鋼筋混凝土坡屋頂?shù)慕Y構設計 本科畢業(yè)設計外文文獻及譯文

1、本科畢業(yè)設計外文文獻及譯文文獻、資料題目：structural design of reinforced concrete sloping roof文獻、資料來源：網(wǎng)絡文獻、資料發(fā)表（出版）日期：2007.1院 （部）：xxx專 業(yè)： xxx班 級： xxx姓 名： xxx學 號： 2007011287指導教師：xxx翻譯日期： xxx畢業(yè)設計外文文獻及譯文外文文獻：structural design of reinforced concrete sloping roofabstract: this paper point out common mistakes and problems in

2、 actual engineering design according immediately poured reinforced concrete sloping roof especially common residential structure.it brings out layout and design concept use folded plate and arch shell structure in order to reduction or elimination beam and column layout to reduce costs and expand us

3、e function for user of garret . the paper also discussed the need to open the roof holes, windows, and with other design with complex forms . the corresponding simple approximate calculation method and the structure treatment also described in this paper.keywords : sloping roof;folded plate; along p

4、lane load;vertical plane load1. introduction in recent years, reinforced concrete slope of the roof has been very common seen, the correct method of its design need establish urgently its target is to abolish or reduce the roof beams and columns, to obtain big room and make the roof plate "clea

5、n ". this not only benefits tructure specialty itself but also to the design of the building professionals to develop new field, and ultimately to allow users, property developers benefited,and so it has far-reaching significance.in the common practice engineering practice, a designer in the ca

6、lculation of the mechanical model often referred sloping roof as vertical sloping roof under the projection plane beam, or take level ridge, ramps ridge contour as a framework and increase unnecessary beam and tilt column . in fact ,the stress is similar between general square planar housing, double

7、 slope, multi-slope roof and arch, shell.ping and oblique ridge are folded plate like “a”, whether layout beams and columns, its ridge line of the deformation pattern is different from the framework fundamentally. all these method will make the difference between calculation results and real interna

8、l structure force. during the construction process, housing backbone, plate bias department template has complex shapes, multi-angle bars overlap, installation and casting is very difficult. these projects are common in construction and is a typical superfluous. some scholars use the elastic shell t

9、heory to analyze folded plate roof、internal force and deformation, reveals the vertical loads law of surrounding the base is neither level rise nor the vertical displacement which to some extent reflects the humps and shells features .but assume that boundary conditions which is very different from

10、general engineering actual situation and covered the eaves of a vertical cross-settlement and bottom edge under the fundamental characteristics of rally, so it is not for general engineering design .2. outlines of methods for most frequently span, the way to cancel the backbone of housing, didnt add

11、 axillary often. but in the periphery under the eaves to the framework need established grid-beam or beams over windows. for long rectangular planar multi-room, multi-column, building professionals in a horizontal layout of the partition wall between each pair of columns and the direction set deep i

12、nto the same thickness width have possession of a gathering of the rafah beam profiles . pull beam above has a two-slope roof plate affixed sloping beams expect smaller span. for residential, if it has no needs according construction professional, we will be able to achieve within the household no c

13、eiling beams exposed, see figure 1. similar lattice theory, this approach emphasizes the use of axial force component effect, but is different with the truss because its load distribution along the bar not only single but also along the axis of the plate. generally each plate has force characteristi

14、cs of folded plate, for bear gravity at the roof, wind, earthquake loads, caused the plate along with the internal force components, each plate is equivalent to strengthen the thin flange beams .among vertical bearing , it is thin-walled beams anti-edge horizontal component to balance wang thrust fo

15、rmed by arch shell effect. when plates bear the the vertical component load, each plate is equivalent to a solid edge embedded multilateral bearing plates .the design feature of this method is establish and perfect the sloping roof of the arch, folded plate system consciously, at top of the roof, us

16、ing a minimal level of rafah balance beam ramp at the level of thrust.its calculation methods can be divided into hand algorithm and computer paper, this paper focus on the hand algorithm.hand algorithm take the single-slope plate of sloping roof plate as slider , through approximate overall analysi

17、s, simplified boundary conditions of determine plate,solving load effect along level and vertical plane, internal forces of various linear superposition under the condition of assumption of normal straight, testing stability and integrated reinforcement. the method pursuit of operational, use genera

18、l engineer familiar calculation steps to address more complex issues. this method is suitable for the framework structure, little modifications also apply to masonry structure or frame-wall structure. general arch structure have good anti-seismic performance, if designed properly, the sloping roof w

19、ill also do so. in this paper the pseudo-static is used to analysis earthquake effects.3. analysis and design for along plane effect of loads first regard to cross profile of figure 1,we analysis equal width rectangular parts of long trapezoidal panels 1、2. as for approximate calculation,it is take

20、plane loads along plane as a constant just like four rectangular plate can be simplified to one-way slab,we take along to long unit width narrow structure as analysis object ,take hinged arch model shown in figure 2. in figure 2 the right supports vertical linkage representatives roof beams supporti

