TWI756675B

TWI756675B - Beam component with optimized structural arrangement

Info

Publication number: TWI756675B
Application number: TW109114603A
Authority: TW
Inventors: 賴政興
Original assignee: 賴政興
Priority date: 2020-04-30
Filing date: 2020-04-30
Publication date: 2022-03-01
Also published as: TW202142765A

Abstract

A beam component with optimized structural arrangement includes a continuous beam body formed of a plurality of beam segments connected in an end-to-end manner. The beam component is supported by a plurality of support members for bearing the weight load, so as to form a plurality of sections having positive or negative bending moments. Therein, a plurality of beam segments are connected in an end-to-end manner at the position in which the sections are smaller than one half of the largest bending moment. Also, the size of the sectional face of each beam segment is selectable, so as to make the stress ratio of the largest bending moment of the section in which the corresponding beam segment is disposed be close to but not larger than the value of 1. Thus, the size of the sectional face of the beam segments are changeable to adjust the stress ratio, thereby optimizing the arrangement of the beam component.

Description

具結構配置優化之樑構件Beam member with optimized structural configuration

本發明係關於一種樑構件，尤指一種具結構配置優化之樑構件。The present invention relates to a beam member, especially a beam member with optimized structural configuration.

習知樑構件為能便於製造、運輸和配合現場施工，隨著廠製與運輸條件，例如鋼或鋁為材質所製成的樑，通常需要到場續接以構成結構系統，例如像鐵路月台的頂棚，或像太陽能發電系統之架構。如以連續樑的形態進行樑構件在承受載重時之結構力學分析，所承受最大應力處通常是落在跨度區段的中間位置以及支承位置，在其他區段所承受的應力相對較小。In order to facilitate the manufacture, transportation and on-site construction of conventional beam components, with the factory and transportation conditions, for example, beams made of steel or aluminum, they usually need to be connected on site to form a structural system, such as a railway platform. A ceiling, or a structure like a solar power system. For example, the structural mechanics analysis of the beam member under load is carried out in the form of a continuous beam. The maximum stress usually falls in the middle position of the span section and the support position, and the stress in other sections is relatively small.

然而，在僅考量結構安全因素而未考量經濟因素的原則下，實務上用以續接的樑段都是採用可承受最大應力之樑斷面規格，造成樑構件在最大應力區外之斷面有過度設計(Overdesign)的現象，由於未隨各區段所能承受的應力比值調整樑段的樑斷面規格，造成樑段材料的浪費而顯得不經濟，當樑構件應用在輕負載結構時，例如應用於太陽光電發電系統之承載結構，前述不經濟的情形更是明顯。However, under the principle of only considering structural safety factors without considering economic factors, in practice, the beam sections used for continuation are all beam sections that can withstand the maximum stress, resulting in the section of beam components outside the maximum stress area. There is a phenomenon of overdesign. Because the beam section specification of the beam section is not adjusted according to the stress ratio that each section can bear, the beam section material is wasted and it is uneconomical. When the beam member is used in a light load structure For example, in the load-bearing structure of the photovoltaic power generation system, the aforementioned uneconomical situation is even more obvious.

因此，如何解決習知樑構件之樑段續接有有安全虞慮且不經濟之問題，即為本發明改良之主要重點所在。Therefore, how to solve the problem that the beam segment of the conventional beam member is connected with safety concerns and is uneconomical is the main focus of the improvement of the present invention.

為解決上述課題，本發明提供一種具結構配置優化之樑構件，在於樑構件之樑段的續接位置有足夠承受應力的強度而符合安全，且樑段可選用符合經濟之樑斷面規格者。In order to solve the above-mentioned problem, the present invention provides a beam member with optimized structural configuration, in which the continuation position of the beam section of the beam member has sufficient strength to withstand stress and is safe, and the beam section can be selected from the beam section that meets the economical beam section specifications. .

本發明之一項實施例提供一種具結構配置優化之樑構件，主要有一連續樑本體，其由複數樑段以端對端續接所構成，連續樑本體可受複數支承所支撐而承受載重，並產生複數呈正、負彎矩之區間，其特徵在於，複數樑段以端對端續接於所在區間小於二分之一最大彎矩的位置，且各樑段對應所在區間之最大彎矩選用應力比值相對接近1但不大於1之樑斷面。An embodiment of the present invention provides a beam member with optimized structural configuration, which mainly includes a continuous beam body, which is composed of a plurality of beam segments connected end-to-end, and the continuous beam body can be supported by a plurality of supports to bear the load, And generate a complex interval with positive and negative bending moments, which is characterized in that the multiple beam segments are connected end-to-end at the position where the interval is less than one-half of the maximum bending moment, and the maximum bending moment of each beam segment corresponding to the interval is selected. A beam section with a stress ratio relatively close to 1 but not greater than 1.

