V.AISC 360-16 Pipe F.9
Verify the available flexural strength of a compact pipe member per the AISC 360-16 code.
Details
Verify the bending capacity of an 8" x-strong pipe. The member is used as a 16 ft simple span. The member is braced only at end points. The material is ASTM A53 Grade B (Fy = 35 ksi).
Validation
Slenderness ratio
λ = D/t = 18.5 (From Reference 1, Table 1-14)
λp = 0.07E/Fy = 0.07×(29,000 / 35) = 58
λ < λp, therefore, the section is compact (limit state of flange local buckling need not be checked).
Therefore, section F8.1 (Round HSS) of Reference 1 applies:
Mn = Mp = FyZ = 35×31.0 = 1,085 in·k = 90.4 ft·k
LRFD
ϕbMn = 81.38 ft·k
ASD
Mn/Ωb = 54.14 ft·k
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\09 Steel Design\US\AISC\AISC 360-16 Pipe F.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 16 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST PIPX80
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED BUT MZ
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -0.32
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
MEMBER LOAD
1 UNI GY -0.96
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.2 2 1.6
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.0 2 1.0
PERFORM ANALYSIS
LOAD LIST 3
PARAMETER 1
CODE AISC UNIFIED 2016
METHOD LRFD
SGR 2 ALL
TRACK 2 ALL
CHECK CODE ALL
LOAD LIST 4
PARAMETER 2
CODE AISC UNIFIED 2016
METHOD ASD
SGR 2 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). ***NOTE : AISC 360-16 Design Statement for STAAD.Pro. *** AXIS CONVENTION ***: ======================== The capacity results and intermediate results in the report follow the notations and axes labels as defined in the AISC 360-16 code. The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16 design results are reported in AISC 360-16 code axis convention. AISC Spec. STAAD.Pro Description ------------ ----------- ------------- X Z Axis typically parallel to the sections principal major axis. Y Y Axis typically parallel to the sections principal minor axis. Z X Longitudinal axis perpendicular to the cross section. SECTION FORCES AXIS MAPPING: - AISC Spec. STAAD.Pro Description ------------ ----------- ------------- Pz FX Axial force. Vy FY Shear force along minor axis. Vx FZ Shear force along major axis. Tz MX Torsional moment. My MY Bending moment about minor axis. Mx MZ Bending moment about major axis. *** DESIGN MESSAGES ***: ======================= 1. Section classification reported is for the cross section and loadcase that produced the worst case design ratio for flexure/compression Capacity results. 2. Results for any Capacity/Check that is not relevant for a section/loadcase based on the code clause in AISC 360-16 will not be shown in the report. 3. Bending results are reported as being �about� the relevant axis (X/Y), while the results for shear are reported as being for shear forces �along� the axis. E.g : Mx indicates bending about the X axis, while Vx indicates shear along the X axis. *** ABBREVIATIONS ***: ====================== F-T-B = Flexural-Torsional Buckling L-T-B = Lateral-Torsional Buckling F-L-B = Flange Local Buckling W-L-B = Web Local Buckling L-L-B = Leg Local Buckling C-F-Y = Compression Flange Yielding T-F-Y = Tension Flange Yielding STAAD SPACE -- PAGE NO. 4 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST PIPX80 (AISC SECTIONS)| | Status: PASS Ratio: 0.755 Loadcase: 3 | | Location: 8.00 Ref: Cl.F8.1 | | Pz: 0.000 T Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -61.44 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 66.233 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 3 Ratio : 0.755(PASS) | | Loc : 8.00 Condition : Cl.F8.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 8.00, PROPERTIES UNIT: IN ) | | Ag : 1.190E+01 Axx : 0.000E+00 Ayy : 0.000E+00 | | Ixx : 1.000E+02 Iyy : 1.000E+02 J : 2.000E+02 | | Sxx+: 2.319E+01 Sxx-: 2.319E+01 Zxx : 3.100E+01 | | Syy+: 2.319E+01 Syy-: 2.319E+01 Zyy : 3.100E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5040.000 Fu: 8639.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 16.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 3 LOC: 192.00) | | λ λp λr CASE | | Flange: NonSlender 18.55 N/A 91.14 Table.B4.1a.Case9 | | Web : NonSlender 18.55 N/A 91.14 Table.B4.1a.Case9 | | | | FLEXURE CLASSIFICATION (L/C: 3 LOC: 192.00) | | λ λp λr CASE | | Flange: Compact 18.55 58.00 256.86 Table.B4.1b.Case20 | | Web : Compact 18.55 58.00 256.86 Table.B4.1b.Case20 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 5 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 374.8 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 416.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 535.5 0.000 Cl.D2 3 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.82639E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 714.00 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 299.5 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 66.233 Cl.E2 | | Elastic Buckling Stress : Fex = 9395.