【正文】 e value of Vertical triangle of gravity along the x direction arbitrary location of the two load distribution ,where h3 is Slitting vertical thickness of plate 3. ? ?22020c o s 2 1 2 c o sea am k x L h xN L s h v l x?????? ?????? ? ?21 1 121 0 01s in c o s 2 1 2 c o sm k v L h xN l x h x L V? ? ????? ?????? ? ?220 0 0 0 02 2 21 1 0 0m a x 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圖4 a圖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。s living economic, social benefits it taked will gradually revealed,however it need interaction of architectural and structural professionals and People’s awareness and information and even real estate management policies and other support method is hard for structure professional,some specific details have no norms to follow at present. This is the challenges sructure staff faced and also the happy exist. references [1]Francis A Visual Dictionary of Architecture, International Thomson Publishing Inc.。s Vshaped folded plate structure design norms,the method prevent both sides of the flanges at local instability is limit its generous ratio,This requirement e from the use of isotropic plate buckling theory analysis. In research the flanges outside instability in critical state, the boundary conditions of winglets suppose as freedom outside, fixed interior, pre and posthinged on both sides,the situation plates subjected to the bending stress to solve width and height ratio corresponding with the critical pressure pressive stress. When the grade of concrete Is C30,the limit of width and height(b/t) ratio is 47, take 35 as stress nonnormative value. Concrete elastic modulus and strength levels is not a linear relationship if use highstrength concrete other study should be taken. In the actual slope roof only a long row to the middle plate bearing plate outside may receive pressure. And here is just the pouring plate affixed roof sloping beams and horizontal pull beam cast together. Have no possible of rollover and foreign rising displacement. norms limited of folded plate span is 21m. roof below and the vertical column spacing generally much smaller it. And the board which into one with roof beams changed boundary conditions of plate, antigreat instability role also very big. For other locations ramp vertical pression edge May also set up the appropriate plate edge beams all these method will receive beyond the norms of redundant safety. Taking into account the plate shear plane, while the vertical direction of the load caused the exit plane effects, Therefore, the grasp of security of caution should cautious. This paper proposed ramp thickness not less than to the short span of 1 / 35 which also conform to design experience of generally confined SLABS, Concrete should graded between C25 and C35 while Steel should I or class II. 9. Computer Calculation Method of Local Sloping Roof Structure and Overall ICC of Overall Structure Any calculate software with inclined plate shell modules and the modules bar structural finite element can calculation of petent sloping roof. Shell element of each node have 3 membrane freedom and three panels freedom and can analysis the plane board and internal forces Of outofplane effects. However, the current prevalence of certain spatial structure finite element puter program which although have shell model but some are not inclined plate, some not right at the same plane, the stress state and foreign integrated reinforcement are not perfect. With structures being more diverse, plex and ramp space problems often encountered. Such software should expand its pre and postprocessing functions for conversion of shell element stiffness matrix and loading vector in the direction of freedom and further analysis of ramp space, the space of concrete against stress integrated reinforcement. In a fundamental sense manual method and the finite element method are interchangeable but the result may be very different. As long as layout roof ponent as this concept,then use the software to calculate can fast, precise, to achieve this goal of this paper. From the eaves to the roof elevation areas, the whole roof of antilateral stiffness lower than mutation, quality small than lower,this could not easy to simulate