較佳地，複數樑段以端對端續接於所述正、負彎矩交界而彎矩為零的位置。Preferably, the plurality of beam segments are connected end-to-end at the junction of the positive and negative bending moments and the bending moment is zero.

較佳地，複數樑段的樑斷面應力比值的差值小於0.5。Preferably, the difference between the beam section stress ratios of the plurality of beam segments is less than 0.5.

較佳地，複數樑段以端對端續接之處呈鉸接。Preferably, the plurality of beam segments are hinged at the end-to-end connection.

較佳地，各樑段之樑斷面定義一中立軸，各樑段之樑斷面的斷面形狀依中立軸呈兩邊對稱，且對稱的兩邊具有相同的單位質量。Preferably, the beam section of each beam segment defines a neutral axis, the cross-sectional shape of the beam section of each beam segment is bilaterally symmetrical according to the neutral axis, and the symmetrical two sides have the same unit mass.

較佳地，所述樑段為均質材質之鋼樑、鋁樑和木樑之其中一者。Preferably, the beam section is one of steel beams, aluminum beams and wooden beams of homogeneous material.

因此，藉由複數樑段以端對端續接於所在區間小於二分之一最大彎矩的位置，讓實際施工時樑段的續接位置是與力學分析結果相符，以使樑段續接處皆有足夠強度能承受應力，避免將樑段續接視為連續的連體分析，而忽視續接造成結構弱點之問題發生；並且，各樑段對應所在區間之最大彎矩選用應力比值相對接近1但不大於1之樑斷面，樑段之間可隨各區間所能承受的應力比值而調整樑斷面規格，進而避免因過度設計所造成樑段材料的浪費，藉此達到樑構件之樑段續接符合安全且經濟之功效。Therefore, by connecting a plurality of beam sections end-to-end at a position where the interval is less than one-half of the maximum bending moment, the connecting position of the beam section during the actual construction is consistent with the mechanical analysis result, so that the beam section can be connected. There is enough strength to withstand stress at all places, so as to avoid considering the continuous connection of beam segments as a continuous conjoined analysis, and ignore the problem of structural weaknesses caused by the connection; and, the maximum bending moment of each beam segment corresponding to the interval is selected relative to the stress ratio. For the beam section close to 1 but not greater than 1, the beam section specification can be adjusted according to the stress ratio that each section can bear, so as to avoid the waste of beam material due to excessive design, thereby achieving the beam component The continuous connection of the beam section is safe and economical.

為便於說明本發明於上述發明內容一欄中所表示的中心思想，茲以具體實施例表達。實施例中各種不同物件係按適於列舉說明之比例，而非按實際元件的比例予以繪製，合先敘明。In order to facilitate the description of the central idea of the present invention expressed in the column of the above-mentioned summary of the invention, specific embodiments are hereby expressed. Various objects in the embodiments are drawn according to scales suitable for enumeration and description, rather than the scales of actual elements, which will be described together first.

如圖1(a)所示，為一應用於太陽光電發電系統之樑構件，屬輕負載樑，用於以下實施例之說明，但不以此為限，例如用於建築物或橋樑等重負載之樑構件者，亦為本發明之樑構件所涵蓋。所述樑構件，其有一連續樑本體10，有四支承20所支撐，其中二支承20分別位在連續樑本體10的兩端，另二支承20則等距支撐於連續樑本體10的兩端之間，以形成等距三跨連續樑而有三跨度段。假設連續樑本體10總長為15公尺，當受有100kgf/m之均佈載重，可經由結構分析軟體(SAP2000)計算出連續樑本體10之均佈載重數據，並繪製成圖1(b)所示之彎矩圖，此彎矩圖有五個區間，包含區間A、區間B、區間C、區間D、區間E，其中於區間A、區間C和區間E等跨度段呈現正彎矩，另於中間支承20兩處之區間B、區間D呈現負彎矩。As shown in Figure 1(a), it is a beam member applied to a solar photovoltaic power generation system, which is a light-load beam, which is used in the description of the following embodiments, but not limited thereto, such as for heavy-duty such as buildings or bridges. Loaded beam members are also covered by the beam members of the present invention. The beam member has a continuous beam body 10 supported by four supports 20, two of which are located at both ends of the continuous beam body 10 respectively, and the other two supports 20 are equally spaced and supported at both ends of the continuous beam body 10. There are three-span segments in between to form an equidistant three-span continuous beam. Assuming that the total length of the continuous beam body 10 is 15 meters, when there is a uniform load of 100kgf/m, the uniform load data of the continuous beam body 10 can be calculated through the structural analysis software (SAP2000) and drawn as Figure 1(b) As shown in the bending moment diagram, this bending moment diagram has five intervals, including interval A, interval B, interval C, interval D, and interval E, among which there is a positive bending moment in the span segments such as interval A, interval C, and interval E. In addition, the interval B and the interval D of the two intermediate supports 20 exhibit negative bending moments.