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4026.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 332.74 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 299.5 0.000 Cl.E3 3 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 66.233 Cl.E2 | | Elastic Buckling Stress : Fey = 9395.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4026.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 332.74 kip Eq.E3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 6 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 112.5 0.000 Cl.G1 3 0.00 | | | | Intermediate Results : | | Nom. Shear Along X : Vnx = 124.95 kip Eq.G5-1 | | Crit. Stress Fcr Along X : Fcrx = 3024.0 kip/ft2 Eq.G5-2 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 15.36 112.5 0.137 Cl.G1 3 0.00 | | | | Intermediate Results : | | Nom. Shear Along Y : Vny = 124.95 kip Eq.G5-1 | | Crit. Stress Fcr Along Y : Fcrx = 3024.0 kip/ft2 Eq.G5-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -61.44 81.38 0.755 Cl.F8.1 3 8.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 90.417 kip-ft Eq.F8-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 81.38 0.000 Cl.F8.1 3 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 90.417 kip-ft Eq.F8-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 8 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.755 Eq.H1-1b 3 8.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 374.85 kip Cl.H1.1 | | Moment Capacity : Mcx = 81.375 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 81.375 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 9 STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.2) ***************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 76.60 0.000 Cl.H3.1 3 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 3024.0 kip/ft2 Cl.H3.1(a) | | Nom. Strength : Tn = 85.112 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------| 45. LOAD LIST 4 46. PARAMETER 2 47. CODE AISC UNIFIED 2016 48. METHOD ASD 49. SGR 2 ALL 50. TRACK 2 ALL 51. CHECK CODE ALL PARAMETER 2 STAAD SPACE -- PAGE NO. 10 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). ***NOTE : AISC 360-16 Design Statement for STAAD.Pro. *** AXIS CONVENTION ***: ======================== The capacity results and intermediate results in the report follow the notations and axes labels as defined in the AISC 360-16 code. The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16 design results are reported in AISC 360-16 code axis convention. AISC Spec. STAAD.Pro Description ------------ ----------- ------------- X Z Axis typically parallel to the sections principal major axis. Y Y Axis typically parallel to the sections principal minor axis. Z X Longitudinal axis perpendicular to the cross section. SECTION FORCES AXIS MAPPING: - AISC Spec. STAAD.Pro Description ------------ ----------- ------------- Pz FX Axial force. Vy FY Shear force along minor axis. Vx FZ Shear force along major axis. Tz MX Torsional moment. My MY Bending moment about minor axis. Mx MZ Bending moment about major axis. *** DESIGN MESSAGES ***: ======================= 1. Section classification reported is for the cross section and loadcase that produced the worst case design ratio for flexure/compression Capacity results. 2. Results for any Capacity/Check that is not relevant for a section/loadcase based on the code clause in AISC 360-16 will not be shown in the report. 3. Bending results are reported as being �about� the relevant axis (X/Y), while the results for shear are reported as being for shear forces �along� the axis. E.g : Mx indicates bending about the X axis, while Vx indicates shear along the X axis. *** ABBREVIATIONS ***: ====================== F-T-B = Flexural-Torsional Buckling L-T-B = Lateral-Torsional Buckling F-L-B = Flange Local Buckling W-L-B = Web Local Buckling L-L-B = Leg Local Buckling C-F-Y = Compression Flange Yielding T-F-Y = Tension Flange Yielding STAAD SPACE -- PAGE NO. 11 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST PIPX80 (AISC SECTIONS)| | Status: PASS Ratio: 0.757 Loadcase: 4 | | Location: 8.00 Ref: Cl.F8.1 | | Pz: 0.000 T Vy: 0.000 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -40.96 | |-----------------------------------------------------------------------------| | TENSION SLENDERNESS | | Actual Slenderness Ratio : 66.233 | | Allowable Slenderness Ratio : 300.000 LOC : 0.00 | |-----------------------------------------------------------------------------| | STRENGTH CHECKS | | Critical L/C : 4 Ratio : 0.757(PASS) | | Loc : 8.00 Condition : Cl.F8.1 | |-----------------------------------------------------------------------------| | SECTION PROPERTIES (LOC: 8.00, PROPERTIES UNIT: IN ) | | Ag : 1.190E+01 Axx : 0.000E+00 Ayy : 0.000E+00 | | Ixx : 1.000E+02 Iyy : 1.000E+02 J : 2.000E+02 | | Sxx+: 2.319E+01 Sxx-: 2.319E+01 Zxx : 3.100E+01 | | Syy+: 2.319E+01 Syy-: 2.319E+01 Zyy : 3.100E+01 | | Cw : 0.000E+00 x0 : 0.000E+00 y0 : 0.000E+00 | |-----------------------------------------------------------------------------| | MATERIAL PROPERTIES | | Fyld: 5040.000 Fu: 8639.999 | |-----------------------------------------------------------------------------| | Actual Member Length: 16.000 | | Design Parameters (Rolled) | | Kx: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 1.00 | |-----------------------------------------------------------------------------| | COMPRESSION CLASSIFICATION (L/C: 4 LOC: 192.00) | | λ λp λr CASE | | Flange: NonSlender 18.55 N/A 91.14 Table.B4.1a.Case9 | | Web : NonSlender 18.55 N/A 91.14 Table.B4.1a.Case9 | | | | FLEXURE CLASSIFICATION (L/C: 4 LOC: 192.00) | | λ λp λr CASE | | Flange: Compact 18.55 58.00 256.86 Table.B4.1b.Case20 | | Web : Compact 18.55 58.00 256.86 Table.B4.1b.Case20 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 12 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL TENSION | |-----------------------------------------------------------------------------| | TENSILE YIELDING | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 249.4 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Nom. Ten. Yld Cap : Pn = 416.50 kip Eq.D2-1 | |-----------------------------------------------------------------------------| | TENSILE RUPTURE | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 357.0 0.000 Cl.D2 4 0.00 | | | | Intermediate Results : | | Effective area : Ae = 0.82639E-01 ft2 Eq.D3-1 | | Nom. Ten. Rpt Cap : Pn = 714.00 kip Eq.D2-2 | |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL COMPRESSION | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 199.2 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcx/rx = 66.233 Cl.E2 | | Elastic Buckling Stress : Fex = 9395.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcrx = 4026.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pnx = 332.74 kip Eq.E3-1 | |-----------------------------------------------------------------------------| | FLEXURAL BUCKLING Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 199.2 0.000 Cl.E3 4 0.00 | | | | Intermediate Results : | | Effective Slenderness : Lcy/ry = 66.233 Cl.E2 | | Elastic Buckling Stress : Fey = 9395.3 kip/ft2 Eq.E3-4 | | Crit. Buckling Stress : Fcry = 4026.4 kip/ft2 Eq.E3-2 | | Nom. Flexural Buckling : Pny = 332.74 kip Eq.E3-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 13 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR SHEAR | |-----------------------------------------------------------------------------| | SHEAR ALONG X | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 74.82 0.000 Cl.G1 4 0.00 | | | | Intermediate Results : | | Nom. Shear Along X : Vnx = 124.95 kip Eq.G5-1 | | Crit. Stress Fcr Along X : Fcrx = 3024.0 kip/ft2 Eq.G5-2 | |-----------------------------------------------------------------------------| | SHEAR ALONG Y | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 10.24 74.82 0.137 Cl.G1 4 0.00 | | | | Intermediate Results : | | Nom. Shear Along Y : Vny = 124.95 kip Eq.G5-1 | | Crit. Stress Fcr Along Y : Fcrx = 3024.0 kip/ft2 Eq.G5-2 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 14 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR BENDING | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (X) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | -40.96 54.14 0.757 Cl.F8.1 4 8.00 | | | | Intermediate Results : | | Nom Flex Yielding Along X : Mnx = 90.417 kip-ft Eq.F8-1 | |-----------------------------------------------------------------------------| | FLEXURAL YIELDING (Y) | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 54.14 0.000 Cl.F8.1 4 0.00 | | | | Intermediate Results : | | Nom Flex Yielding Along Y : Mny = 90.417 kip-ft Eq.F8-1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 15 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR AXIAL BEND INTERACTION | |-----------------------------------------------------------------------------| | COMBINED FORCES CLAUSE H1 | | RATIO CRITERIA L/C LOC | | 0.757 Eq.H1-1b 4 8.00 | | | | Intermediate Results : | | Modification Fact. for Cb : Cbf = 1.0000 Eq.H1-2 | | Axial Capacity : Pc = 249.40 kip Cl.H1.1 | | Moment Capacity : Mcx = 54.142 kip-ft Cl.H1.1 | | Moment Capacity : Mcy = 54.142 kip-ft Cl.H1.1 | |-----------------------------------------------------------------------------| STAAD SPACE -- PAGE NO. 16 STAAD.PRO CODE CHECKING - AISC 360-16 ASD (V1.2) **************************************************** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted). - Member : 1 Contd. |-----------------------------------------------------------------------------| | CHECKS FOR TORSION | |-----------------------------------------------------------------------------| | TORSION CAPACITY | | DEMAND CAPACITY RATIO REFERENCE L/C LOC | | 0.000 50.97 0.000 Cl.H3.1 4 0.00 | | | | Intermediate Results : | | Crit. Stress. Fcr : Fcr = 3024.0 kip/ft2 Cl.H3.1(a) | | Nom. Strength : Tn = 85.112 kip-ft Eq.H3-1 | |-----------------------------------------------------------------------------|