Design of a steel skew cantilever followed by construction and testing to destruction

send off of a steel skew protrude followed by wind and testing to destruction. Analysis and improvements section included. Aiming for minimum weight and structural costs, turn achieving a working demoralise of 1kN and a failure payload of 2kN. disputation of the ProblemTo trope and build a steel skew cantilever that is call for to show no visible crookedness at a vertical working load of 1000N and to fail at 2000N. The objective is to design a construction that satisfies the loading conditions, while keeping weight to a minimum and chief(prenominal)taining design simplicity to reduce drawing and fabrication time, and qualification the anatomical social system more look forable through analysis. The load is at a horizontal distance of 815mm from a rigid vertical home plate. The line of achievement of the load is 407mm to the right of the normal to the besiege through the centre of the chief(prenominal) plate when viewed from the front of the important plate. The lo ad is utilise through a rig with a 13mm diameter bolt. The important plate has 4 pairs of M6 tapped presss to which the structure may be spliceed.Designs ConsideredThe chief(prenominal) design considered apart from the 4 main appendage triangulated cantilever, was based around a 3 main constituent design with bollix up sassy shown in the diagram to the right. The advantage of this structure is a simplification in weight, mountains and rivets therefore a huge reduction in cost. However, the design that we came up with was too difficult to analyse and predict during in failure, due to the side planes not being vertical. excessively, construction would pick up been quite difficult because all bounce back energizes would hurt to attach to the main members at an angle, thus supererogatory plates would down be constructed which would give up raised the price dramatically.The other design considered was based on the 4 main member design but flipped upside down. However, this would mean that the compaction member would be comparatively long, increasing the need for pl chthonian bracing due to potential buckling. Thus the structure would be no collapse than the one we have selected only it would cost more due to the additional cross bracing.The box design was considered, however, it is not very suitable for a skew cantilever as construction would be immensely hard.Design considerationsThe rig to which the structure was to be machine-accessible was inspected to see whether the load plate would fit and to get a general feel for the vertical constraints of the jack.To resist a bending moment inside the structure, lines of actions of forces in members must cross at a point. Hence in the drawings, lines of actions for every pronounce atomic number 18 shown to meet at a point within the material. For single cross braces, this line of action is 3/4 of the way in from the boundary line parallel with the abut.To make members act as though they were i n modal value B, the struts had to be rivet together. This was done 40mm from the inchs of the struts in question and subsequently the backup length was divided up into 3 sections at which the boundary of apiece division was riveted. This was performed on all the double angled struts.Where possible, the struts coming into connecting plates were do to touch the plate with their edge so that they would be transferring their load in a more direct manner.We attempted to make the base as wide as possible, for stability hence the connecting plates should go up to the edge of the main plate.Construction PhaseThe base was the frontmost thing to be constructed as it was easier than the velocity members, thus by the time it had been built, experience had been gained and could applied to a more complex construction step (the upper members). The upper members were then constructed and both sets were fitted to the base plate. An additional plate was put in among the connecting plate and the main plate for the tension members to prevent the bolts from wild out.The partially completed structure was taken to the measurement deck, where the alignment was checked. It was within 5mm in respect to the horizontal plane, thus we could slightly bias connections so that the alignment became closer to about 3mm. It was then noted that the rig that would connect the load to the load plate needed the load plate to have parallel edges, thus a double bend and an extension of 40mm in the load plate was required to allowed the rig to connect to the load plate. come up right hand page for diagram. The load plate was then attached and the structure was checked that it aligned to about 3mm. The cross braces were than assumed and attached. An attempt was made to work efficiently during construction, my laboratory partner and I finished with 6 hours to sp are.ModificationsTo M4 bolts were used to help keep the two sections of the load plate in alignment to achieve ease of rig attachme nt. These are attached as shown on the diagram to the right.A small cross brace was excessively placed between the two tension members at the top to attempt to prevent rotation of the structure. See right for the diagram. Also there was not enough space for the smallest cross brace connecting the condensate members, thus it was not included. Some minor changes in the lengths of some of the members was required to improve alignment. Also some edges of struts had to be cut so that they could rest flat once morest others to transfer load more effectively.Cost and Mass of structureThe mass was 2.52kg, which is heavy in comparison to the other groups, but not the heaviest. The material cost was 120.5 and the labour cost was 282 giving a beat of money of 452.5, once again the cost ranked high amongst the other groups. However, considering the order of magnitude of the mass, if the cost saving strategies had not been applied then the cost would have been about 30 higher. These cost sa ving techniques consisted of using a hole to not only mount the members to connecting sheet metal but also a cross brace, thus saving a rivet, a hole and some time during fabrication. Depending on the forces, this technique could be slight disadvantage, the joint would now be in double sheer, and the rivet would be under greater loading. However, this effect would be small due to the small forces in the cross braces.Test results and ObservationsThe structure had a very slight amount of visible deformation at the working load of 1kN, and finally failed at 2.57kN. This was mainly due to the rightmost (looking at the front plate) compression member 5 buckling inwards at a position closer to the wall than the intersection between member 10 and 11. Another noted deformation was that the metal plates (A and B) connecting the main plate to the compression members had been dented inwards towards the main plate as the corners of the A and B were not touching the main plate. This meant that as the compression force in member 10 and 11 grew the force on the corner increased and cause deformation of the connecting plate. If the buckling in the compression member had not occurred, it would be conceivable that this would be the near location for failure.Suggested Modifications to Improve PerformanceUsing another cross brace in a sense parallel to the main plate between the lower main compression members 10 and 11 would have prevented the buckling that caused the main failure from occurring. The geometry of the proposed cross brace would force the member to become stockier thus its critical stress would be much higher, allowing us to once again us mode A with a 9.5mm by 9.5mm of thickness 0.8mm.If the holes for the exercise set plates that connects the main compression members 3 and 5 to the main plate were go such that the corner of the connecting plate lay within the normal of the edge of the main plate, then this would reduce deformation of the connecting plate and he nce the structure. If these connecting bent plates were to be the first point of failure, the modifications described would increase the failure load by postponing the tearing of the connecting plates.ConclusionsThe main failure as discussed was mode B buckling of the longest compression member due to insufficient cross bracing. It would be interesting to rebuild the cantilever with the improvements and even have an entire redesign. star can learn many things from analyzing a failure. For example how to improve the structure and more importantly how to go about design in the first place.