAL THIS INPUT LINE ENABLES THE USER TO OVERRIDE THE DANISH CODE
GAMMA M FACTOR OR THE MSL ASSESSMENT FACTORS OF SAFETY.

( 6-10) ENTER THE MSL ASSESSMENT FACTOR OF SAFETY FOR THE AXIAL GAMMA
FUNCTION. FOR DANISH CODE ENTER THE GAMMA M FACTOR OVERRIDE
FOR ALL CONNECTIONS; DEFAULT IS 1.34. FOR NORSOK N-004 REV 3
2013 CODE ENTER THE GAMMA M FACTOR OVERRIDE
FOR ALL CONNECTIONS; DEFAULT IS 1.15.

(11-15) ENTER THE ASSESSMENT FACTOR OF SAFETY FOR THE IN-PLANE GAMMA
FUNCTION.

(16-20) ENTER THE ASSESSMENT FACTOR OF SAFETY FOR THE OUT-OF-PLANE

GAMMA FUNCTION.

(21-25) ENTER THE ASSESSMENT FACTOR OF SAFETY FOR THE CHORD LOAD
FACTOR GAMMA FUNCTION.

GAMMA FACTORS

LINE
MSL AXIAL IN-PLANE OUT-OF-PLANE LEAVE BLANK
LABEL CHORD FACTOR
OR DANISH BENDING BENDING
GAMMA Q
OR NORSOK GAMMA GAMMA 2 GAMMA 3

GMFAC
1-- 5 6<--10 11<--15 16<--20 21<--25 26------80

DEFAULT 1.0 OR 1.34 OR 1.15 1 1 1

 PUNCHING SHEAR CHORD THICKNESS DATA
COLUMNS COMMENTARY __________________________

GENERAL THIS INPUT LINE IS USED TO OVERRIDE THE CHORD THICKNESS FOR
SPECIFIED JOINTS FOR PUNCHING SHEAR ANALYSIS. UNLIMITED
'TCHORD' DATA SETS ARE ALLOWED PER ANALYSIS. A BLANK HEADER
LINE IS NOT REQUIRED.

(12-15) ENTER THE JOINT NAME FOR THIS CHORD THICKNESS.

(16-20) ENTER THE CHORD THICKNESS FOR THIS JOINT.

(22-80) ENTER ADDITIONAL JOINT AND THICKNESS OVERRIDES.

1ST JOINT 2ND JOINT 3RD JOINT 4TH JOINT 5TH JOINT 6TH JOINT 7TH JOINT
LINE
LABEL JOINT CHORD JOINT CHORD JOINT CHORD JOINT CHORD JOINT CHORD JOINT CHORD JOINT CHORD
NAME THICKNESS NAME THICKNESS NAME THICKNESS NAME THICKNESS NAME THICKNESS NAME THICKNESS NAME THICKNESS
TCHORD
1-- 6 12-->15 16<--20 22-->25 26<--30 32-->35 36<--40 42-->45 46<--50 52-->55 56<--60 62-->65 66<--70 72-->75 76<--80

DEFAULT

ENGLISH IN IN IN IN IN IN IN

METRIC CM CM CM CM CM CM CM
 BRACE/CHORD ANGLE LIMIT
COLUMNS COMMENTARY __________________________

GENERAL THIS LINE IS USED TO SET THE BRACE TO CHORD ANGLE LIMIT THAT
IS USED TO SELECT THE CHORD STRESS TO BE USED IN THE PUNCHING
SHEAR CALCULATION. BY DEFAULT IF THE BRACE TO CHORD ANGLE IS
LESS THAN 85 DEGREES THEN THE CHORD MEMBER ADJACENT TO THE
BRACE IS SELECTED. IF NOT THEN BOTH CHORD MEMBERS ARE USED IN
THE PUNCHING SHEAR CALCULATION AND THE HIGHEST UNITY CHECK IS
REPORTED.

(11-20) ENTER THE BRACE ANGLE LIMIT THAT ALLOWS THE USE OF BOTH CHORD
MEMBERS IN CALCULATING THE UNITY CHECKS. AN ANGLE BETWEEN 95
AND 180 DEGREES CAN BE ENTERED WHICH LIMITS THE SECOND CHORD
MEMBER SELECTION.

BRACE
LINE CHORD
LEAVE THIS FIELD BLANK
LABEL ANGLE
LIMIT

MAXANG
1-- 6 11<--20 21--------------------80

DEFAULT

ENGLISH DEG

METRIC DEG
 END LINE
COLUMNS COMMENTARY __________________________

LOCATION THIS LINE IS THE LAST LINE FOR ANY JOINT CAN DATA SET.

GENERAL THE 'END' LINE TERMINATES THE DATA READ BY THE JOINT CAN
PROGRAM.

LINE
REMAINDER OF THIS LINE LEFT BLANK
LABEL
END

1-- 3 4--------------------------80