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PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2024 *
* Version 24.00.02.*** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= DEC 19, 2024 *
* Time= 23:52:10 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD PLANE PORTAL FRAME
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-12-19\SPro_Output_Input_Files\Sample .. .STD
2. START JOB INFORMATION
3. ENGINEER DATE 15-FEB-02
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT FEET KIP
7. JOINT COORDINATES
8. 1 0 0 0; 2 0 15 0; 3 20 15 0; 4 20 0 0
9. MEMBER INCIDENCES
10. 1 1 2; 2 2 3; 3 3 4
11. MEMBER PROPERTY AMERICAN
12. 1 3 TABLE ST W12X35
13. 2 TABLE ST W14X34
14. UNIT INCHES
15. DEFINE MATERIAL START
16. ISOTROPIC STEEL
17. E 29000
18. POISSON 0.3
19. DENSITY 283E-006
20. ALPHA 6E-006
21. DAMP 0.03
22. TYPE STEEL
23. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
24. END DEFINE MATERIAL
25. CONSTANTS
26. MATERIAL STEEL ALL
27. MEMBER OFFSET
28. 2 START 6 0 0
29. 2 END -6 0 0
30. PRINT MEMBER INFORMATION ALL
MEMBER INFORMAT ALL
PORTAL FRAME -- PAGE NO. 2
MEMBER INFORMATION
------------------
MEMBER START END LENGTH BETA
JOINT JOINT (INCH) (DEG) RELEASES
1 1 2 180.000 0.00
2 2 3 228.000 0.00
3 3 4 180.000 0.00
************ END OF DATA FROM INTERNAL STORAGE ************
31. SUPPORTS
32. 1 FIXED
33. 4 PINNED
34. UNIT FEET KIP
35. LOAD 1 DEAD + LIVE
36. MEMBER LOAD
37. 2 UNI GY -2.5
38. LOAD 2 WIND FROM LEFT
39. JOINT LOAD
40. 2 FX 10
41. LOAD COMB 3 75 PERCENT OF (DL+LL+WL)
42. 1 0.75 2 0.75
43. PERFORM ANALYSIS PRINT STATICS CHECK
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 = 2, TOTAL DEGREES OF FREEDOM = 7
TOTAL LOAD COMBINATION CASES = 1 SO FAR.
PORTAL FRAME -- PAGE NO. 3
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
DEAD + LIVE
CENTER OF FORCE BASED ON Y FORCES ONLY (FEET).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.100000003E+02
Y = 0.150000004E+02
Z = 0.000000000E+00
TOTAL APPLIED LOAD 1
***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -47.50
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 0.00 MZ= -475.00
TOTAL REACTION LOAD 1
***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = 47.50
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 0.00 MZ= 475.00
MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = 1.82361E-01 2
Y = -1.46578E-02 3
Z = 0.00000E+00 0
RX= 0.00000E+00 0
RY= 0.00000E+00 0
RZ= -4.82523E-03 2
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
WIND FROM LEFT
CENTER OF FORCE BASED ON X FORCES ONLY (FEET).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.000000000E+00
Y = 0.150000004E+02
Z = 0.000000000E+00
PORTAL FRAME -- PAGE NO. 4
TOTAL APPLIED LOAD 2
***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 10.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 0.00 MZ= -150.00
TOTAL REACTION LOAD 2
***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = -10.00
SUMMATION FORCE-Y = 0.00
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 0.00 MZ= 150.00
MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 7.27292E-01 2
Y = 2.47270E-03 2
Z = 0.00000E+00 0
RX= 0.00000E+00 0
RY= 0.00000E+00 0
RZ= -5.48837E-03 4
