鋼筋混凝土坡屋頂的結構設計外文翻譯

1、<p><b>　　本科畢業(yè)設計</b></p><p><b>　　外文文獻及譯文</b></p><p>　　文獻、資料題目：Structural Design of Reinforced Concrete Sloping Roof</p><p>　　文獻、資料來源：網絡</p><p&

2、gt;　　文獻、資料發(fā)表（出版）日期：2007.1</p><p><b>　　院 （部）：xxx</b></p><p>　　專 業(yè)： xxx</p><p>　　班 級： xxx</p><p>　　姓 名： xxx</p><p>　　學 號： 2007011287&

3、lt;/p><p><b>　　指導教師：xxx</b></p><p><b>　　翻譯日期： xxx</b></p><p><b>　　外文文獻：</b></p><p>　　Structural Design of Reinforced Concrete Sloping R

4、oof</p><p>　　Abstract: This paper point out common mistakes and problems in actual engineering design according immediately poured reinforced concrete sloping roof especially common residential structure.It

5、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 use function for user of garret . The paper also discu

6、ssed the need to open the roof holes, windows, and with other design with complex form</p><p>　　Keywords : sloping roof;folded plate; along plane load;vertical plane load</p><p>　　1. Introducti

7、on</p><p>　　In recent years, reinforced concrete slope of the roof has been very common seen, the correct method of it’s design need establish urgently It’s target is to abolish or reduce the roof beams and

8、columns, to obtain big room and make the roof plate "clean ". This not only benefits tructure specialty itself but also to the design of the building professionals to develop new field, and ultimately to allow

9、 users, property developers benefited,and so it has far-reaching significance.</p><p>　　In the common practice engineering practice, a designer in the calculation of the mechanical model often referred slopi

10、ng 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 sq

11、uare planar housing, double slope, multi-slope roof and arch, shell.Ping and oblique ridge are folded plate like “A”, whether layout beams and columns, its ridge</p><p>　　2. Outlines of Methods </p>&

12、lt;p>　　For most frequently span, the way to cancel the backbone of housing, didn’t add axillary often. But in the periphery under the eaves to the framework need established grid-beam or beams over windows. For long r

13、ectangular 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 into the same thickness width have possession of a g

14、athering of the rafah beam profiles . Pull beam above has a two-slope </p><p>　　This method is suitable for the framework structure, little modifications also apply to masonry structure or Frame-wall structu

15、re. General arch structure have good anti-seismic performance, if designed properly, the sloping roof will also do so. In this paper the pseudo-static is used to analysis earthquake effects.</p><p>　　3. Anal

16、ysis and Design for Along Plane Effect of Loads </p><p>　　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

17、 is take 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 figu

18、re 2.</p><p>　　In Figure 2 the right supports vertical linkage representatives roof beams supporting role, ramps connecting rod on behalf of the board itself thin beam reaction effect which is virtual and ap

19、proximate 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 numerical difference can be seen

20、as two plates bear along with the plane load and roof beams bear the vertical load press</p><p>　　represent every numbered ramp the quality distribution per unit area ,m with english footnotes represent qual

21、ity 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:</p><p>　　Figure 2b represent situation of

22、bear wind load, these formulas as follows: </p><p>　　Figure 2c represent situation of role of level earthquake, these formulas as follows: </p><p>　　When vertical seismic calculation required by

23、 Seismic Design Parameters </p><p>　　It’s 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 f

24、igure 2 and also to left when exchange data of two plate. </p><p>　　As end triangle of Multi-slope roof ,for simplify and approximate calculation need, we assume two lines distribution load only produced by

25、roof board of several load, effect.now II-II cross-section from figure is took to analysis Long trapezoidal plate two’s end triangle, assuming the structure symmetry approximately, take half of structure to establish mod

26、el (figure 3). Because linked with the end triangular plate-3 plane has great lateral stiffness ,therefore assume the model leftist stronghol</p><p>　　shown in Figure 1 take the variable x as an argument,ass