21、ng role, ramps connecting rod on behalf of the board itself thin beam reaction effect which is virtual and approximate equivalent. we would like to calculate two anti-bearing.because the total pressure of physical project through two plate roof beams and transfer to the ends column, so anti two nume

22、rical difference can be seen as two plates bear along with the plane load and roof beams bear the vertical load pressure. two anti power link expressions in various conditions were given as follows, because the model take units width,so the results is line averageload distribution except it has focu

23、s quality in house.they are bouth represent by n , english leftover subscript s, b, represent the plane along the roof panels and vertical role in the roof beam, g, w, e,represent gravity, air pressure and the level of earthquake separately. d, c, represent distribution of concentrated load or effec

24、t separately, in the formula h is thicness of every plate,g is gravitation acceleration, a is roof for the horizontal seismic acceleration value formula, wk represent the standard value pressure.m with number footnotes represent every numbered ramp the quality distribution per unit area ,m with engl

25、ish footnotes represent quality of per location.as to two symmetrical slopes, the formula can be more concise.figure 2a represent situation of vertical gravity load ,these formulas as follows:figure 2b represent situation of bear wind load, these formulas as follows: figure 2c represent situation of

26、 role of level earthquake, these formulas as follows: when vertical seismic calculation required by seismic design parameters its calculate formula generally similar as formula 1 to 4 which only need take gravity g as vertical seismic acceleration a. above formulas apply to right bearings in figure

27、2 and also to left when exchange data of two plate. as end triangle of multi-slope roof ,for simplify and approximate calculation need, we assume two lines distribution load only produced by roof board of several load, effect.now ii-ii cross-section from figure is took to analysis long trapezoidal p

28、late twos end triangle, assuming the structure symmetry approximately, take half of structure to establish model (figure 3). because linked with the end triangular plate-3 plane has great lateral stiffness ,therefore assume the model leftist stronghold along the central component around which can no

29、t be shifted direction. central plate vertical stiffness small, in general gravity load of roughly symmetric midpoint only next movement happened possible, therefore, the model used parallel two-link connection. wind loading, and the general role of the earthquake in two slope was roughly antisymmet

30、ric,so plate model in the central use fixed hinge bearings which allow rotation and transtlateral force to plate 3near the plate beam. under plate two triangular area is eaves of vertical beams and plates itself along with plane load distribution is function shown in figure 1 take the variable x as

31、an argument,assume the distance from position of section ii to end part is x0s so the slope level length is y0=x0l2/l3,formula 11 to 14 is the value of vertical triangle of gravity along the x direction arbitrary location of the two load distribution ,where h3 is slitting vertical thickness of

32、plate 3.as wind load and earthquake effect, sketch could use approximate figure 3b、3c and use method of structural mechanics to solve but the process is cumbersome and reasonable extent is limited .the wind and earthquake effect is not important compare with the load effect. moreover, the triangle a

33、rea is small as approximate calculation, such direct-use rectangular plate slope calculation is more convenient and not obvious waste. the method of solve two load distribution of plate three is same as the solution of long trapezoidal plate area just make the change of x and y、l2 and l3 in figure 1

34、.the actual profile is part iii-iii shown in figure 1 figure 4 is vertical launch plan and bear load portfolio value of roof ramp shown in figure 1 to analysis inclined plate and the internal forces of the anti-bearing column . in the figure hypotenuse is oblique roof equal to strengthen frame, simi

35、lar wind ramp truss rod and the next edge portfolio, could form the dark truss system ,while long rectangular plate can be seen as part of thin-walled beams, which could also be seen as truss. therefore, we called roof boarding the plane formed a "thin-walled beam-truss" system, in concret

36、e theory, between the truss and the beam have no natural divide . its no need hand count accurate internal forces and bearing force to such a joint system, because on the one hand span more, big bending stiffness structure sensitive to the bearing uneven subsidence and have to stay safe reserves; on

37、 the other hand it has high cross-section, by increasing reinforced to increase capacity on the cost impact is not significant. specific algorithm is: single-ramp calculate by simple cradle, multi-span ramps bending moment, shear, and supporting anti-edge use the calculate value by the possible maxi

38、mum numerical control methods, moment is calculate by simple cradle two sides of supports middle shear, negative moment and support force calculate according to bearing this continuous, two-hinged, about two span take the largest one. pin-pin bearing shear force that is supported by the inter-simple

39、 calculate according to simple cradle. but in this method the location of the various internal forces safety level is uneven expansion, appropriate adjustment should be made is late calculation. no mater f the triangular or rectangular part of plate, thin-plane bending rebar can get by method of mom

40、ent right boards from the bottom point for the moment distance which assigned to the eaves or roof. the author believe it has no necessary control number of reinforcement according to smallest beams reinforced rate. on the rim of triangle equivalent to ramp strut can shear entirety. when consider th

