D12.B.9 Examples
The following examples of using the NORSOK N-004
Norsok Joint 1
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 27-Sep-10
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 10 0; 3 10 10 0; 4 10 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 2 4; 5 1 3;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
2 TABLE ST PIPD60
1 3 TO 5 TABLE ST PIPS50
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
SELFWEIGHT Y -1 LIST ALL
MEMBER LOAD
2 UNI GY -4
1 UNI PX 4
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PARAMETER 1
CODE NORSOK
HYD 2 ALL
SGR 1 ALL
TRACK 3 MEMB 1
CHECK CODE MEMB 1
PRINT MEMBER FORCES LIST 1 2 4
PRINT MEMBER PROPERTIES LIST 1 2 4
FINISHWhen the preceding input file is run, the following external geometry file (*_Jnt.TXT file) is created.
*MEMBER NODE K X Y CHORD CLEN D T BRACE BLEN D T GAP
1 2 0.000 0.000 1.000 1 393.701 5.563 0.241 4 556.777 5.563 0.241 0.00
And the output file section for design results produced are:
STAAD.PRO CODE CHECKING - NORSOK-N004:Re-2 (V1.0)
*****************************************************
ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 1 ST PIPS50 (AISC SECTIONS)
FAIL Eq. 6.43 1.434 1
11.00 C 0.00 37.69 10.00
=======================================================================
MATERIAL DATA
Grade of steel = S 275
Modulus of elasticity = 204999.98 N/mm2
Design Strength (py) =275.00 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 1000.00
Gross Area of cross section = 25.87
z-axis y-axis
Moment of inertia : 595.211 595.211
Plastic modulus : 111.935 111.935
Elastic modulus : 84.248 84.248
Radius of gyration : 4.797 4.797
Effective Length : 1000.000 1000.000
DESIGN PARAMETER (units - m) N004/2004
Height of water lavel : 2.000
CMZ : 0.85 CMY : 0.85
KZ : 1.00 KY : 1.00
SECTION CLASSIFICATION : Class 1
CAPACITIES (units - kN,m)
Slenderness ratio (kzlz/rz) : 208.5
Slenderness ratio (kyly/ry) : 208.5
Tension Capacity : 618.7
Compression Capacity : 94.2
Bending Capacity : 26.8
Shear Capacity : 178.6
Torsion Capacity : 23.3
HYDROSTATIC PRESSURE CALCULATION (units - N,mm) - Cl.6.3.6
Max design hydrostatic pressure, (psd) : 0.000
Max design hoop stress, (sigma_psd)) : 0.000
STAAD SPACE -- PAGE NO. 5
CRITICAL LOAD FOR EACH CLAUSE CHECK (units - kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY MX
Cl:6.3.2 0.000 0 0.000 - - - - -
Cl:6.3.3 0.138 1 12.990 - - - - -
Cl:6.3.4 1.408 1 - - - 37.691 0.000 -
Cl:6.3.5 0.116 1 - 20.651 0.000 - - 0.000
Cl:6.3.8.1 0.000 0 0.000 - - 0.000 0.000 -
Cl:6.3.8.3 1.408 1 - 20.651 0.000 37.691 0.000 0.000
Cl:6.3.9.2 1.434 1 11.002 - - 37.691 0.000 -
=====================================================================================
** PUNCHING ** No Check for Joint 1 on Member 1
NODE NO: 2 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 1-PIPS50
BRACE MEMBER: 4-PIPS50
Angle Theta :45.00 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 11.00 MZ= 37.69 MY= 0.00
Design Loads for Brace Memb: FX= 22.28 MZ= 0.76 MY= 0.00
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.796 Gap Factor (Qg) = 2.119
Strength factor(Qu) for Axial : 28.01
Strength factor(Qu) for in-plane bending : 15.29
