SW1K_E.RTF

Branch joints.

It is accepted a trussing with joint spacing  l1 = $2.0$ mm. It is designed the trussing members as $2.4$ of steel $2.3$.

                                          $W38$

Shape slenderness ratio:

(*X  - for buckling in surface perpendicular to axis X

                            Aa = AD tg a  = $2.8$×$2.9.1$ = $2.20.1$ cm2     It is accepted  Aa = $2.10.1$ cm2

                            $W60x$

*)(*Y  - for buckling in surface perpendicular to axis Y

                            Aa = AD tg a = $2.8$×$2.9.2$ = $2.20.2$ cm2       It is accepted Aa = $2.10.2$ cm2

                            $W60y$

*)

Capacity reducing coefficients:

Instability coefficient for web wall with compression equals  jp = $3.1$. Member instability coefficient equals:

                                          l 1 = l1 / i1 = $2.0$ / $2.5$ = $2.7$

                                          = l 1 / l p = $2.7$ / $2.9$ = $3.2$   Þ   j1 = $3.3$

In this connexion, capacity reducing coefficients equals:

(*Mx               - for bending towards axis  X:              yx = $3.4.1$*)<

(*My               - for bending towards axis Y:                            yy = $3.4.2$*)<

(*N               - for compression:                                          yo = $3.4.3$*)<

Member replacement slenderness ratio:

(*X  - for buckling in surface perpendicular to axis X

                            l = lwx / ix = $2.11.1$ / $2.12.1$ = $2.13.1$

                            $W59x$

                            $W36x$

*)(*Y  - for buckling in surface perpendicular to axis Y

                            l = lwy / iy = $2.11.2$ / $2.12.2$ = $2.13.2$

                            $W59y$

                            $W36y$

*)