PAGE NO. 1  **************************************************** * * * STAAD.Pro V8i SELECTseries5 * * Version 20.07.10.65 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= APR 15, 2015 * * Time= 9:51:36 * * * * USER ID: EMAS * ****************************************************  1. STAAD SPACE INPUT FILE: S2.STD 2. START JOB INFORMATION 3. ENGINEER DATE 10-APR-15 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 14.9998 0 9. MEMBER INCIDENCES 10. 1 1 2 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 2.05E+008 14. POISSON 0.3 15. DENSITY 76.8195 16. ALPHA 1.2E-005 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 1 TABLE ST W24X192 23. CONSTANTS 24. MATERIAL STEEL ALL 25. SUPPORTS 26. 1 2 FIXED 27. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 **WARNING** - ALL DEGREES OF FREEDOM FIXED. STAAD WILL INFINITESIMALLY RELEASE MOMENT-X AT FIRST JOINT ENTERED. 28. MEMBER LOAD 29. 1 CON GY 300 5 0 30. 1 CON GX -75 5 0 31. 1 CON GZ 25 5 0 32. 1 CMOM GY 35 5 0 33. PERFORM ANALYSIS PRINT ALL STAAD SPACE -- PAGE NO. 2  P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2 SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 1 DOF TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 1 TOTAL LOAD COMBINATION CASES = 0 SO FAR. SIZE OF STIFFNESS MATRIX = 0 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.0/ 675.0 MB  STAAD SPACE -- PAGE NO. 3 LOADING 1 LOADTYPE NONE TITLE LOAD CASE 1 ----------- MEMBER LOAD - UNIT KN METE MEMBER UDL L1 L2 CON L LIN1 LIN2 1 300.0000 GY 5.00 1 -75.0000 GX 5.00 1 25.0000 GZ 5.00 1 35.000 GY 5.00 CONCENTRATED MOMENT FOR LOADING - 1 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1-5.55551E+01 1.99999E+02 1.85184E+01 5.55548E+01 2.33332E+01 1.66664E+02 2-1.94449E+01 1.00001E+02 6.48163E+00-2.77780E+01 1.16668E+01-8.33339E+01 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE NONE TITLE LOAD CASE 1 CENTER OF FORCE BASED ON X FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.500000001E+01 Z = -0.466666709E+00 CENTER OF FORCE BASED ON Y FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.277768515E+00 Y = 0.500000025E+01 Z = -0.925895147E-01 CENTER OF FORCE BASED ON Z FORCES ONLY (METE). (FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = -0.140000015E+01 Y = 0.500000040E+01 Z = 0.000000000E+00 TOTAL APPLIED LOAD 1 ***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = -75.00 SUMMATION FORCE-Y = 300.00 SUMMATION FORCE-Z = 25.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 125.00 MY= 35.00 MZ= 375.00 STAAD SPACE -- PAGE NO. 4 TOTAL REACTION LOAD 1 ***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 75.00 SUMMATION FORCE-Y = -300.00 SUMMATION FORCE-Z = -25.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= -125.00 MY= -35.00 MZ= -375.00 MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = 0.00000E+00 0 Z = 0.00000E+00 0 RX= 4.91696E-08 1 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT=1 1 -55.56 200.00 18.52 55.55 23.33 166.66 0.00 0.00 0.00 0.00 0.00 0.00 111111 2 -19.44 100.00 6.48 -27.78 11.67 -83.33 0.00 0.00 0.00 0.00 0.00 0.00 111111 ************ END OF DATA FROM INTERNAL STORAGE ************ 34. PARAMETER 1 35. CODE AISC UNIFIED 2010 36. METHOD ASD 37. BEAM 1 ALL 38. CB 1 ALL 39. FLX 1 ALL 40. FU 410000 ALL 41. FYLD 245000 ALL 42. STP 1 ALL 43. TORSION 1 ALL 44. TRACK 2 ALL 45. CHECK CODE ALL STEEL DESIGN  STAAD SPACE -- PAGE NO. 5  STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.3a ********************************************   ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)   -------------------- START OF DESIGN OUTPUT OF MEMBER 1 --------------------  *MEMBER NO: 1 CRITICAL RATIO: 1.207(FAIL) LOAD: 1 LOCATION (ft): 0.00 CONDITION: Eq. H3-7 SECTION: ST W24X192 (AISC SECTIONS)  UNIT: KIP FEET  STRENGTH CHECKS: CRITICAL RATIO: 1.207(FAIL) LOAD CASE: 1 LOCATION (ft): 0.00 CONDITION: Eq. H3-7 DESIGN FORCES: Fx: 44.96(T) Fy: -12.49 Fz: -4.16 Mx: -1.72E+01 My: 4.10E+01 Mz: -1.23E+02 SECTION PROPERTIES: AZZ: 25.209 AYY: 20.631 CW: 76383.609 SZZ: 491.559 SYY: 81.853 IZZ: 6260.000 IYY: 530.000 MATERIAL PROPERTIES: FYLD: 35.534 FU: 59.465 ACTUAL MEMBER LENGTH(ft): 49.210 PARAMETERS: KZ: 1.000 KY: 1.000 NSF: 1.000 SLF: 1.000 CSP: 1.000 SLENDERNESS: ACTUAL SLENDERNESS RATIO: 192.472 LOAD: 1 LOC.