************ END OF DATA FROM INTERNAL STORAGE ************
44. PRINT MEMBER FORCES ALL
MEMBER FORCES ALL
PORTAL FRAME -- PAGE NO. 5
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP FEET (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
1 1 1 23.18 -3.99 0.00 0.00 0.00 -11.48
2 -23.18 3.99 0.00 0.00 0.00 -48.40
2 1 -4.10 7.68 0.00 0.00 0.00 67.93
2 4.10 -7.68 0.00 0.00 0.00 47.32
3 1 14.30 2.77 0.00 0.00 0.00 42.34
2 -14.30 -2.77 0.00 0.00 0.00 -0.81
2 1 2 3.99 23.18 0.00 0.00 0.00 36.81
3 -3.99 24.32 0.00 0.00 0.00 -47.72
2 2 2.32 -4.10 0.00 0.00 0.00 -45.27
3 -2.32 4.10 0.00 0.00 0.00 -32.69
3 2 4.73 14.30 0.00 0.00 0.00 -6.34
3 -4.73 21.32 0.00 0.00 0.00 -60.31
3 1 3 24.32 3.99 0.00 0.00 0.00 59.88
4 -24.32 -3.99 0.00 0.00 0.00 0.00
2 3 4.10 2.32 0.00 0.00 0.00 34.74
4 -4.10 -2.32 0.00 0.00 0.00 -0.00
3 3 21.32 4.73 0.00 0.00 0.00 70.97
4 -21.32 -4.73 0.00 0.00 0.00 0.00
************** END OF LATEST ANALYSIS RESULT **************
45. PRINT SUPPORT REACTION LIST 1 4
SUPPORT REACTION LIST 1
PORTAL FRAME -- PAGE NO. 6
SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 1 3.99 23.18 0.00 0.00 0.00 -11.48
2 -7.68 -4.10 0.00 0.00 0.00 67.93
3 -2.77 14.30 0.00 0.00 0.00 42.34
4 1 -3.99 24.32 0.00 0.00 0.00 0.00
2 -2.32 4.10 0.00 0.00 0.00 0.00
3 -4.73 21.32 0.00 0.00 0.00 0.00
************** END OF LATEST ANALYSIS RESULT **************
46. LOAD LIST 1 3
47. PARAMETER 1
48. CODE AISC UNIFIED 2010
49. FYLD 7200 ALL
50. TRACK 2.0 MEMB 2 3
51. UNB 10.0 MEMB 2 3
52. UNT 10.0 MEMB 2 3
53. SELECT MEMBER 2 3
STEEL DESIGN
PORTAL FRAME -- PAGE NO. 7
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
2 ST W10X22 (AISC SECTIONS)
PASS Eq. H1-1b 0.967 1
3.99 C 0.00 -70.55 9.50
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 172.030 L/C : 1 |
| Allowable Slenderness Ratio : 200.000 LOC : 9.50 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 1 Ratio : 0.967(PASS) |
| Loc : 9.50 Condition : Eq. H1-1b |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 3.992E+00(C ) Fy: -5.738E-01 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: -7.055E+01 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 4.140E+00 Ayy: 2.448E+00 Cw: 2.760E+02 |
| Szz: 2.314E+01 Syy: 3.965E+00 |
| Izz: 1.180E+02 Iyy: 1.140E+01 Ix: 2.390E-01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 8639.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 19.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 7.99 N/A 13.49 T.B4.1(a)-1 |
| Slender 37.00 N/A 35.88 T.B4.1(a)-5 |
| Flexure : Compact 7.99 9.15 24.08 T.B4.1(b)-10 |
| Compact 37.00 90.55 137.27 T.B4.1(b)-15 |
PORTAL FRAME -- PAGE NO. 8
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 2.92E+02 0.000 Eq. D2-1 1 0.00 |
| Rupture 0.00E+00 2.92E+02 0.000 Eq. D2-2 1 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 4.73E+00 2.37E+02 0.020 Eq. E7-1 3 0.00 |
| Min Buck 4.73E+00 4.95E+01 0.095 Eq. E7-1 3 0.00 |
| Flexural |
| Tor Buck 4.73E+00 1.53E+02 0.031 Eq. E7-1 3 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 4.51E-02 53.47 5.84E+03 1.44E+04 2.63E+02 |
| Min Buck 4.51E-02 172.03 1.22E+03 1.39E+03 5.50E+01 |
| Flexural Ag Fcr Pn |
| Tor Buck 4.51E-02 3.77E+03 1.70E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 1.12E+02 0.000 Eq. G2-1 1 0.00 |
