V. AISC 360-05 UPT Square Hollow Section
Verify the axial compression capacity, shear capacity, flexure capacity, torsional capacity, and interaction ratio of a user-provided hollow square section member per both the LRFD and ASD methods of the AISC 360-05 code.
Details
A 5' × 5' portal frame consists of W12x72 columns and a UPT SHS member for the beam. The section outer depth, D, is 8" and the thickness, t, is 0.30".
- A uniformly distributed load of -2.25 k/in along the beam in the global Y direction.
- Lateral loads at the top of the left column of 50 kips in the global X direction and 25 kips in the global Z direction (out of plane).
- A concentrated torque of 0.75 in·kips at mid-span of the beam.
- E = 29,000 ksi
- Fy = 50 ksi
Validation
Design Forces
- Mz = 599.6 in·kips, Fy = 67.5 kips
Section Properties
- Inner depth, d = 8 - 2×0.30 = 7.40 in.
- Area,
- Shear area, Aw = 2×D×tw = 4.80 in2
- Moment of inertia,
- Elastic section modulus,
- Radius of gyration,
- Plastic section modulus,
- HSS Torsional constant,
Section Classification
The design thickness, t = 0.93×tw = 0.279 in
The design depth, d = D - 3t = 7.163 in
Flange in compression
Per Table 4.1a Case 6, , therefore flanges are non-slender for compression. Similar for the web of the square section.
Flexure classification of flange:
Per Table B4.1-12, , therefore flange is compact for bending.
Flexure classification of web:
Per Table B4.1-13, , therefore web is compact for bending.
Compression Capacity
Effective slenderness ratio:
Elastic buckling stress:
Critical buckling stress:
Nominal buckling strength:
- The ultimate compression capacity (LRFD) = ϕcPn = 0.9 × 449.9 = 404.9 kips
- The allowable compression capacity (ASD) = Pn/Ωc = 449.9 / 1.67 = 269.4 kips
Calculate Shear Capacity
The nominal shear strength:- The ultimate shear capacity (LRFD) = ϕvVn = 0.9 × 144 = 129.6 kips
- The allowable shear capacity (ASD) = Vn/Ωv = 144 / 1.67 = 86.23 kips
Calculate Bending Capacity
Bending capacity in plastic yielding (compact section):
- The ultimate bending capacity (LRFD) = ϕbMy = 0.9 × 1,335 = 1,201 in·kips
- The allowable bending capacity (ASD) = My/Ωb = 1,335 / 1.67 = 799.2 in·kips
Torsional Capacity
Nominal torsional capacity:
- The ultimate torsional capacity (LRFD) = ϕTTn = 0.9 × 1,064 = 957.7 kips
- The allowable torsional capacity (ASD) = Tn/ΩT = 1,064 / 1.67 = 637.2 kips
Interaction Ratio for Bending and Compression
Check the interaction ratio for Load Case 1:
So use Eq. H1-1b for both methods: .
Results
Result Type | Reference | STAAD.Pro | Difference | Comments | |
---|---|---|---|---|---|
LRFD | Compression capacity (kips) | 404.9 | 405 | negligible | |
Bending capacity (in·kips) | 1,201 | 1,200 | negligible | ||
Shear capacity (kips) | 129.6 | 130 | negligible | ||
Torsional capacity (in·kips) | 957.7 | 958 | negligible | ||
Interaction ratio | 0.514 | 0.514 | negligible | ||
ASD | Compression capacity (kips) | 269.4 | 269 | negligible | |
Bending capacity (in·kips) | 799.2 | 799 | negligible | ||
Shear capacity (kips) | 86.23 | 86.2 | negligible | ||
Torsional capacity (in·kips) | 637.2 | 637 | negligible | ||
Interaction ratio | 0.765 | 0.772 | negligible |
STAAD.Pro Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\09 Steel Design\US\AISC\AISC 360-05 UPT Square Hollow Section.STD is typically installed with the program.