(ft): 0.000 ALLOWABLE SLENDERNESS RATIO: 300.000 SECTION CLASS: FLANGE:/ l: lp: lr: WEB: COMPRESSION: Non-Slender 4.435 N/A 16.199 Non-Slender 27.840 N/A 43.100 FLEXURE: Compact 4.435 10.992 28.926 Compact 27.840 108.763 164.880 TENSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): YIELDING: 44.961 1197.951 0.038 Eq. D2-1 1 0.000 RUPTURE: 44.961 1673.953 0.027 Eq. D2-2 1 0.000 STAAD SPACE -- PAGE NO. 6  STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.3a ********************************************   ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)  COMPRESSION: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): MAJOR: 22.481 1021.885 0.022 Eq. E3-1 1 49.210 MINOR: 22.481 234.202 0.096 Eq. E3-1 1 49.210 INTERMEDIATE: Ag: KL/r: Fcr: Fe: Pn: MAJOR: 56.300 56.004 30.312 93.561 1706.548 MINOR: 56.300 192.472 6.947 7.921 391.117 FLEX TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): 22.481 941.262 0.024 Eq. E4-1 1 49.210 INTERMEDIATE: Ag: Fcr: Pn: 56.300 27.920 1571.908 SHEAR: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): MAJOR(VZ): 4.163 321.834 0.013 Eq. G2-1 1 0.000 MINOR(VY): -12.489 293.239 0.043 Eq. G2-1 1 0.000 INTERMEDIATE: Aw: Cv: Kv: h/tw: Vn: MAJOR(VZ): 25.209 1.000 1.200 4.435 537.463 MINOR(VY): 20.631 1.000 0.000 27.840 439.858  UNIT: KIP FEET  YIELDING: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): MAJOR: 1.23E+02 9.91E+02 0.124 Eq. F2-1 1 0.000 MINOR: 4.10E+01 2.23E+02 0.183 Eq. F6-1 1 0.000 INTERMEDIATE: Mnr: My: Cb: MAJOR: 1.66E+03 0.00E+00 1.000 MINOR: 3.73E+02 0.00E+00 1.000  UNIT: KIP FEET  LAT TOR BUCK: FORCE: CAPACITY: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): MAJOR: 1.23E+02 6.57E+02 0.187 Eq. F2-2 1 0.000 INTERMEDIATE: Mn: Me: Cb: Lp: Lr: Lb: MAJOR: 1.10E+03 0.00E+00 1.000 13.016 54.296 49.210  UNIT: KIP FEET  INTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): FLEXURE COMP: 0.370 Eq. H1-1b 1 0.000 FLEXURE TENS: 0.389 Eq. H1-1b 1 0.000 INTERMEDIATE: Mcx: Mcy: Mrx: Mry: Pc: Pr: FLEXURE COMP: 6.57E+02 2.23E+02 1.23E+02 4.10E+01 234.202 0.000 FLEXURE TENS: 6.57E+02 2.23E+02 1.23E+02 4.10E+01 1197.951 44.961 STAAD SPACE -- PAGE NO. 7  STAAD.PRO CODE CHECKING - ( AISC-360-10-ASD) v1.3a ********************************************   ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)   UNIT: KIP FEET  INTERACTION: RATIO: CRITERIA: LOAD CASE: LOCATION(ft): IN PLANE FLEX: 0.044 Eq. H1-1b 1 41.008 OUT PLANE FLEX: 0.072 Eq. H1-2 1 41.008 INTERMEDIATE: Pc: Pr: Mc: Mr: IN PLANE FLEX: 1.02E+03 1.12E+01 657.052 25.609 OUT PLANE FLEX: 2.34E+02 1.12E+01 657.052 25.609  -------------------- END OF DESIGN OUTPUT OF MEMBER 1 --------------------   ****** AISC DESIGN GUIDE 9 ******  MEMBER: 1 SECTION: W24X192 AISC END CONDITION: FIX-FIX SHEAR CAPACITY: 12.77 SHEAR CRITERIA: Eq. H3-8 NORMAL CAPACITY: 21.28 NORMAL CRITERIA: Eq. H3-7 STRESS LOC SHEAR RATIO LOAD CASE/ | STRESS LOC NORMAL RATIO LOAD CASE/ SECTION | SECTION MID FLANGE 0.78 0.06 1 | FLANGE EDGE 25.67 1.21 1 0.00 | 0.00 FL-WB JUNC 6.38 0.50 1 | 0.17 | MID WEB 3.72 0.29 1 | 0.17 | PURE TORSION SHEAR STRESS CRITERIA: DG9 Eq. 4.1 FLANGE EDGE: 5.43 WEB EDGE: 3.01 WARPING SHEAR STRESS CRITERIA: DG9 Eq. 4.2a MID FLANGE: 0.73 WARPING NORMAL STRESS CRITERIA: DG9 Eq. 4.3a FLANGE EDGE: 15.87 PURE FLEXURE SHEAR STRESS CRITERIA: DG9 Eq. 4.6 MID FLANGE: 0.05 FLANGE-WEB JUNC: 0.61 MID WEB: 0.71 DIRECT AXIAL BENDING STRESS CRITERIA: DG9 Eq. 4.5 FLANGE EDGE: 9.81 46. FINISH STAAD SPACE -- PAGE NO. 8 *********** END OF THE STAAD.Pro RUN *********** **** DATE= APR 15,2015 TIME= 9:51:41 **** ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://selectservices.bentley.com/en-US/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) 1997-2014 Bentley Systems, Inc. * http://www.bentley.com * ************************************************************