上述之連續樑本體10如為傳統型態之樑構件，例如是由三段各為5公尺之樑段11以端對端續接構成，續接位置分別是連續樑本體10在5公尺和10公尺處，續接方式主要為「剛接」，例如樑段11以端對端靠抵時利用續接板以螺栓鎖固即屬剛接之一種，或以焊接固定亦是一種剛接之形態。上述樑段11以前述剛接方式所續接構成之連續樑本體10，其最大彎矩 (單位:kgf-m)及應力比值分佈數值如下表1所示：表 1 區間A 區間B 區間C 區間D 區間E 最大彎矩 200.04 -249.9 62.6 -249.9 200.04 應力比值 0.793 0.991 0.248 0.991 0.793 If the above-mentioned continuous beam body 10 is a conventional beam member, for example, it is composed of three beam sections 11 each of 5 meters in length connected end-to-end. And 10 meters away, the connection method is mainly "rigid connection". For example, when the beam section 11 is abutted end-to-end, it is a kind of rigid connection by using the connecting plate to lock it with bolts, or fixing it by welding is also a kind of rigid connection. form of connection. For the continuous beam body 10 formed by the continuous connection of the above-mentioned beam segments 11 by the aforementioned rigid connection method, the maximum bending moment (unit: kgf-m) and the distribution of stress ratio values are shown in Table 1 below: Table 1 interval A interval B interval C interval D interval E maximum bending moment 200.04 -249.9 62.6 -249.9 200.04 stress ratio 0.793 0.991 0.248 0.991 0.793

由表1所示各區間之應力比值，可見在區間B和區間D有最大應力比值0.991，區間A和區間E的應力比值降為0.793，區間C更只有0.248，應力比值之差值達0.743。以傳統型態之樑構件而言，其用以續接之所有樑段11，皆會選用能達到該最大應力比值0.991對應之載重能力者，例如各樑段11為樑斷面規格C100L*50W*2.3T(L:高度；W:寬度；T:厚度)的C形鋼樑(如圖3(a)所示)，各樑段11每公尺單位重量為4.06KG，但在區間A、區間E以及區間C等承受較低應力之區段，仍然是使用相同樑斷面規格之樑段11，因未降低樑斷面規格而有造成材料浪費的情形。並且，樑段11續接之處恰巧位在各支承20所支撐而負彎矩最大之處，如未考量續接處之強度則有可能形成結構弱點而造成破壞。From the stress ratio of each interval shown in Table 1, it can be seen that the maximum stress ratio is 0.991 in the interval B and the interval D, the stress ratio of the interval A and the interval E is reduced to 0.793, and the interval C is only 0.248, and the difference between the stress ratios reaches 0.743. For traditional beam members, all beam sections 11 used for connection will be selected to meet the load capacity corresponding to the maximum stress ratio of 0.991. For example, each beam section 11 has a beam section specification of C100L*50W *2.3T (L: height; W: width; T: thickness) C-shaped steel beam (as shown in Figure 3(a)), the unit weight per meter of each beam section 11 is 4.06KG, but in the interval A, Sections E and C, which bear relatively low stress, still use beam sections 11 of the same beam cross-sectional specification, which may result in material waste because the beam cross-sectional specification is not reduced. In addition, the junction of the beam section 11 happens to be located at the position supported by each support 20 and has the largest negative bending moment. If the strength of the junction is not considered, it may form a structural weakness and cause damage.

於本發明中所述之最大彎矩，包含有正最大彎矩和負最大彎矩，但所稱正負僅在表示彎矩方向之差異，而不是指彎矩本身數值有正大於負的關係，故本發明中所敘及之最大彎矩和最大彎矩，不論正負，皆採絕對值之數值為準。The maximum bending moment described in the present invention includes the positive maximum bending moment and the negative maximum bending moment, but the positive and negative only indicate the difference in the direction of the bending moment, rather than the relationship between the positive and negative values of the bending moment itself, Therefore, the maximum bending moment and the maximum bending moment mentioned in the present invention, regardless of whether they are positive or negative, are taken as absolute values.