The following design parameters are used:
- The welded SHS member is specified using
STP 2
- Shear lag factor, U for tension rupture capacity is specified
by
SLF 0.8
The remaining parameters all use their default values.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 13-Apr-21
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES KIP
JOINT COORDINATES
1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
START USER TABLE
TABLE 1
UNIT INCHES KIP
TUBE
SHS
9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
END
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6.5e-06
DAMP 0.03
G 11200
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TABLE ST W12X72
3 TABLE ST W12X72
MEMBER PROPERTY
2 UPTABLE 1 SHS
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 FIXED
4 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
2 UNI GY -2.25
LOAD 2 LOADTYPE None TITLE LOAD CASE 2
JOINT LOAD
2 FX 50 FZ 25
LOAD 3 LOADTYPE None TITLE LOAD CASE 3
MEMBER LOAD
2 CMOM GX 0.75
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PARAMETER 1
CODE AISC UNIFIED 2005
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD LRFD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
PARAMETER 2
CODE AISC UNIFIED 2005
SLF 0.8 MEMB 2
FYLD 50 ALL
FU 60 ALL
METHOD ASD
STP 2 MEMB 2
TRACK 2 MEMB 2
CHECK CODE MEMB 2
FINISH
STAAD.Pro Output
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 12:33:25 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD SPACE
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\SPro_Output_Input_Files\Verific.. .STD
2. START JOB INFORMATION
3. ENGINEER DATE 13-APR-21
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT INCHES KIP
7. JOINT COORDINATES
8. 1 0 0 0; 2 0 60 0; 3 60 60 0; 4 60 0 0
9. MEMBER INCIDENCES
10. 1 1 2; 2 2 3; 3 3 4
11. START USER TABLE
12. TABLE 1
13. UNIT INCHES KIP
14. TUBE
15. SHS
16. 9.24 8 8 0.3 91.4452 91.4452 136.96 4.8 4.8
17. END
18. DEFINE MATERIAL START
19. ISOTROPIC STEEL
20. E 29000
21. POISSON 0.3
22. DENSITY 0.000283
23. ALPHA 6.5E-06
24. DAMP 0.03
25. G 11200
26. TYPE STEEL
27. STRENGTH RY 1.5 RT 1.2
28. END DEFINE MATERIAL
29. MEMBER PROPERTY AMERICAN
30. 1 TABLE ST W12X72
31. 3 TABLE ST W12X72
32. MEMBER PROPERTY
33. 2 UPTABLE 1 SHS
34. CONSTANTS
35. MATERIAL STEEL ALL
36. SUPPORTS
37. 1 FIXED
38. 4 FIXED
STAAD SPACE -- PAGE NO. 2
39. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1
40. MEMBER LOAD
41. 2 UNI GY -2.25
42. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2
43. JOINT LOAD
44. 2 FX 50 FZ 25
45. LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3
46. MEMBER LOAD
47. 2 CMOM GX 0.75
48. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
Using 64-bit analysis engine.
SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 12
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
49. PRINT ANALYSIS RESULTS
ANALYSIS RESULTS
STAAD SPACE -- PAGE NO. 3
JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE
------------------
JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN
1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 1 0.00132 -0.00662 0.00000 0.00000 0.00000 -0.00085
2 0.09809 0.00107 0.28808 0.00654 0.00408 -0.00152
3 0.00000 0.00000 0.00012 0.00000 0.00000 0.00000
3 1 -0.00132 -0.00662 0.00000 0.00000 0.00000 0.00085
2 0.09263 -0.00107 0.04272 0.00141 0.00408 -0.00142
3 0.00000 0.00000 0.00012 0.00000 0.00000 0.00000
4 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
STAAD SPACE -- PAGE NO. 4
SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 1 11.80 67.50 0.00 0.00 0.00 -108.35