27、ume 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 lo

28、ad distribution ,where h3 is Slitting vertical thickness of plate 3.</p><p>　　As wind load and earthquake effect, sketch could use approximate figure 3b、3c and use method of structural mechanics to sol

29、ve 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 area is small As approximate calculation, such direc

30、t-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 </p><p>　　Figure 4 is vertical launch plan and bear

31、 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, Similar wind ramp

32、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 pl

33、ane formed a "thin-</p><p>　　4. Calculation and Design of Pull Beam and Roof Beams </p><p>　　By column in figure 1 marked calculated value of supporting force and their level of vertical co

34、mponent, 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 footnotes represent the force generated by the panel tw

35、o. 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 </p><p>　　Roof beams ge

36、neral 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 ed

37、ge beams under bending moment, shear ,like board supported by multi-faceted, Actual force is smaller than bear calculated by one-way plate Nb ,Fourth is the effect of lateral framework of internal forces .it should linea

38、r superposition ,Composite Reinforced, in the s</p><p>　　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 fi

39、gure 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 face is -0.45 kN/m2, Design value of roof horizontal seismic acceleration is 0.1g,

40、 Calculate the bearing capacity limit by standardizing, Considered separately with and without seismic load effect of the combinat</p><p>　　5. Analysis and Design for Roof of the Vertical Loads Under Sloping

41、 Roof Slabs as a Multilateral Support Plate </p><p>　　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 th

42、e transition line’ plate can be counted dogleg small rotation and transmission, distribution Moment.Under load control which is the role of gravity the two sloping geometry load roughly symmetrical occasions, there is n

43、o corner at symmetry capital turning point, Approximate seen as the plate embedded solid edge.if take out a distance by plate o</p><p>　　Both sides of "stirrup" in this situation cann’t linked at a

44、wnings edge follow shape “U”, can be bent to shape "L" follow upper and down direction,legnth of packs could equal to thickness of plate.</p><p>　　It should enhenced at the node of ramp at the inte

45、rsection appropriately. It recommended that use swagger tectonic shown as in Figure 5 considing simple structure without axillary at the situation of Cloudy angle without pull. To ensure all reinforced Installing accur

46、acy, Few of the rhombus with the supports and rebar stirrups could be added to formed positioning Skeleton at strengthening reinforced department in the figure, Let two later installed sloping steel plate tie to its las

47、hing,desig</p><p>　　6. Calculating and processing of open window and hole in sloping roof</p><p>　　Assume the plate in figure 6 has a big hole whose wideth is b ,height is h0 ,assuming that tung

48、 center along with the plane bending moment, shear, respectively are M and V through overall calculation, use vierendeel calculation method get about middle cave:</p><p>　　Where I1、I2 、I respectively represe

49、nt upper and down plate limb’s Section moment of inertia and double limbs section moment of inertia.while Edge Moment by hole is: </p><p>　　not very big by the hole, close to the neutral axis in most cases o

50、verall, under the no-hole design of the reinforced the opening hole after the plane can meet the demands by calculation,under the no-hole design of the reinforced the opening hole after the plane can meet the demands by

51、calculation.</p><p>　　General tiger window’s form prominent roof Facade which a hole had opened up and the other faces a concrete slab closed.when analysis of vertical slab roof slab surface loads ,compare w

52、ith without windows and roof slabs hole window sheet increased load. profiles of window’s folded plate form make it reduce the bending stiffness compare with without hole roof board, But with the profile hole edge which

53、parallel to the vertical plate is a partial increase in bending stiffness. In the absence of th</p><p>　　vertical transmission line of the moment. If the roof slab roof beams department no outward roof then

54、the actual plate-bending force on the line near the roof beam reversed also true, Because of this architects should strive for when determine oosition of tiger position take appropriate care.When pin tung far away from l

55、ine-bending window wall and roofing in the intersection must bear folded plate and transmission moment, but compare with plate without hole its capacity is weaken surely,and it’s</p><p>　　two panels can be d