Strength factor(Qu) for out-of-plane bending : 10.87
Chord Action Factor(Qf) for axial force : 0.46
Chord Action Factor(Qf) for in-plane bending : 0.19
Chord Action Factor(Qf) for out-of-plane bending: 0.62
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 163.41(Eq: 6.52)
Moment Capacity: Mz,Rd = 5.21 ; My,Rd = 12.11(Eq: 6.53)
Critical Ratio = 0.158(Eq: 6.57) PASS
========================================================================
Norsok Joint 2
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 27-Sep-10
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 10 0; 3 10 10 0; 4 10 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 2 4; 5 1 3;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
*STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY BRITISH
1 4 5 TABLE ST PIP886.3
MEMBER PROPERTY INDIAN
2 3 TABLE ST PIP1143H
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
SELFWEIGHT Y -1 LIST 1 TO 5
MEMBER LOAD
2 UNI GY -4
1 UNI PX 4
1 UMOM Y 5 0 10
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PARAMETER 1
CODE NORSOK
HYD 2 ALL
SGR 1 ALL
TRACK 3 MEMB 1
CHECK CODE MEMB 1
PRINT MEMBER FORCES LIST 1 2 4
PRINT MEMBER PROPERTIES LIST 1 2 4
FINISHWhen the preceding input file is run, the following external geometry file (*_Jnt.TXT file) is created.
*MEMBER NODE K X Y CHORD CLEN D T BRACE BLEN D T GAP
1 2 0.000 0.000 1.000 2 393.701 4.500 0.213 1 393.701 3.500 0.248 0.00
And the output file section for design results produced are:
STAAD.PRO CODE CHECKING - NORSOK-N004:Re-2 (V1.0)
*****************************************************
ALL UNITS ARE - KN METE (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 1 ST PIP886.3 (BRITISH SECTIONS)
FAIL Eq. 6.43 5.386 1
9.41 C -24.30 31.86 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 275
Modulus of elasticity = 204999.98 N/mm2
Design Strength (py) =275.00 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 1000.00
Gross Area of cross section = 16.30
z-axis y-axis
Moment of inertia : 140.000 140.000
Plastic modulus : 43.067 43.067
Elastic modulus : 31.496 31.496
Radius of gyration : 2.931 2.931
Effective Length : 1000.000 1000.000
DESIGN PARAMETER (units - m) N004/2004
Height of water lavel : 2.000
CMZ : 0.85 CMY : 0.85
KZ : 1.00 KY : 1.00
SECTION CLASSIFICATION : Class 1
CAPACITIES (units - kN,m)
Slenderness ratio (kzlz/rz) : 341.2
Slenderness ratio (kyly/ry) : 341.2
Tension Capacity : 389.8
Compression Capacity : 22.2
Bending Capacity : 10.3
Shear Capacity : 112.5
Torsion Capacity : 8.7
HYDROSTATIC PRESSURE CALCULATION (units - N,mm) - Cl.6.3.6
Max design hydrostatic pressure, (psd) : 0.020
Max design hoop stress, (sigma_psd)) : 0.138
STAAD SPACE -- PAGE NO. 5
CRITICAL LOAD FOR EACH CLAUSE CHECK (units - kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY MX
Cl:6.3.2 0.000 0 0.000 - - - - -
Cl:6.3.3 0.424 1 9.409 - - - - -
Cl:6.3.4 3.530 1 - - - 36.295 8.543 -
Cl:6.3.5 0.357 1 - 19.557 1.715 - - 3.104
Cl:6.3.8.1 0.000 0 0.000 - - 0.000 0.000 -
Cl:6.3.8.4 3.686 1 - 20.443 1.715 36.295 8.543 3.104
Cl:6.3.9.2 5.386 1 9.409 - - 31.861 24.304 -
=====================================================================================