| Local-Y -2.43E+01 7.34E+01 0.331 Eq. G2-1 1 19.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 2.88E-02 1.00 1.20 7.99 1.24E+02 |
| Local-Y 1.70E-02 1.00 0.00 37.00 7.34E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 7.05E+01 9.75E+01 0.724 Eq. F2-1 1 9.50 |
| Minor 0.00E+00 2.29E+01 0.000 Eq. F6-1 1 0.00 |
| Intermediate Mn My |
| Major 1.08E+02 0.00E+00 |
| Minor 2.54E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major 7.05E+01 7.62E+01 0.926 Eq. F2-2 1 9.50 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 8.46E+01 0.00E+00 1.00 4.68 13.84 10.00 |
PORTAL FRAME -- PAGE NO. 9
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.967 Eq. H1-1b 1 9.50 |
| Flexure Tens 0.926 Eq. H1-1b 1 9.50 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 7.62E+01 7.05E+01 4.95E+01 |
| 2.29E+01 0.00E+00 3.99E+00 |
| Flexure Tens 7.62E+01 7.05E+01 2.92E+02 |
| 2.29E+01 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| In-Plane Flx Comp 0.906 Eq. H1-1b 1 7.92 |
| Out Plane Flx Comp 0.923 Eq. H1-2 1 7.92 |
| Intermediate Mr Mc Pr Pc |
| In-Plane Flx Comp 6.83E+01 7.62E+01 3.99E+00 2.37E+02 |
| Out Plane Flx Comp 6.83E+01 7.62E+01 3.99E+00 4.95E+01 |
|-----------------------------------------------------------------------|
PORTAL FRAME -- PAGE NO. 10
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
3 ST W10X26 (AISC SECTIONS)
PASS Eq. H1-2 0.863 3
21.32 C 0.00 70.97 0.00
|-----------------------------------------------------------------------|
| SLENDERNESS |
| Actual Slenderness Ratio : 132.238 L/C : 3 |
| Allowable Slenderness Ratio : 200.000 LOC : 0.00 |
|-----------------------------------------------------------------------|
| STRENGTH CHECKS |
| Critical L/C : 3 Ratio : 0.863(PASS) |
| Loc : 0.00 Condition : Eq. H1-2 |
|-----------------------------------------------------------------------|
| DESIGN FORCES |
| Fx: 2.132E+01(C ) Fy: 4.731E+00 Fz: 0.000E+00 |
| Mx: 0.000E+00 My: 0.000E+00 Mz: 7.097E+01 |
|-----------------------------------------------------------------------|
| SECTION PROPERTIES (UNIT: INCH) |
| Azz: 5.078E+00 Ayy: 2.678E+00 Cw: 3.427E+02 |
| Szz: 2.796E+01 Syy: 4.887E+00 |
| Izz: 1.440E+02 Iyy: 1.410E+01 Ix: 4.020E-01 |
|-----------------------------------------------------------------------|
| MATERIAL PROPERTIES |
| Fyld: 7199.999 Fu: 8639.999 |
|-----------------------------------------------------------------------|
| Actual Member Length: 15.000 |
| Design Parameters |
| Kz: 1.00 Ky: 1.00 NSF: 1.00 SLF: 1.00 CSP: 12.00 |
|-----------------------------------------------------------------------|
| SECTION CLASS UNSTIFFENED / λ λp λr CASE |
| STIFFENED |
| Compression : Non-Slender 6.56 N/A 13.49 T.B4.1(a)-1 |
| Non-Slender 33.92 N/A 35.88 T.B4.1(a)-5 |
| Flexure : Compact 6.56 9.15 24.08 T.B4.1(b)-10 |
| Compact 33.92 90.55 137.27 T.B4.1(b)-15 |
PORTAL FRAME -- PAGE NO. 11
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL TENSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Yield 0.00E+00 3.42E+02 0.000 Eq. D2-1 1 0.00 |
| Rupture 0.00E+00 3.42E+02 0.000 Eq. D2-2 1 0.00 |
|-----------------------------------------------------------------------|