56、ouble reinforcement. When the hole is less than line-bending scope should increase negative reinforcement around to keep overall security plate bearing capacity. To ensure steel plate in place accuratly,also should use p

57、ositioning stirrups and longitudinal reinforcement constitute skeleton similar as figure 5. Hoop end within vertical bars should be strengthen steel and end cave corner should be harvested more than one anchor length to

58、make sure that bottom of the cave 4 tensi</p><p>　　7. Stabilize Roof Slope </p><p>　　In China's V-shaped folded plate structure design norms,the method prevent both sides of the flanges at

59、local instability is limit its generous ratio,This requirement come from the use of isotropic plate buckling theory analysis. In research the flanges outside instability in critical state, the boundary conditions of win

60、glets suppose as freedom outside, fixed interior, pre - and post-hinged on both sides,the situation plates subjected to the bending stress to solve width and height ratio corre</p><p>　　Is C30,the limit of w

61、idth and height(b/t) ratio is 47, take 35 as stress non-normative value. Concrete elastic modulus and strength levels is not a linear relationship if use high-strength concrete other study should be taken. In the actual

62、slope roof only a long row to the middle plate bearing plate outside may receive pressure. And here is just the pouring </p><p>　　plate affixed roof sloping beams and horizontal pull beam cast together. <

63、/p><p>　　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

64、one with roof beams changed boundary conditions of plate, anti-great instability role also very big. For other locations ramp vertical compression edge May also set up the appropriate plate edge beams all these method w

65、ill receive beyond the norms of redundant safety. Taking into account the plate</p><p>　　9. Computer Calculation Method of Local Sloping Roof Structure and Overall ICC of Overall Structure</p><p&g

66、t;　　Any calculate software with inclined plate shell modules and the modules bar structural finite element can calculation of competent sloping roof. Shell element of each node have 3 membrane freedom and three panels

67、freedom and can analysis the plane board and internal forces </p><p>　　Of out-of-plane effects. However, the current prevalence of certain spatial structure finite element computer program which although hav

68、e 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 becoming more diverse, complex and ramp space proble

69、ms often encountered. Such software should expand its pre - and post-processing functions for conversion of shell element stiffness matrix and l</p><p>　　From the eaves to the roof elevation areas, the whole

70、 roof of anti-lateral stiffness lower than mutation, quality small than lower,this could not easy to simulate in calculation of whole housing. At the top construction of the seismic as higher-mode response which is also

71、whiplash effect, the earthquake-lateral force may be abnormal and have effect on under layers. Therefore, in the partial hand count roof occasions when take ICC analysis to the overall structure, it proposed roof layer

72、use mod</p><p>　　10. Conclusion </p><p>　　1）Concrete ramps, side beams in different directions superposition of internal forces, reinforced and ramp stability, the hole limits all to be do in-de

73、pth study related this research. Similar typical problems are top floor of structural transformation layer and box-type base box side wall all their research results can be used to adopt.It’s a important method do observ

74、ation on project; finite element analysis ICC will be more economical, practical and popular. Currently existing completed slopi</p><p>　　2）This structure forms make a new world of design concept of use the

75、top floor and impact on people's living habits.The economic, social benefits it taked will gradually revealed,however it need interaction of architectural and structural professionals and People’s awareness and infor

76、mation and even real estate management policies and other support aspects.This method is hard for structure professional,some specific details have no norms to follow at present. This is the challenges sructure staf</

77、p><p>　　references</p><p>　　[1]Francis D.K.Ching  A Visual Dictionary of Architecture, International Thomson Publishing Inc. 1997.[2]Jiang Fengqing :internal forces of Simply supported two-wa

78、y pack square plate, Civil Engineering Journal,1982(2)</p><p>　　[3]Lai Mingyuan.Zhang Guxin: Deflection and internal forces of Simple peripheral portfolio folded plate roof, Civil Enginee

79、ring Journal,1992(2)</p><p>　　[4] ]Lai Mingyuan: Deflection and internal forces of Simple flattened four folded plate roof slope, Civil Engineering Journal, 1995(1)</p><p>　　[5]Li Kaixi.Cui Jia:

