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V. CSA 086 2001 - Beam in Compression

Reference

Example 2, page 113, Canadian Wood Design Manual, 2001

Given

Unbraced Length = 5,000 mm

Comparison

Table 1. Comparison of results
Criteria Reference STAAD.Pro Difference
Design Strength (kN) 130 129.223 none

STAAD Input

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\11 Timber Design\Canada\CSA 086\CSA 086 2001 - Beam in Compression.STD is typically installed with the program.

STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 08-JUN-05
END JOB INFORMATION
UNIT FEET POUND
JOINT COORDINATES
1 0 0 0; 2 0 16.4042 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC DFL_NO2_8X8_POST
E 1.368e+06
POISSON 0.15
DENSITY 25
ALPHA 5.5e-06
END DEFINE MATERIAL
UNIT METER KN
CONSTANTS
MATERIAL DFL_NO2_8X8_POST ALL
UNIT FEET POUND
MEMBER PROPERTY TIMBER CANADIAN
1 TABLE ST DFL_NO2_8X8_POST
SUPPORTS
1 PINNED
2 FIXED BUT FY
UNIT METER KN
LOAD 1 DEAD+LIVE LOAD
JOINT LOAD
2 FY -114
PERFORM ANALYSIS PRINT STATICS CHECK
PARAMETER 1
CODE TIMBER CANADIAN
KSC 0.91 ALL
K_ZC 1.05 ALL
CHECK CODE ALL
FINISH

STAAD Output

                         STAAD.Pro CODE CHECKING - (S086)
                         ***********************
 ALL UNITS ARE - KN   METE (UNLESS OTHERWISE Noted)
 MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                          FX            MY             MZ       LOCATION
 =======================================================================
     1 ST DFL_NO2_8X8_POST                    
                         PASS      CL.5.5.10/6.5.12       0.882         1
                      114.00 C          0.00           0.00     0.0000
  |--------------------------------------------------------------------------|
  | LEZ =   5000.000 LEY =   5000.000 LUZ =   5000.000 LUY =   5000.000mm    |
  |                                                                          |
  | KD  = 1.000   KH    = 1.000   KT   = 1.000   KSB  = 1.000   KSV  = 1.000 |
  | KSC = 0.910   K_SCP = 1.000   KSE  = 1.000   KST  = 1.000   KZB  = 1.000 |
  | KZV = 1.000   KZT   = 1.000   KZCP = 1.000   K_ZC = 1.050   CHIX = 1.000 |
  | CV  = 1.000   KN    = 1.000                                              |
  |                                                                          |
  | ACTUAL LOADS : (KN-m)                                                    |
  |                      Pu  =      114.000                                  |
  |                      Tu  =        0.000                                  |
  |                      Muy =        0.000                                  |
  |                      Muz =        0.000                                  |
  |                      V   =        0.000                                  |
  |            SLENDERNESS_Y =       26.178                                  |
  |            SLENDERNESS_Z =       26.178                                  |
  | ALLOWABLE CAPACITIES OF THE SECTION: (KN-m)                              |
  |                      PY  =      129.223                                  |
  |                      PZ  =      129.223                                  |
  |                      T   =        0.000                                  |
  |                      MY  =        0.000                                  |
  |                      MZ  =        0.000                                  |
  |                      V   =        0.000                                  |
  |              SLENDERNESS =       50.000                                  |
  |--------------------------------------------------------------------------|