钢筋混凝土坡屋顶的结构设计外文翻译(编辑修改稿)

钢筋混凝土坡屋顶的结构设计外文翻译(编辑修改稿)内容摘要：

1 12 3 c o sL L a h L L L LN V L h h l a V L L         2 2 20 1 0 0 0 1 12 2 2 22 0 1 0 01l n 2 3 c o s aL L h l L L LnV s x l h v h L x x l L     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 pare with the load effect. Moreover, the triangle area is small As approximate calculation, such directuse 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 actual profile is part IIIIII shown in figure 1 A B C图4 a图4 bBD 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 antibearing column . in the figure hypotenuse is oblique roof equal to strengthen frame, Similar 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 thinwalled beams, which could also be seen as truss. Therefore, we called roof boarding the plane formed a thinwalled beamtruss system, in concrete theory, between the truss and the beam have no natural divide . it’s 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 the other hand it has high crosssection, by increasing reinforced to increase capacity on the cost impact is not significant. Specific algorithm is: Singleramp calculate by simple cradle, MultiSpan ramp’s bending moment, shear, and supporting antiedge use the calculate value by the possible maximum 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, twohinged, about two span take the largest one. PinPin bearing shear force that is supported by the intersimple calculate according to simple cradle. But in this method the location of the various internal force’s safety level is uneven expansion, appropriate adjustment should be made is late calculation. No mater f the triangular or rectangular part of plate, Thinplane bending rebar can get by method of moment 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 the end is weak can properly reinforced its roof beam below the reinforcement. If shear required stirrup in the rectangular part of thinwalled, should superposition to the beam, generally it’s no need to intentionally imaginary abdominal strengthening reinforcement at rod position. 4. Calculation and Design of Pull Beam and Roof Beams By column in figure 1 marked calculated value of supporting force and their level of vertical ponent, horizontal ponent 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 footnotes represent the force generated by the panel two. Their horizontal ponent balanced by triangle three under the eaves of beams. horizontal ponent of intermediate support reaction is balanced by the twolevel pull beam in deep direction. Then pull beam and above the sloping beams constitutes steel Arch. Because of the existence of antisymmetric load, bilateral role in the antipowerlevel ponents 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 under 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 multifaceted, Actual force is smaller than bear calculated by oneway 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 putations should be took for tension beams cracking, appropriate 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 overcast 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 kN/m2, Pressure standard of windward side is kN/m2, Leeward face is kN/m2, Design value of roof horizontal seismic acceleration is , Calculate the bearing capacity limit by standardizing, Considered separately with and without seismic load effect of the bination basic design value,we use bination of without earthquake force through pare， Load calculation and analysis results of every position shown in table 1: Roof triangular plate3 the long trapezoidal plate2 D～ A B=800m A～ B L= B B～ C L= Symbol Units Formula D Span A Formula A Span B B Span C Surface load Seismic load without permanent standard N kN/m (11。