80、 Local Stability About Yan Beam, Building Structures ,1996(1) [6] user manuals and technical conditions of Multi-storey high-rise building and the space finite element structural analysis and design software SATWE, PKPM

81、CAD department of China Building Research Academy </p><p>　　[7]Chen Xinghui.Lin Yuankun: Several calculation problems in the design of V-folded plate roof , Scientific publishing house,1985</p><p&

82、gt;　　[8]current building structure norms, China Construction Industry Press,2002 </p><p><b>　　中文譯文： </b></p><p>　　鋼筋混凝土坡屋頂的結構設計</p><p>　　簡介： 本文對于現澆鋼筋混凝土坡屋頂，尤其是常見的住宅結構，指出

83、實際工程中常見的設計錯誤及問題。本文提出采用折板、拱殼結構布置概念和設計方法，用以減少或取消梁、柱的布置以降低成本并擴大閣樓的用戶使用功能。本文還討論了屋頂需要開洞、開窗，及具有其它復雜形體情況的設計。本文闡述了相應的簡易近似計算方法及構造處理。關鍵字：坡屋頂 折板 水平荷載 豎向荷載 </p><p><b>　　一．前 言</b></p><p>　　近幾年，鋼

84、筋混凝土坡屋頂的應用已經十分廣泛，其正確設計方法的研究、確立非常迫切。其目標可以是取消或減少屋頂內的梁、柱，實現大空間，讓屋頂板下“整潔干凈”。這除給結構專業(yè)本身帶來效益外，還能給建筑專業(yè)的設計開拓新余地，最終讓廣大用戶、房地產開發(fā)商受益，其意義深遠?！　∧壳俺Ｒ姷膶嶋H工程，設計者在計算的力學模型中，往往把坡屋頂看成垂直投影下的平面梁板,或把平脊、斜脊輪廓線當成框架盲目地加梁、斜柱。事實上，對于一般方形平面的房屋，雙坡、多坡屋頂的受力

85、狀態(tài)與拱、殼結構類似。平脊、斜脊的橫斷面都是“人”字型的折板，無論是否布置梁、柱，其脊線的變形形態(tài)根本不同于框架。上述做法都會使計算結果與真實的結構內力大相徑庭。在施工過程中，屋脊梁、板斜交處模板形體復雜，多種角度的鋼筋交錯重疊，安裝、澆注都很困難。這些在工程中也很常見，是典型的畫蛇添足?！　∮袑W者運用彈性薄殼理論的數學物理方法，分析折板屋蓋的內力、變形，揭示了在底座四周邊既無水平外漲、又無豎向沉降位移情況時的豎直荷載效應規(guī)律[2][

86、3][4]，在一定程度上體現了拱、殼的特點。然而，假定這樣的邊界條件，與一般工程的實際情況相差甚遠，掩蓋了屋檐</p><p><b>　　二．本文方法概述</b></p><p>　　對于一般常見的跨度，本方法取消屋脊梁，基本不加腋。但在周邊屋檐下要設框架梁或圈梁兼窗過梁。對于平面為長矩形的多開間、多柱情況，在建筑專業(yè)布置有橫隔墻的每對中間柱之間在進深方向設置寬度同

87、墻厚，可藏砌在墻里的拉梁。除跨度較小的情況外，拉梁上方有雙坡貼板屋面斜梁。對于住宅，如果建筑專業(yè)需要，可爭取實現在每戶范圍內頂棚無梁外露，見圖1。類似桁架理論，本方法強調利用構件軸向力效應，但與桁架的區(qū)別在于內力分布不僅沿桿單根軸線而且還沿板平面。一般每塊板都具有折板的受力特征，在承受屋面重力、風力、地震荷載，造成順沿板平面的內力分量時，每塊板都相當于有加強翼緣的薄壁梁?？v向支座之間由拱殼效應產生的板的橫推力就是靠薄壁梁的抗彎反力水平分

