A calculation sheet for designing UC/UB stanchions to BS5950-1 (2000)...
Project:
Job Ref: Date: Sheet No: Made by: Checked by:
[email protected] Structure: TYPICAL STANCHION REF BS5950-1 [2000]
CALCULATIONS Design Axial load, F = Eccentricity of axial load,e = Moment due to continuity,M= Segment length along x-x = Segment length along y-y = Try:
305 D = B =
55 0 45 7 3
x 165 x 46 306.6 mm 165.7 mm
OUTPUT
kN mm kNm m m
(Compression) (Min. ecc. for simple connection =
kg/m
UB rxx = ryy =
130 mm 39 mm
253mm)
d = u =
265.2 mm 0.891
t =
6.7 mm
Zxx =
6.46E+05 mm
3
x =
27.1
T =
11.8 mm
Zyy =
1.08E+05 mm
3
H =
0.195
A =
5870 mm2
b/T =
7.02
Sxx =
7.20E+05 mm
3
d/t =
39.6
Syy =
1.66E+05 mm
3
Section Classification (for local buckling) (i) Flange Table 9 Table 11 Table 11
With t =
11.8mm ,
275 N/mm2
Design strength,Pyf =
Є = (275/Py)1/2 = Limiting width-thickness ratio b/t = 7.02 ≤
1 9Є
Flange section is Plastic
(i)
(ii) Web Table 9 Table 11
With t =
6.7mm ,
275 N/mm2
Design strength,Pyw =
Є = (275/Py)1/2 = 1 Checking for web 'generally' because of shift in neutral axis due to combined axial and moment, Stress ratio r1 =
Fc dtPyw 0.1126 where -1 < r1 ≤ 1 (ri is -ve for tensile force) Fc AgPyw 89.8828 85.6 = 0.0341 40 71.9063 85.555 112.34 39.6 ≤ 80Є/1+r1 Web section is Plastic (ii)
r1 = Stress ratio r2 =
Table 11
4.8.3.2.a
4.2.5.2
4.8.3.2.a
r1 d/t = (a) Local Capacity Check F AgFy
+
Mx Mcx
Design strength,Py = 275 Moment due to ecc. Me = 0 Design moment,Mx = 45 Mcx = PySx < = 198 kNm Ignoring minor axis moment (My) F + Mx AgFy Mcx 55 + 45 1614.25 198
+
My Mcy
≤
1
2
N/mm kNm kNm 1.2PyZx 213.2
For Plastic Sections
≤
1
=
0.261
<
1 Segun
1
(Low Shear)
OK
Project:
Job Ref: Date: Sheet No: Made by: Checked by:
[email protected] Structure: STANCHIONS REF 4.8.3.3.1
CALCULATIONS
Table 22
Table 23 Table 24
+
mxMx Mb
= =
λ