** PUNCHING ** No Check for Joint 1 on Member 1
NODE NO: 2 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 2-PIP1143H
BRACE MEMBER: 1-PIP886.3
Angle Theta :90.00 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 5.72 MZ= 36.92 MY= 4.74
Design Loads for Brace Memb: FX= 8.16 MZ= 36.30 MY= 8.54
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.095 Gap Factor (Qg) = 2.249
Strength factor(Qu) for Axial : 17.46
Strength factor(Qu) for in-plane bending : 11.39
Strength factor(Qu) for out-of-plane bending : 6.53
Chord Action Factor(Qf) for axial force : 0.00
Chord Action Factor(Qf) for in-plane bending : 0.00
Chord Action Factor(Qf) for out-of-plane bending: 0.00
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 0.00(Eq: 6.52)
Moment Capacity: Mz,Rd = 0.00 ; My,Rd = 0.00(Eq: 6.53)
Critical Ratio = ********(Eq: 6.57) FAIL
========================================================================
Norsok Joint 3
STAAD SPACE NORSOK_JOINT3
START JOB INFORMATION
ENGINEER DATE 01-Oct-10
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 240 0; 3 240 240 0; 4 240 0 0; 5 240 96 0; 6 120 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 4 5; 4 5 3; 5 2 5; 6 2 6; 7 2 4;
DEFINE MATERIAL START
ISOTROPIC BS_STEEL
E 29732.7
POISSON 0.3
DENSITY 0.000283599
ALPHA 2.16e-005
DAMP 0.03
G 11435.7
ISOTROPIC STEEL
E 29732.7
POISSON 0.3
DENSITY 0.000283
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 36.7236 FU 59.1464 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY BRITISH
1 TO 4 TABLE ST PIP35510.0
5 TO 7 TABLE ST PIP27310.0
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 4 6 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
SELFWEIGHT Y -1 LIST 1 TO 4 6 7
JOINT LOAD
2 FX 5 FY -5 MX 1 MY 1 MZ 1
MEMBER LOAD
2 UNI GY -2
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PRINT MEMBER FORCES LIST 1 2 4
PARAMETER 1
CODE NORSOK
SGR 1 ALL
HYD 39.37 ALL
STIFF 39.37 ALL
TRACK 3 ALL
CHECK CODE MEMB 1 4
PERFORM ANALYSIS
FINISHWhen the preceding input file is run, the following external geometry file (*_Jnt.TXT file) is created.
*MEMBER NODE K X Y CHORD CLEN D T BRACE BLEN D T GAP
1 2 0.000 0.000 1.000 1 240.000 14.000 0.394 2 240.000 14.000 0.394 0.00
1 2 0.000 0.000 1.000 1 240.000 14.000 0.394 5 279.886 10.748 0.394 0.00
1 2 0.000 0.000 1.000 1 240.000 14.000 0.394 7 339.411 10.748 0.394 0.00
4 5 0.000 0.000 1.000 4 144.000 14.000 0.394 5 279.886 10.748 0.394 0.00
And the output file section for design results produced are:
STAAD.PRO CODE CHECKING - NORSOK-N004:Re-2 (V1.0)
*****************************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 1 ST PIP35510.0 (BRITISH SECTIONS)
FAIL Eq. 6.44 1.842 1
188.44 C 0.14 3844.85 240.00
=======================================================================
MATERIAL DATA
Grade of steel = S 275
Modulus of elasticity = 204999.75 N/mm2
Design Strength (py) =275.00 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 609.60
Gross Area of cross section = 109.00
z-axis y-axis
Moment of inertia : 16220.002 16220.002
Plastic modulus : 1194.726 1194.726
Elastic modulus : 912.261 912.261
Radius of gyration : 12.199 12.199
Effective Length : 609.600 609.600
DESIGN PARAMETER (units - m) N004/2004
Height of water lavel : 1.000