2 -25.61 -10.88 -24.93 -1364.43 -2.23 1206.26
3 0.00 0.00 0.00 -0.38 0.00 0.00
4 1 -11.80 67.50 0.00 0.00 0.00 108.35
2 -24.39 10.88 -0.07 -135.57 -2.23 1141.12
3 0.00 0.00 0.00 -0.38 0.00 0.00
STAAD SPACE -- PAGE NO. 5
MEMBER END FORCES STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- KIP INCH (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
1 1 1 67.50 -11.80 0.00 0.00 0.00 -108.35
2 -67.50 11.80 0.00 0.00 0.00 -599.73
2 1 -10.88 25.61 -24.93 -2.23 1364.43 1206.26
2 10.88 -25.61 24.93 2.23 131.11 330.63
3 1 0.00 0.00 -0.00 -0.00 0.38 0.00
2 0.00 0.00 0.00 0.00 -0.38 0.00
2 1 2 11.80 67.50 0.00 0.00 0.00 599.73
3 -11.80 67.50 0.00 0.00 0.00 -599.73
2 2 24.39 -10.88 0.07 131.11 -2.23 -330.63
3 -24.39 10.88 -0.07 -131.11 -2.23 -321.98
3 2 0.00 0.00 0.00 -0.38 -0.00 0.00
3 0.00 0.00 -0.00 -0.38 0.00 0.00
3 1 3 67.50 11.80 0.00 0.00 0.00 599.73
4 -67.50 -11.80 0.00 0.00 0.00 108.35
2 3 10.88 24.39 0.07 -2.23 131.11 321.98
4 -10.88 -24.39 -0.07 2.23 -135.57 1141.12
3 3 0.00 0.00 -0.00 -0.00 0.38 0.00
4 0.00 0.00 0.00 0.00 -0.38 0.00
************** END OF LATEST ANALYSIS RESULT **************
50. PARAMETER 1
51. CODE AISC UNIFIED 2005
52. SLF 0.8 MEMB 2
53. FYLD 50 ALL
54. FU 60 ALL
55. METHOD LRFD
56. STP 2 MEMB 2
57. TRACK 2 MEMB 2
58. CHECK CODE MEMB 2
STEEL DESIGN
STAAD SPACE -- PAGE NO. 6
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
2 ST SHS (UPT)
PASS Sec. G1 0.521 1
11.80 C 0.00 599.73 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 19.072 L/C : 1 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.521(PASS) |
| Loc : 0.00 Condition : Sec. G1 |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 1.180E+01(C ) Fy: 6.750E+01 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 5.997E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 4.800E+00 Ayy: 4.800E+00 Cw: 0.000E+00 |
| Szz: 2.286E+01 Syy: 2.286E+01 |
| Izz: 9.145E+01 Iyy: 9.145E+01 Ix: 1.370E+02 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 0.00 N/A 0.00 N/A |
| Non-Slender 25.67 N/A 33.72 T.B4.1-12 |
| Flexure : Compact 25.67 26.97 33.72 T.B4.1-12 |
| Compact 25.67 58.28 137.27 T.B4.1-13 |
STAAD SPACE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 4.16E+02 0.000 Eq. D2-1 1 0.00 |
| Rupture 0.00E+00 3.33E+02 0.000 Eq. D2-2 1 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 2.44E+01 4.05E+02 0.060 Sec. E1 2 0.00 |
| Min Buck 2.44E+01 4.05E+02 0.060 Eq. E3-1 2 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 9.24E+00 19.07 4.87E+01 7.87E+02 4.50E+02 |
| Min Buck 9.24E+00 19.07 4.87E+01 7.87E+02 4.50E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -7.44E-02 1.30E+02 0.001 Eq. G2-1 2 0.00 |
| Local-Y 6.75E+01 1.30E+02 0.521 Eq. G2-1 1 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 4.80E+00 1.00 5.00 25.67 1.44E+02 |
| Local-Y 4.80E+00 1.00 5.00 25.67 1.44E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| 1.31E+02 9.58E+02 0.137 Eq. H3-1 2 0.00 |
| Intermediate Fcr Tn |
| 3.00E+01 1.06E+03 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -6.00E+02 1.20E+03 0.499 Eq. F7-1 1 0.00 |
| Minor -2.23E+00 1.20E+03 0.002 Eq. F7-1 2 0.00 |
| Intermediate Mn My |
| Major 1.33E+03 0.00E+00 |
| Minor 1.33E+03 0.00E+00 |
STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.514 Eq. H1-1b 1 0.00 |
| Flexure Tens 0.499 Eq. H1-1b 1 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 1.20E+03 -6.00E+02 4.05E+02 |
| 1.20E+03 0.00E+00 1.18E+01 |
| Flexure Tens 1.20E+03 -6.00E+02 3.33E+02 |
| 1.20E+03 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|
59. PARAMETER 2
