なので 1720 – 2010 The Timber Design Handbook HB-108 を使用したコード検証 – 2013 by Standards Australia

 

Information presented on this page is intended to demonstrate the agreement in results between a trusted source and those which have been calculated in the member design module. All examples are taken from The Timber Design Handbook HB-108-2013 published by Standards Australia.

注意: 木材設計ハンドブック HB-108 の計算 – 2013 値を丸める 3 significant figures however, SkyCiv does use this approach. Values in SkyCiv are calculated with maximum accuracy and reported to 3 decimal places which may cause some minor disagreement between values in the following comparisons.

Design of Tension Members

例 3.3 – Tension capacity of a bottom chord in a roof truss

Variable	HB-108	SkyCiv	差 (%)
あt	5.11 バツ 103んん2	5.11 バツ 103んん2	0
Ndtk1	25.4kN	25.397kN	-0.0118

Design of Compression Members

例 4.1 – Compression capacity of a bottom chord in a roof truss subject to wind uplift

Variable	HB-108	SkyCiv	差 (%)
r	1	1	0
rc	0.86	0.864	0.465
S3	14.7	14.74	0.272
S4	80	80	0
k12	0.042	0.042	0
NDC	3.54kN	3.505kN	-0.989

備考: この例では, r has been set to 1 for the purpose of checking the accuracy of the calculated results however, normally SkyCiv assumes a value of 0.25 which is conservative an may reduce the capacity of the member by approximately 15-20% if there is a stress reversal in the member for the governing load combination or if the member is designed to carry mostly temporary loads. Future versions of the software may include the calculation of r.

例 4.3 – Compression capacity of stud in frame

Variable	HB-108	SkyCiv	差 (%)
r	0.25	0.25	0
rb	1.08	1.082	0.185
S3	20.1	20.20	0.496
S4	35.1	35.11	0.0285
k1	0.57	0.57	0
k4	1.1	1.11	0
k12	0.139	0.139	0
NDC	7.05kN	7.023kN	-0.383

 

Design of Bending Members

例 5.6 – Design of a floor beam for strength

Variable	HB-108	SkyCiv	差 (%)
r	0.25	0.25	0
rb	0.84	0.844	0.476
S3	20.1	20.20	0.496
S4	35.1	35.11	0.0285
k12	1.0	1.0	0
Mdzk1	44.4kNm	44.627kNm	0.0511