CMZ : 0.85 CMY : 0.85
KZ : 1.00 KY : 1.00
SECTION CLASSIFICATION : Class 1
CAPACITIES (units - kN,m)
Slenderness ratio (kzlz/rz) : 50.0
Slenderness ratio (kyly/ry) : 50.0
Tension Capacity : 2606.5
Compression Capacity : 2358.8
Bending Capacity : 285.6
Shear Capacity : 752.4
Torsion Capacity : 251.9
HYDROSTATIC PRESSURE CALCULATION (units - N,mm) - Cl.6.3.6
Max design hydrostatic pressure, (psd) : 0.000
Max design hoop stress, (sigma_psd)) : 0.000
NORSOK_JOINT3 -- PAGE NO. 6
CRITICAL LOAD FOR EACH CLAUSE CHECK (units - kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY MX
Cl:6.3.2 0.000 0 0.000 - - - - -
Cl:6.3.3 0.358 1 843.312 - - - - -
Cl:6.3.4 1.521 1 - - - 434.409 0.016 -
Cl:6.3.5 0.142 1 - 106.846 0.011 - - 0.026
Cl:6.3.8.1 0.000 0 0.000 - - 0.000 0.000 -
Cl:6.3.8.4 1.521 1 - 106.846 0.011 434.409 0.016 0.026
Cl:6.3.9.2 1.842 1 838.208 - - 434.409 0.016 -
=====================================================================================
** PUNCHING ** No Check for Joint 1 on Member 1
NODE NO: 2 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 1-PIP35510.0
BRACE MEMBER: 2-PIP35510.0
Angle Theta :90.00 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 838.21 MZ= 434.41 MY= 0.02
Design Loads for Brace Memb: FX= 274.77 MZ= 924.49 MY= 0.03
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.796 Gap Factor (Qg) = 2.385
Strength factor(Qu) for Axial : 28.01
Strength factor(Qu) for in-plane bending : 18.97
Strength factor(Qu) for out-of-plane bending : 13.49
Chord Action Factor(Qf) for axial force : 0.33
Chord Action Factor(Qf) for in-plane bending : 0.00
Chord Action Factor(Qf) for out-of-plane bending: 0.53
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 221.30(Eq: 6.52)
Moment Capacity: Mz,Rd = 0.00 ; My,Rd = 60.96(Eq: 6.53)
Critical Ratio = ********(Eq: 6.57) FAIL
========================================================================
NORSOK_JOINT3 -- PAGE NO. 7
NODE NO: 2 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 1-PIP35510.0
BRACE MEMBER: 5-PIP27310.0
Angle Theta :59.04 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 838.21 MZ= 434.41 MY= 0.02
Design Loads for Brace Memb: FX= -376.52 MZ= 181.45 MY= 0.03
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.084 Gap Factor (Qg) = 2.385
Strength factor(Qu) for Axial : 23.03
Strength factor(Qu) for in-plane bending : 14.57
Strength factor(Qu) for out-of-plane bending : 7.47
Chord Action Factor(Qf) for axial force : 0.33
Chord Action Factor(Qf) for in-plane bending : 0.00
Chord Action Factor(Qf) for out-of-plane bending: 0.53
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 212.19(Eq: 6.52)
Moment Capacity: Mz,Rd = 0.00 ; My,Rd = 30.23(Eq: 6.53)
Critical Ratio = ********(Eq: 6.57) FAIL
========================================================================
NORSOK_JOINT3 -- PAGE NO. 8
NODE NO: 2 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 1-PIP35510.0
BRACE MEMBER: 7-PIP27310.0
Angle Theta :45.00 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 838.21 MZ= 434.41 MY= 0.02
Design Loads for Brace Memb: FX= 125.90 MZ= 135.22 MY= 0.03
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.084 Gap Factor (Qg) = 2.385
Strength factor(Qu) for Axial : 17.16