60. CODE AISC UNIFIED 2005
61. SLF 0.8 MEMB 2
62. FYLD 50 ALL
63. FU 60 ALL
64. METHOD ASD
65. STP 2 MEMB 2
66. TRACK 2 MEMB 2
67. CHECK CODE MEMB 2
STEEL DESIGN
STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
2 ST SHS (UPT)
PASS Sec. G1 0.783 1
11.80 C 0.00 599.73 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 19.072 L/C : 1 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.783(PASS) |
| Loc : 0.00 Condition : Sec. G1 |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 1.180E+01(C ) Fy: 6.750E+01 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 5.997E+02 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 4.800E+00 Ayy: 4.800E+00 Cw: 0.000E+00 |
| Szz: 2.286E+01 Syy: 2.286E+01 |
| Izz: 9.145E+01 Iyy: 9.145E+01 Ix: 1.370E+02 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 50.000 Fu: 60.000 |
|-----------------------------------------------------------------------|
| Actual Member Length: 60.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 0.80 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 0.00 N/A 0.00 N/A |
| Non-Slender 25.67 N/A 33.72 T.B4.1-12 |
| Flexure : Compact 25.67 26.97 33.72 T.B4.1-12 |
| Compact 25.67 58.28 137.27 T.B4.1-13 |
STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 2.77E+02 0.000 Eq. D2-1 1 0.00 |
| Rupture 0.00E+00 2.22E+02 0.000 Eq. D2-2 1 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 2.44E+01 2.69E+02 0.091 Sec. E1 2 0.00 |
| Min Buck 2.44E+01 2.69E+02 0.091 Eq. E3-1 2 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 9.24E+00 19.07 4.87E+01 7.87E+02 4.50E+02 |
| Min Buck 9.24E+00 19.07 4.87E+01 7.87E+02 4.50E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -7.44E-02 8.62E+01 0.001 Eq. G2-1 2 0.00 |
| Local-Y 6.75E+01 8.62E+01 0.783 Eq. G2-1 1 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 4.80E+00 1.00 5.00 25.67 1.44E+02 |
| Local-Y 4.80E+00 1.00 5.00 25.67 1.44E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR TORSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| 1.31E+02 6.37E+02 0.206 Eq. H3-1 2 0.00 |
| Intermediate Fcr Tn |
| 3.00E+01 1.06E+03 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -6.00E+02 7.99E+02 0.750 Eq. F7-1 1 0.00 |
| Minor -2.23E+00 7.99E+02 0.003 Eq. F7-1 2 0.00 |
| Intermediate Mn My |
| Major 1.33E+03 0.00E+00 |
| Minor 1.33E+03 0.00E+00 |
STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - ( AISC-360-05-ASD) v3.3a
********************************************
ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.772 Eq. H1-1b 1 0.00 |
| Flexure Tens 0.750 Eq. H1-1b 1 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 7.99E+02 3.31E+02 2.69E+02 |
| 7.99E+02 -2.23E+00 2.44E+01 |
| Flexure Tens 7.99E+02 3.31E+02 2.22E+02 |
| 7.99E+02 -2.23E+00 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP TORSION SHEAR INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flx Tor Comp Shr 0.618 Eq. H3-6 2 0.00 |
| Flx Tor Tens Shr 0.527 Eq. H3-6 2 0.00 |
| Intermediate Mcx / Mcy / Mrx / Mry / |
| Vcx / Vcy / Vrx / Vry / |
| Tc Tr Pc Pr |
| Flx Tor Comp Shr 7.99E+02 7.99E+02 3.31E+02 -2.23E+00 |
| 8.62E+01 8.62E+01 -7.44E-02 -1.09E+01 |
| 6.37E+02 1.31E+02 2.69E+02 2.44E+01 |
| Flx Tor Tens Shr 7.99E+02 7.99E+02 3.31E+02 -2.23E+00 |
| 8.62E+01 8.62E+01 -7.44E-02 -1.09E+01 |
| 6.37E+02 1.31E+02 2.22E+02 0.00E+00 |
|-----------------------------------------------------------------------|
68. FINISH
STAAD SPACE -- PAGE NO. 12
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= JUL 4,2024 TIME= 12:33:28 ****
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