88、量平衡的。在板承受上述荷載的垂直分量時，每塊板就相當于有嵌固邊的多邊支承板。本方法的設計要點，就是有意識地建立、完善坡屋頂的拱、折板體系，在屋檐標高處用盡可能少的水平拉梁平衡斜板的水平推力。其計算方法可分為手算法和計算機法,本文重點討論手算法。手算方法取坡屋頂的單坡板作為隔離體，通過近似地整體分析，簡化確定板的邊界條件，求解順沿平面、垂直平面兩種荷載效應，在直法線假定下對各</p><p>　　本文的方法適合于框

89、架結構，稍加變通也適用于砌體結構或框剪、剪力墻結構。一般拱結構具有良好的抗地震性能，只要設計得當，坡屋頂也如此。本文采用偽靜力方法分析地震力效應。</p><p>　　三．坡屋面板作為薄壁梁，對順沿平面荷載的效應進行分析和設計</p><p>　　首先針對圖 1.的橫剖面 I-I，即位于一對長向梯形板1、2的等寬度矩形部分進行分析。作為近似計算，假定其順沿平面荷載沿長向是常數，這正如四面支

90、承的矩形平板可以被簡化為單向板的情形一樣。我們取沿長向為一單位寬度的窄條結構作為分析對象，采取了圖2的兩鉸拱模型。</p><p>　　圖2右支座處的豎連桿代表屋檐梁的支承作用，而斜連桿則代表板本身的薄壁梁反力效應，是虛擬的，近似等效的（其作用的真實位置應是分布在斜板內），我們在此要求解兩個支座反力。因為工程實物的總壓力是通過板2及屋檐梁傳遞到兩端柱上的，所以兩桿支反力數值可以分別被看作為板2承受的順沿平面荷載及

91、屋檐梁承受的豎向壓力荷載。下面給出各種工況下板2右端兩種連桿支反力表達式，因模型取單位寬，所以其結果除屋面有集中質量情況外均為線均分布荷載。它們均由N表示，其英文下腳標s、b分別表示順沿平面作用于屋頂板、及豎直作用于屋檐梁，g、w、e分別表示重力、風壓及水平地震作用，d、c分別表示分布、集中荷載或作用。公式中h表示各板厚度，g為重力加速度，a為屋頂處的水平地震加速度設計值，Wk表示風壓的標準值。m加數字下腳標表示各編號斜板的單位面積的分

92、布質量集度，m加英文下腳標表示各位置集中物質量。對于兩坡對稱的情況，它們的公式可以更簡潔。</p><p>　　圖2a表示承受豎向重力荷載情況，各項對應的公式為(1)至(4)：</p><p>　　圖2b 表示承受風荷載的情況，各項對應的公式為(5)、（6）：</p><p>　　圖2c表示承受水平地震作用的情況，各項對應的公式為(7)至(10)：</p>

93、;<p>　　當按抗震設計規(guī)范要求進行豎向地震力計算時，其計算公式大體同重力作用公式(1)至(4)，只要把重力加速度g換成豎向地震加速度av 計算即可。上述公式適用于圖2的右支座，當將兩板數據對調時也適用于左支座?！　τ诙嗥挛蓓數亩瞬咳前澹鳛楹喕朴嬎?，我們假定兩種線均分布荷載僅由本板屋面的幾種荷載、效應產生?，F截取圖1的II-II剖面來分析長向梯形板2的端部三角區(qū)，假定結構大致對稱，取結構的一半建立模型，見圖3

94、。因為與其相連的端部三角形板3平面內抗側移剛度很大，因此假定模型左支點即構件中央沿左右方向不能移動。板中央豎向剛度小，在一般重力荷載大致對稱的情況僅可能發(fā)生中點上下移動，因此模型中間采用上下平行的雙連桿連接。風荷載、地震作用一般在兩坡呈近似反對稱，因此在板模型中央采取不動鉸支座，允許轉動并把側向力傳給板3的邊梁。板2三角區(qū)下的屋檐梁豎載及板本身順沿平面荷載分布均是圖1所示的以x為自變量的函數，設II剖面位置距端部為x0，則圖3中斜坡的水

