V.SNiP SP16 2011 - I Section with UDL
Verify the design capacity per SP16.13330.2011 of an I section subject to a uniformly distributed load.
Details
Uniformly distributed load of 100 kN/m along the entire span. Member is simply supported span 5m in length. Section used is an HD320x127.
Grade of Steel: S235 - E = 206,000 MPa, fy = 235 MPa, γc1 = 1.1, γc2 = 1.1
Validation
Check for Flexure
[Eqn. 41 of SNiP SP16.13330.2011] |
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= | ||
= |
Check for Shear
[Eqn. 42 of SNiP SP16.13330.2011] |
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= | ||
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= |
Check for Lateral Torsional Buckling
[Eqn. 43 of SNiP SP16.13330.2011] |
= | 0.1 ≤ α ≤ 40 so from Table G.1: ψ = 1.6 + 0.08α = 2.333 | |
= | from Table G.3: so use |
Check for Combined Shear & Flexure
[Eqn. 44 of SNiP SP16.13330.2011] |
= | ||
= | ||
= |
From Table 11 of SP16 code:
λub = 0.35 + 0.0032×b/t + (0.76-0.02×b/t)×b/h = 0.35 + 0.0032×300/20.5 + (0.76-0.02×300/20.5)×1.0016 = 0.865 | [Eqn. 73] |
Check for Deflection
Maximum member deflect = L/200 = 0.025 m
Ratio = 0.0128 / 0.025 = 0.512
Results
Result Type | Reference | STAAD.Pro | Difference | Comments |
---|---|---|---|---|
Cl. 8.2.1 (41) | 0.628 | 0.63 | Negligible | |
Cl. 8.2.1 (44) | 0.55 | 0.55 | None | |
F.69 | 0.628 | 0.628 | None | |
Max deflection | 0.025 | 0.025 | None | |
Deflection | 0.0128 | 0.0128 | None | |
Deflection ratio | 0.512 | 0.512 | None |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples \Verification Models\09 Steel Design\Russia\SNiP SP16 2011 - I Section with UDL.std is typically installed with the program.
STAAD PLANE
START JOB INFORMATION
ENGINEER DATE 18-Mar-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 5 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY EUROPEAN
1 TABLE ST HD320X127
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 PINNED
2 FIXED BUT FX MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -100
PERFORM ANALYSIS
PRINT FORCE ENVELOPE NSECTION 2 ALL
PARAMETER 1
CODE RUSSIAN 2011
BEAM 1 ALL
ENSGR 1 ALL
ENMAIN 1 ALL
GAMC2 1.1 ALL
GAMC1 1.1 ALL
TB 1 ALL
DFF 200 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH
STAAD.Pro Output
STAAD.PRO CODE CHECKING - (SP 16.13330.2011) V2.0 ******************************************** ALL UNITS ARE - KN METRE ======================================================================== MEMBER CROSS RESULT/ CRITICAL COND/ RATIO/ LOADING/ SECTION NO. N Mx My LOCATION ======================================================================== 1 I HD320X127 PASS SP cl.8.2.1(41) 0.63 1 0.000E+00 3.125E+02 0.000E+00 2.500E+00 1 I HD320X127 PASS SP cl.8.2.1(42) 0.00 1 0.000E+00 3.125E+02 0.000E+00 2.500E+00 1 I HD320X127 PASS SP cl.8.2.1(44) 0.55 1 0.000E+00 3.125E+02 0.000E+00 2.500E+00 1 I HD320X127 PASS SP cl.8.4.1 0.63 1 0.000E+00 3.125E+02 0.000E+00 2.500E+00 1 I HD320X127 PASS SP cl.DISPL 0.51 1 0.000E+00 3.125E+02 0.000E+00 2.500E+00 MATERIAL DATA Steel = S235 EN10025-2 Modulus of elasticity = 206.E+06 kPa Design Strength (Ry) = 235.E+03 kPa SECTION PROPERTIES (units - m, m^2, m^3, m^4) Member Length = 5.00E+00 Gross Area = 1.61E-02 Net Area = 1.61E-02 x-axis y-axis Moment of inertia (I) : 308.E-06 924.E-07 Section modulus (W) : 193.E-05 616.E-06 First moment of area (S) : 107.E-05 470.E-06 Radius of gyration (i) : 138.E-03 757.E-04 Effective Length : 5.00E+00 5.00E+00 Slenderness : 0.00E+00 0.00E+00 DESIGN DATA (units -kN,m) SP16.13330.2011 Axial force : 0.000E+00 x-axis y-axis Moments : 312.5E+00 0.000E+00 Shear force : 0.000E+00 0.000E+00 Bi-moment : 0.000E+00 Value of Bi-moment not being entered!!! Class of beam cross-section : 1 class CRITICAL CONDITIONS FOR EACH CLAUSE CHECK F.(41) M/(Wn,min*Ry*GammaC)= 312.5E+00/( 1.93E-03* 235.0E+03* 1.10E+00= 6.28E-01=<1 F.(44) 0.87/(Ry*GammaC)*SQRT(SIGMx^2+3*TAUxy^2)= 0.87/( 235.0E+03* 1.10E+00)*SQRT(-162.2E+03^2+3* 0.000E+00)= 5.46E-01=<1 TAUxy/(Rs*GammaC)= 0.000E+00/( 136.3E+03* 1.10E+00)= 0.00E+00=<1 F.(69) M/(FIb*Wcx*Ry*GammaC)= 312.5E+00/( 1.00E+00* 1.93E-03* 235.0E+03* 1.10E+00)= 6.28E-01=<1 LIMIT SPAN/DEFLECTION (DFF) = 200.00 (DEFLECTION LIMIT= 0.025 M) SPAN/DEFLECTION = 390.4E+00 (DEFLECTION= 1.281E-02M) LOAD= 1 RATIO= 0.512