| CHECK FOR AXIAL COMPRESSION |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Maj Buck 2.43E+01 3.02E+02 0.081 Eq. E3-1 1 0.00 |
| Min Buck 2.43E+01 9.83E+01 0.247 Eq. E3-1 1 0.00 |
| Flexural |
| Tor Buck 2.43E+01 2.20E+02 0.110 Eq. E4-1 1 0.00 |
| Intermediate |
| Results Eff Area KL/r Fcr Fe Pn |
| Maj Buck 5.28E-02 41.38 6.35E+03 2.41E+04 3.36E+02 |
| Min Buck 5.28E-02 132.24 2.07E+03 2.36E+03 1.09E+02 |
| Flexural Ag Fcr Pn |
| Tor Buck 5.28E-02 4.63E+03 2.45E+02 |
|-----------------------------------------------------------------------|
| CHECK FOR SHEAR |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Local-Z -0.00E+00 1.37E+02 0.000 Eq. G2-1 1 0.00 |
| Local-Y 4.73E+00 8.03E+01 0.059 Eq. G2-1 3 0.00 |
| Intermediate |
| Results Aw Cv Kv h/tw Vn |
| Local-Z 3.53E-02 1.00 1.20 6.56 1.52E+02 |
| Local-Y 1.86E-02 1.00 0.00 33.92 8.03E+01 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-YIELDING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -7.10E+01 1.17E+02 0.605 Eq. F2-1 3 0.00 |
| Minor 0.00E+00 2.81E+01 0.000 Eq. F6-1 1 0.00 |
| Intermediate Mn My |
| Major 1.30E+02 0.00E+00 |
| Minor 3.13E+01 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR BENDING-LATERAL TORSIONAL BUCKLING |
| |
| FORCE CAPACITY RATIO CRITERIA L/C LOC |
| Major -7.10E+01 9.47E+01 0.749 Eq. F2-2 3 0.00 |
| Intermediate Mn Me Cb Lp Lr Lb |
| Major 1.05E+02 0.00E+00 1.00 4.81 14.89 10.00 |
PORTAL FRAME -- PAGE NO. 12
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
|-----------------------------------------------------------------------|
| CHECK FOR FLEXURE TENS/COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| Flexure Comp 0.341 Eq. H1-1a 1 12.50 |
| Flexure Tens 0.749 Eq. H1-1b 3 0.00 |
| Intermediate Mcx Mrx Pc |
| Mcy Mry Pr |
| Flexure Comp 9.47E+01 -9.98E+00 9.83E+01 |
| 2.81E+01 0.00E+00 2.43E+01 |
| Flexure Tens 9.47E+01 -7.10E+01 3.42E+02 |
| 2.81E+01 0.00E+00 0.00E+00 |
|-----------------------------------------------------------------------|
| CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION |
| RATIO CRITERIA L/C LOC |
| In-Plane Flx Comp 0.784 Eq. H1-1b 3 0.00 |
| Out Plane Flx Comp 0.863 Eq. H1-2 3 0.00 |
| Intermediate Mr Mc Pr Pc |
| In-Plane Flx Comp -7.10E+01 9.47E+01 2.13E+01 3.02E+02 |
| Out Plane Flx Comp -7.10E+01 9.47E+01 2.13E+01 9.83E+01 |
|-----------------------------------------------------------------------|
54. PERFORM ANALYSIS
** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. **
55. PARAMETER 2
56. TRACK 0 ALL
57. CHECK CODE ALL
STEEL DESIGN
PORTAL FRAME -- PAGE NO. 13
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a
********************************************
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST W12X35 (AISC SECTIONS)
PASS Eq. H1-1b 0.531 1
23.77 C 0.00 65.68 15.00
2 ST W10X22 (AISC SECTIONS)
PASS Eq. H1-1b 0.616 1
4.35 C 0.00 -59.21 9.50
3 ST W10X26 (AISC SECTIONS)
PASS Eq. H1-2 0.642 1
23.73 C 0.00 65.28 0.00
58. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= DEC 19,2024 TIME= 23:52:13 ****
PORTAL FRAME -- PAGE NO. 14
************************************************************
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