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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 11.2.3 Selecting suitable members for a trial design C 0 0.2 0.15 0.1 0.05 span/eaves height 2.0 \\\\\ 2.5 3.0 3.5 4.0 4.5 5.0 0 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0,45 horzontaI force at base Portal frame analysis 349 The design of a portal frame structure is in reality a process of selecting suitable members and then proving their ability to perform in a satisfactory manner. Inexperienced engineers can be given some guidance to estimate initial member sizes. In order to speed the initial selection of members, three graphs have been produced to enable simple pin-based frames to be sized quickly. These graphs have been prepared making the following assumptions: (1) plastic hinges are formed at the bottom of the haunch in the leg and near the apex in the rafter, the exact position being determined by the frame geometry (2) the depth of the rafter is approximately span/55 and the depth of the haunch below the eaves intersection is 1.5 times rafter depth (3) the haunch length is 10% of the span of the frame, a limit generally regarded as providing a balance between economy and stability (4) the moment in the rafter at the top of the haunch is 0.87Mp, i.e. it is assumed that the haunch area remains elastic (5) the calculations assume that the calculated values of M p are provided exactly by the sections and that there are no stability problems. Clearly these conditions will not be met, and it is the engineer’s responsibility to ensure that the chosen sections are fully checked for all aspects of behaviour. The graphs cover the range of span/eaves height between 2 and 5 and rise/span of 0 to 0.2 (where 0 is a flat roof). Interpolation is permissible but extrapolation is not. The three graphs give: Fig. 11.5 Rise/span against horizontal force at base for various span/eaves heights
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 350 Plane frame analysis Figure 11.5: the horizontal force at the feet of the frame as a proportion of the total factored load wL, where w is the load/unit length of rafter and L is the span of the frame Figure 11.6: the value of the moment capacity required in the rafters as a proportion of the load times span wL 2 Figure 11.7: the value of the moment capacity required in the legs as a proportion of the load times span wL 2 . 0.2 0,1 0.05 span/eaves height 5.0 4.0 3.0 2.0 0 0.02 0.03 0.04 0.045 P4 required for rafter Fig. 11.6 Rise/span against required Mp of rafter for various span/eaves heights 0.2 0.15 0.05 II span/eaves height 5.0 4.5 4.0 3.5 3.0 2.5 2.0 \\ \N 0 0,045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 Mp required for leg Fig. 11.7 Rise/span against required Mp of leg for various span/eaves heights
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