95、平長度應為y0=x0L2/L3。式(11)至(14)為三角區(qū)承受豎向重力情況沿x方相認意位置的兩種分布荷載值，其中h3  應為板3的豎直剖切厚度。</p><p>　　對于風荷載及地震作用效應，簡圖可近似取圖 3b、3c,用結構力學方法求解，但過程繁瑣且合理程度有限。與重力荷載效應相比，風、地震效應顯然是次要的。加之三角板面積小，作為近似計算，如直接采用雙坡矩形板的計算結果，比較方便且不會明顯浪費。求解

96、端部三角板3的兩種分布荷載，方法與長向梯形板的三角區(qū)的解法相同，只要將圖1所示的x與y、L2與L3互相顛倒即可，實際剖面為圖1中的III-III。</p><p>　　圖4為圖1所示屋頂斜板的直立展開平面圖，及承受組合值荷載（其作用的真實位置應是分布在板內而不是集中在上邊緣線上）的簡圖，用來分析斜板平面內力及柱支座反力。圖中斜邊恰是斜屋脊，相當于加強邊框，類似桁架的上弦斜桿，與下邊緣組合，能構成暗桁架體系；而長向

97、梯形板內的矩形部分可以被看成薄壁梁，也可以看成桁架。因此，我們稱屋面板在平面內形成了“薄壁梁-桁架”體系，在混凝土理論里，梁與桁架之間并沒有天然的鴻溝。對于這樣的聯(lián)合體系，要準確手算內力、支座反力比較煩瑣，也沒必要。因為一方面，跨數多、抗彎剛度大的結構對于支座不均勻沉降十分敏感，須多留安全儲備；另一方面由于它截面很高，通過加大配筋量來提高承載力對成本影響并不大。具體算法就是：單跨斜板按簡支計算；多跨連續(xù)斜板的彎矩、剪力、支反力用可能的上

98、限數值控制辦法取值。各跨正彎矩按簡支計算，中間支座處兩側剪力、負彎矩及支反力按在本支座連續(xù)、兩鄰端鉸支，左右兩跨長均取兩跨中最大跨距計算，邊跨邊支座剪力即支反力按本跨簡支計算。這樣各位置的各種內力的安全度得到程度不均勻的擴大，因此在以后步驟中還應適當再調整?！　o論是板的三角部分還是矩形部分，薄壁平面內抗彎的</p><p>　　四．拉梁與屋檐梁的計算和設計</p><p>　　圖1柱處

99、標注了斜板計算得到的支座反力及它們的水平、豎直分量，水平分量為總反力乘以傾角的余弦。以柱A處為例， RA2中第一個下腳標A表示柱編號，第二個下腳標2表示本反力由板２產生。它的水平分量RA２ H 要靠三角板3下的屋檐梁平衡。中間支座反力的水平分量，應由進深方向兩柱間的水平拉梁來平衡。這時，拉梁與上方的斜梁構成了三角形剛結拱架。因反對稱荷載的存在，作用于兩側柱的反力水平分量可能不一致，拉梁拉力應取平均值?？紤]支座可能的不均勻沉降影響，拉梁的

100、水平設計拉力值應適當寬裕?！　∥蓍苓吜阂话愠惺芩闹貎攘Γ旱谝粸樯鲜鏊嚼Γ诙亲鳛樾蔽菝姘宓囊砭壴诎迤矫鎯仁軓潟r它產生的軸力，第三是作為承受垂直荷載的屋面板的邊梁承受的彎矩、剪力，如板為多面支撐，實際受力就比承受按單向板計算的Nb荷載情況小，第四是框架側移效應內力。應線性疊加，綜合配筋。在荷載重、跨度大、傾角小的場合，應作受拉梁的抗裂驗算，適當加大斷面，用細鋼筋。包括邊梁在內的拉梁鋼筋端部應采取兩段彎折錨固，尤如“L”字的右下端再