41、e end is weak can properly reinforced its roof beam below the reinforcement. if shear required stirrup in the rectangular part of thin-walled, should superposition to the beam, generally its no need to intentionally imaginary abdominal strengthening reinforcement at rod position. 4. calculation and

42、design of pull beam and roof beams by column in figure 1 marked calculated value of supporting force and their level of vertical component, horizontal component of the total force multiplied by the cosine of angle. take column a as example, the first footnotes in ra2 is column number, the first foot

43、notes represent the force generated by the panel two. their horizontal component balanced by triangle three under the eaves of beams. horizontal component of intermediate support reaction is balanced by the two-level pull beam in deep direction. then pull beam and above the sloping beams constitutes

44、 steel arch. because of the existence of antisymmetric load, bilateral role in the anti-power-level components may be inconsistent and pull beam should take the average lag. consider the support impact of uneven settlement, the level pull beam design should take bigger value. roof beams general unde

45、r four internal forces: first of the above is levels rally, the second is axial force generated when oblique roofing in the flange plate plane bending. the third is the vertical load to bear as the roof slab edge beams under bending moment, shear ,like board supported by multi-faceted, actual force

46、is smaller than bear calculated by one-way plate nb ,fourth is the effect of lateral framework of internal forces .it should linear superposition ,composite reinforced, in the situation of weight load, span and the small dip, checking computations should be took for tension beams cracking, appropria

47、te intensify the section, with fine steel, including the side beams of steel beams rafah terminal should take two meander anchorage,just like letter l with ng as 10d long bends, meander 135 degrees angle and put pull beam intersection with the vertical reinforcement column touting the meander overca

48、st horn. this paper take model in figure 1 as example, ignore tigers window , 4 sloping roof are 35 o angle, the length of roof slab dimensions are shown in figure 4. plate unit area quality is 350 kg/m2, overhaul live load is 0.50 kn/m2, pressure standard of windward side is 0.21 kn/m2, leeward fac

49、e is -0.45 kn/m2, design value of roof horizontal seismic acceleration is 0.1g, calculate the bearing capacity limit by standardizing, considered separately with and without seismic load effect of the combination basic design value,we use combination of without earthquake force through compare，load

50、calculation and analysis results of every position shown in table 1:roof triangular plate3the long trapezoidal plate2da b=800mab l=11.00mbbc l=12.00msymbolunitsformuladspanaformulaaspanbbspancsurface loadseismic load without permanent standardnkn/m(11)0-18.6218.6218.62-0(2)0-18.6218.6218.6218.6218.6

51、218.62-0no seismic load standard of livingnkn/m(11)0-2.662.662.66-0(2)0-2.662.662.662.662.662.66-0seismic gravity load a representative valuenkn/m(11)0-19.9519.9519.95-0(2)0-19.9519.9519.9519.9519.9519.95-0wind loadnkn/m(6)parallel with the wind at the plate(6)0-0.760.760.760.760.760.76-0earthquake

52、level rolenkn/m(8)earthquake direction parallel with the board and not considered (8)0-2.092.092.092.092.092.09-0momentmoment design valuemknm151.36429.25-510.84-510.84510.84axial forcenkn34.4497.67116.24116.24116.24shearvkn56.7656.76156.09212.85212.85170.28anti vertical edgerkn56.7656.76156.09212.8

53、5425.70212.85170.28anti level ofrkn46.5046.50127.86174.35348.71174.35139.49vertical and horizontal beams pull beam rallyknab 46.50ad 127.86348.71column c and beam direction between columns139.495. analysis and design for roof of the vertical loads under sloping roof slabs as a multilateral support p

54、late folded plate structure has character of “unified of borad and frame”: general intersection of each pair of ramps are for mutual support, both sides of the transition line plate can be counted dogleg small rotation and transmission, distribution moment.under load control which is the role of gra

55、vity the two sloping geometry load roughly symmetrical occasions, there is no corner at symmetry capital turning point, approximate seen as the plate embedded solid edge.if take out a distance by plate of eaves, plate of inside ridge also formation to negative moment,and long roof slabs in the plate

56、 sloping beams department and neighbor plate linked together, these all can be approximated as embedded-plate edge to process.for antisymmetric load like horizontal seismic load,the ping roof should be treated as shear,but it is not control load usually. plate final design moment value is the status

57、 of various unfavorable combination of linear superposition, from the cross-sectional direction plate reinforced by the columns, reference, balance the require of concrete deep beams of tectonic, upper plate for moment of negative reinforcement should be reinforced at all or an entire cross-leader,

58、as they also serve as a deep beam distribution lumbar tendons or stirrup. plate in the bottom vertical with reinforcement eaves, negative reinforcement in accordance with their respective calcualte requirements,and it is different after superposition stirrups requirement both sides of "stirrup" in this situation cannt linked at awnings