V. CSA S16-01 - Wide Flange Beam Interaction Ratio 1
Reference
CAN/CSA-S16.1-94, National Standard of Canada, Limit States Design of Steel Structures. The Canadian Standards Association, 1994 with CISC (Canadian Institute of Steel Construction) handbook. CISC Example 1 page 5-91.
- E = 200000 MPa (STEEL)
- Fy = 300 Mpa CSA G40.21-M
Simply supported beam has a 8.0 m span; Ky is 1.0, Kz 1.0, unsupported length 1.0 m
Allowable Live Load deflection, L/300 = 8000/300 = 27 mm
Factored Uniform Load IS 7 kN/m DEAD, 15 kN/m LIVE.
Steel section is W410X54
STAAD Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples \Verification Models\09 Steel Design\Canada\CSA S16-01 - Wide Flange Beam Interaction Ratio 1.STD is typically installed with the program.
STAAD SPACE VERIFICATION CISC 1994 HANDBOOK EXAMPLE PAGE 5-91
START JOB INFORMATION
ENGINEER DATE 21-Sep-18
END JOB INFORMATION
* CISC EXAMPLE 1 PAGE 5-91, LIMIT STATES DESIGN, CSA-S16.1-94
* SIMPLY SUPPORTED BEAM WITH UNIFORM LOAD
* LIVE LOAD DEFLECTION OF L/300
UNIT MMS KN
JOINT COORDINATES
1 0 0 0; 2 8000 0 0;
MEMBER INCIDENCES
1 1 2;
MEMBER PROPERTY CANADIAN
1 TABLE ST W410X54
UNIT METER KN
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 1.99947e+08
POISSON 0.3
END DEFINE MATERIAL
UNIT MMS KN
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 PINNED
2 FIXED BUT MY MZ
UNIT METER KN
LOAD 1 DEAD
MEMBER LOAD
1 UNI GY -7
LOAD 2 LIVE
MEMBER LOAD
1 UNI GY -15
LOAD COMB 3 1.25DL + 1.5 LL
1 1.25 2 1.5
PERFORM ANALYSIS
LOAD LIST 2
PRINT SECTION DISPL
LOAD LIST 3
PARAMETER 1
CODE CANADIAN 2001
TRACK 2 ALL
UNL 1 ALL
FYLD 300000 ALL
BEAM 1 ALL
CHECK CODE ALL
STEEL TAKE OFF ALL
FINISH
STAAD Output
MEMBER SECTION DISPLACEMENTS ---------------------------- UNITS ARE - CM MEMB LOAD GLOBAL X,Y,Z DISPL FROM START TO END JOINTS AT 1/12TH PTS 1 2 0.0000 0.0000 0.0000 0.0000 -0.5623 0.0000 0.0000 -1.0822 0.0000 0.0000 -1.5237 0.0000 0.0000 -1.8590 0.0000 0.0000 -2.0681 0.0000 0.0000 -2.1392 0.0000 0.0000 -2.0681 0.0000 0.0000 -1.8590 0.0000 0.0000 -1.5237 0.0000 0.0000 -1.0822 0.0000 0.0000 -0.5623 0.0000 0.0000 0.0000 0.0000 MAX LOCAL DISP = 2.13916 AT 400.00 LOAD 2 L/DISP= 373 ************ END OF SECT DISPL RESULTS *********** 39. LOAD LIST 3 40. PARAMETER 1 41. CODE CANADIAN 2001 42. TRACK 2 ALL 43. UNL 1 ALL 44. FYLD 300000 ALL 45. BEAM 1 ALL 46. CHECK CODE ALL STEEL DESIGN VERIFICATION CISC 1994 HANDBOOK EXAMPLE PAGE 5-91 -- PAGE NO. 4 STAAD.PRO CODE CHECKING - (CAN/CSA-S16-01 ) V2.1 ******************************************** ALL UNITS ARE - KNS MET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST W410X54 (CANADIAN SECTIONS) PASS CSA-13.8.2+ 0.882 3 0.00 C 0.00 -250.00 4.00 VERIFICATION CISC 1994 HANDBOOK EXAMPLE PAGE 5-91 -- PAGE NO. 5 ALL UNITS ARE - KNS MET (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= MEMBER PROPERTIES (UNIT = CM) ----------------------------- CROSS SECTION AREA = 6.81E+01 MEMBER LENGTH = 8.00E+02 IZ = 1.86E+04 SZ = 9.23E+02 PZ = 1.05E+03 IY = 1.01E+03 SY = 1.14E+02 PY = 1.77E+02 IX = 2.26E+01 CW = 3.88E+05 MATERIAL PROPERTIES (UNIT = MPA) -------------------------------- FYLD = 300.0 FU = 345.0 E = 2.00E+05 G = 7.69E+04 SECTION CAPACITIES (UNIT - KN,M) --------------------------------- CR1 = 1.839E+03 CR2 = 2.646E+02 SECTION CLASS 1 CRZ = 1.556E+03 CTORFLX = 2.646E+02 TENSILE CAPACITY = 1.797E+03 COMPRESSIVE CAPACITY = 2.646E+02 FACTORED MOMENT RESISTANCE : MRY = 4.779E+01 MRZ = 2.835E+02 MU = 3.952E+03 FACTORED SHEAR RESISTANCE : VRY = 5.386E+02 VRZ = 4.604E+02 MISCELLANEOUS INFORMATION -------------------------- NET SECTION FACTOR FOR TENSION = 1.000 KL/RY = 207.732 KL/RZ = 48.407 ALLOWABLE KL/R = 300.000 UNSUPPORTED LENGTH OF THE COMPRESSION FLANGE (M) = 1.000 OMEGA-1 (Y-AXIS) = 1.00 OMEGA-1 (Z-AXIS) = 1.00 OMEGA-2 = 1.00 SHEAR FORCE (KNS) : Y AXIS = 0.000E+00 Z AXIS = 0.000E+00 SLENDERNESS RATIO OF WEB (H/W) = 5.08E+01 47. STEEL TAKE OFF ALL VERIFICATION CISC 1994 HANDBOOK EXAMPLE PAGE 5-91 -- PAGE NO. 6 STEEL TAKE OFF STEEL TAKE-OFF -------------- PROFILE LENGTH(METE) WEIGHT(KN ) In Steel Takeoff the density of steel is assumed for members with no density. ST W410X54 8.00 4.185 ---------------- TOTAL = 4.185