Strength factor(Qu) for in-plane bending : 14.57
Strength factor(Qu) for out-of-plane bending : 7.47
Chord Action Factor(Qf) for axial force : 0.33
Chord Action Factor(Qf) for in-plane bending : 0.00
Chord Action Factor(Qf) for out-of-plane bending: 0.53
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 191.77(Eq: 6.52)
Moment Capacity: Mz,Rd = 0.00 ; My,Rd = 36.65(Eq: 6.53)
Critical Ratio = ********(Eq: 6.57) FAIL
========================================================================
NORSOK_JOINT3 -- PAGE NO. 9
STAAD.PRO CODE CHECKING - (NORSOK-N004:Re-2) v1.0
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 4 ST PIP35510.0 (BRITISH SECTIONS)
FAIL Eq. 6.44 3.062 1
234.52 C 0.22 -6729.95 144.00
=======================================================================
MATERIAL DATA
Grade of steel = S 275
Modulus of elasticity = 204999.75 N/mm2
Design Strength (py) =275.00 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 365.76
Gross Area of cross section = 109.00
z-axis y-axis
Moment of inertia : 16220.002 16220.002
Plastic modulus : 1194.726 1194.726
Elastic modulus : 912.261 912.261
Radius of gyration : 12.199 12.199
Effective Length : 365.760 365.760
DESIGN PARAMETER (units - m) N004/2004
Height of water lavel : 1.000
CMZ : 0.85 CMY : 0.85
KZ : 1.00 KY : 1.00
SECTION CLASSIFICATION : Class 1
CAPACITIES (units - kN,m)
Slenderness ratio (kzlz/rz) : 30.0
Slenderness ratio (kyly/ry) : 30.0
Tension Capacity : 2606.5
Compression Capacity : 2517.3
Bending Capacity : 285.6
Shear Capacity : 752.4
Torsion Capacity : 251.9
HYDROSTATIC PRESSURE CALCULATION (units - N,mm) - Cl.6.3.6
Max design hydrostatic pressure, (psd) : 0.000
Max design hoop stress, (sigma_psd)) : 0.000
NORSOK_JOINT3 -- PAGE NO. 10
CRITICAL LOAD FOR EACH CLAUSE CHECK (units - kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY MX
Cl:6.3.2 0.000 0 0.000 - - - - -
Cl:6.3.3 0.416 1 ******* - - - - -
Cl:6.3.4 2.662 1 - - - 760.382 0.025 -
Cl:6.3.5 0.365 1 - 274.768 0.003 - - 0.011
Cl:6.3.8.1 0.000 0 0.000 - - 0.000 0.000 -
Cl:6.3.8.4 2.662 1 - 274.768 0.003 760.382 0.025 0.011
Cl:6.3.9.2 3.062 1 ******* - - 760.382 0.025 -
=====================================================================================
NODE NO: 5 (All units are in KN-M)
----------------------------------------
CHORD MEMBER: 4-PIP35510.0
BRACE MEMBER: 5-PIP27310.0
Angle Theta :59.04 deg.
Critical Loadcase : 1
Design Loads for Chord Memb: FX= 1046.27 MZ= 244.61 MY= 0.02
Design Loads for Brace Memb: FX= -376.52 MZ= 113.31 MY= 0.00
Joint Class: 0.000k + 1.000y + 0.000x
Geometry Factor (Qb) = 1.084 Gap Factor (Qg) = 2.385
Strength factor(Qu) for Axial : 23.03
Strength factor(Qu) for in-plane bending : 14.57
Strength factor(Qu) for out-of-plane bending : 7.47
Chord Action Factor(Qf) for axial force : 0.71
Chord Action Factor(Qf) for in-plane bending : 0.57
Chord Action Factor(Qf) for out-of-plane bending: 0.80
C1 = 25.00 C2 = 11.00
Axial Capacity: N,Rd = 458.80(Eq: 6.52)
Moment Capacity: Mz,Rd = 63.38 ; My,Rd = 45.52(Eq: 6.53)
Critical Ratio = 4.017(Eq: 6.57) FAIL
========================================================================
** PUNCHING ** No Check for Joint 3 on Member 5