Superstructure Preliminary Design Report

Super social organization Preliminary Design ReportTwo superstructure soma options for the wargonhouse expect been considered and discussed for the chosen layout, for the first number which is a portal frame and the other is a trusses structure. And all the materials were used in marquework which are in S355.Design option angiotensin converting enzymeFor this design option, simple portal frame are used as the main structural design and the frame contains 10 bays, each of them are 6m full(a) and 17m total length. This give a total line of business of 102m2 per bay which is satisfy the minimum requirement of the bay area of 85m2 at the lineage of the design brief. The crown of the nip of the column is 6m and the highest point of the roof is 6.9m which is using 6 degrees for designing the portal frame and which is satisfies the minimum blow out of the water to ceiling height of 6m at the beginning of the design brief as well.For the Section sizing, Loading calculations have been completed, and a size for each member has been chosen establish on the sends acting on the structure. For the furnish, all secondary beams, (this includes the beams between columns, and the ridge beam), a section size of 356x171x45 UKB has been chosen. It has been assumed that the columns are unrestrained this select may be revise in the future. Under this assumption, along with the loading conditions, a section size of 533x210x22 UKB has been chosen for each column.Moreover, the diagonal cross spacing was used for the bracing design in order to maintain the stability of the whole structure under the wind loading and has been sized by using the load calculation conditions, a section size of 60x60x8 UKA has been chosen for all bracing on the roof. Furthermore, haunches with 10% of the span of the rafter long which to touch between each column and the deferral of the rafter which mainly use to obtain the effect of hogging.AdvantagesThe main braces of the structure located on the roof of the portal frame that gives more orchestra pit in between columns. In other words, it gives more options for the locations of the gates for the lorries to drop off. On the other hand, more fire exit can be set.As the roof make angles with both front and side of the structure, the brace on the roof can undertake wind pressure in both directions. In which, less brace is held in front and side of it. This cost less time and cost to construct.The whole structure is design to make with sword beams. This gives the structure with higher strength compare with concrete beams and columns.Between columns and columns, they have equal situations. This led them to share the same measuring rod to compression. The columns will share the same fracture during deformation. Easier approximation while the structure collapses.As each portal frame share the same structure, it spends less time to construct.Pin joints are used as the support on the bottom of each columns instead of fixed s upport, the columns of the structure undergo lesser banding moments.A good brace is held on the run low part of the structure, it supports the brace on the roof. In other words, the materials use to make brace on the roof can be reduced.Two extra columns have been placed at both ends of the portal frame in order to support the end-span, as both end-spans do not have secondary beams each side to help stabilise the rafters in these sections.DisadvantagesWhile the main braces are on the top of the roof, the columns have to support higher load.The only vertical brace may block the space in between the columns. The main entrance may have to move.Design option twoThe second design option utilises a Pratt-pattern truss between the columns of each bay to replace a rafter with a haunch. Same as the first design, the frame contains 8 bays, each 6m wide and with a total length of 17m giving a total area of 102m2 per bay which is satisfy the minimum requirement of the bay area of 85m2 at the beginning of the design brief. The height of the top of the column is 6m and the highest point of the roof is 6.9m which is using 6 degrees for designing the portal frame and which is satisfies the minimum floor to ceiling height of 6m at the beginning of the design brief as well.This design has no bracing as the truss can be impart for the lateral load to maintain the stability of the structure, attained from the use of a truss is sufficient enough to invalidate the use of bracing elsewhere in this particular design. Two extra columns have been placed at both end trusses in order to support the end-span, as both end-spans do not have secondary beams at either side of the truss to help stabilise them. The struts in the trusses are to be connected to the tie beam and rafter using gusset plates and bolts and the bracing attached to the rafters using the same method.For the Section sizing, Loading calculations have been completed, and a size for each member has been chosen based on t he loads acting on the structure. For the rafter, all secondary beams, (this includes the beams between columns, and the ridge beam), a section size of 356x171x45 UKB has been chosen. It has been assumed that the columns are unrestrained this choice may be revised in the future. Under this assumption, along with the loading conditions, a section size of 533x210x22 UKB has been chosen for each column.AdvantagesThe design has large amount of trusses set on top of the structure. It can from the side of the structure.The whole structure is design to make with steel beams. This gives the structure with higher strength compare with concrete beams and columns.As no vertical brace with the structure to the bottom, this allow extra lorry loading gates. Other than that, flexible fire exits can be set. enough spacing within columns and columns, this lead to share the same amount to compression. The columns will share the same displacement during deformation. Easier approximation while the stru cture collapses.Pin joints are used as the support on the bottom of each columns instead of fixed support, the columns of the structure undergo lesser banding moments.DisadvantagesAs the trusses held on the top of the structure, it gives extra load on the column. Thicker columns have to be used.The cost is relatively high due to the following reasons-Lot of connections with that trusses-More materials are used-More complied structure, harder to constructWhile space on the upper part uses as trusses, lesser goods can be stored, it may decrease the efficiency of the portal frame.Construction is time consuming as it has complicated structure.The calculations of the initial loading inputBasic setDetermine the basic wind velocity(For simplification the directional component part cdir and the seasonal factor cseason are in general equal to 1.0)2 Basic velocity pressureWhere 2Peak Pressure unhurriedness of = (mean wind velocity)Where , 2 Calculation of turbulence intensity(So,Imposed l oadWind load(0 degree)Roof cladding, insulation and servicesSnow loadUKC 533x210x92 (Unrestrained column)UKB 356x171x45 (Rafter secondary beam)UKA 60x60x8 (bracing)magnitude0.60.8711.50.692457.09 building blockkN/m2kN/m3kN/m2kN/m2kg/mkg/mkg/mlength4.8m4.8m4.8m4.8m6m8.5475m10.443mInitial load2.88 kN/m4.181kN/m7.2kN/m2.88kN/m5.41512kN0.44145kN0.06955kNCombination variantVariablePermanentPermanentPermanentPropertiesUnfavorablefavorablecharacteristic values 11.51.51.11.51.10.91.35characteristic values 21.51.51.351.51.3511.35characteristic values 31.31.311.3111.5Total load 14.32 kN/m6.270912 kN/m7.92 kN/m4.32kN/m5.956632 kN0.397305 kN0.093896415 kNTotal load 24.32 kN/m6.270912 kN/m9.72 kN/m4.32 kN/m7.310412 kN0.44145 kN0.093896415 kNTotal load 33.744 kN/m5.4347904 kN/m7.2 kN/m3.744 kN/m5.41512 kN0.44145 kN0.10432935 kNAll the load calculation was took the total load 2 which got the largest value for the worst case.The approximate price calculations for both designsDesign 1The following t able shows the materials used of the designsizing of steelLength(m) cadence economic consumptionUB 533x210x92622ColumnUB 356x171x458.5475122RoofUB 356x171x454.830RoofUA 60x60x89.840braceUA 60x60x87.683754braceTotal weightSize of steelkg/mTotal length(m)Total weightUB 533x210x9292.113212157.2UB 356x171x4545332.0452214942.0349UA 60x60x87.0895363799.704Total weight of steel=30900kg= 34ton presume price of steel is 700 per ton, cost of the steel used = 23800Other than that, joints within the structure are also coincided.M16 bolts in each jointNumber of jointsTotal number of M16 bolts81401120Assuming price of each M16 bolt is 2, cost of bolts used =2240Total cost of the structure is around 26040Design 2Size of steelLength(m)QuantityUsageUB 533x210x92622columnUB 356x171x454.840 obligateUB 356x171x451.7110 moorUB 356x171x458.622TrussUB 356x171x452.322TrussUB 356x171x452.422TrussUB 356x171x452.522TrussUB 356x171x452.722TrussUB 356x171x452.822TrussUB 356x171x451.722TrussUB 356x171x451.922Tru ssUB 356x171x45222TrussUB 356x171x452.222TrussUB 356x171x452.411TrussSize of steelkg/mTotal length(m)Total weightUB 533x210x9292.113212157.2UB 356x171x45451045.647052Total weight of steel = 59200kg =65.26 tonAssuming price of steel is 700 per ton, price of the steel used = 45700Other than that, joints within the structure are also coincided.M16 bolts in each jointNumber of jointsTotal number of M16 bolts82421936Assuming price of each M16 bolt is 2, cost of bolts used =3872Total cost of the structure is around 3872.End of paper