為解決上述傳統型態之樑構件的問題，本發明提供一種具結構配置優化之樑構件，其與上述傳統型態之樑構件的主要差異在於，其連續樑本體30，是以複數樑段31、31A、31B以端對端續接，且續接於所在區間小於二分之一最大彎矩的位置，且複數樑段31、31A、31B對應所在區間之最大彎矩選用應力比值相對接近1但不大於1之樑斷面，而於本發明之實施方式及申請專利範圍所述應力比值「相對接近1」之文義，包含等於1。其中，複數樑段31、31A、31B所選用之樑斷面的應力比值的差值以小於0. 5為較佳。In order to solve the problem of the above-mentioned traditional beam member, the present invention provides a beam member with optimized structural configuration. The main difference between the beam member and the above-mentioned traditional beam member is that the continuous beam body 30 is composed of a plurality of beam sections 31. , 31A, 31B are connected end-to-end, and are connected at the position where the interval is less than one-half of the maximum bending moment, and the maximum bending moment of the plurality of beam sections 31, 31A, 31B corresponding to the interval where the stress ratio is relatively close to 1 However, the cross-section of the beam is not greater than 1, and the meaning of the stress ratio "relatively close to 1" in the embodiment of the present invention and the scope of the patent application includes equal to 1. Among them, the difference between the stress ratios of the beam sections selected by the plurality of beam sections 31, 31A, 31B is preferably less than 0.5.

本發明提供一較佳實施例，如圖4(a)所示，其同樣是總長為15公尺的連續樑本體30，且同樣以四支承40支撐而受有100kgf/m之均佈載重，本實施例將此連續樑本體30分成五段，其中二樑段31的長為4公尺，另二樑段31A的長為2.38公尺，另一樑段31B的長為2.24公尺(圖4(a)樑段31、31A、31B之比例未依實際比例繪製，在此僅為示意)。於本實施例中，樑段31、31A、31B係以端對端續接於所述正、負彎矩交界而彎矩為零的位置(如圖4(b)所示)，且樑段31、31A、31B間以端對端續接之處呈鉸接(圖4(a)中以鉸接點H表示)，如圖2所示即為一續接板32以四螺栓33之鉸接型態，惟此述續接位置及鉸接方式僅為較佳之實施態樣，本發明並不以此為限制。較佳地，所述樑段31為均質材質之鋼樑、鋁樑和木樑之其中一者，而於以下實施例中係以鋼樑為實施例說明之。The present invention provides a preferred embodiment, as shown in Fig. 4(a), which is also a continuous beam body 30 with a total length of 15 meters, and is also supported by four supports 40 with a uniform load of 100kgf/m, In this embodiment, the continuous beam body 30 is divided into five sections, wherein two beam sections 31 are 4 meters long, the other two beam sections 31A are 2.38 meters long, and the other beam section 31B is 2.24 meters long (Fig. 4(a) The proportions of the beam sections 31, 31A, 31B are not drawn according to the actual scale, and are only shown here). In this embodiment, the beam sections 31, 31A, 31B are connected end-to-end at the junction of the positive and negative bending moments and the bending moment is zero (as shown in FIG. 4(b)), and the beam sections are 31, 31A, and 31B are hinged at the end-to-end continuation point (represented by hinge point H in Fig. 4(a)), as shown in Fig. 2, which is a hinged type of a continuation plate 32 with four bolts 33 , but the connection position and the articulation method described above are only preferred embodiments, and the present invention is not limited thereto. Preferably, the beam section 31 is one of steel beams, aluminum beams and wooden beams made of homogeneous material, and in the following embodiments, a steel beam is used as an example to illustrate.

由於樑段31、31A、31B之間以端對端續接之處呈鉸接，各樑段31、31A、31B對應表1各區間所呈現之最大彎矩和應力比值選用不同樑斷面規格。舉例來說，長為2.38公尺之樑段31A，所續接的位置分別對應有最大應力比值之區間B和區間D，於本實施例中仍選用樑斷面規格為C100L*50W*2.3T的C形鋼樑(如圖3(a)所示)，每公尺單位重量為4.06KG；長為4公尺之樑段31，則分別對應有次大應力比值之區間A和區間E，於本實施例中所選用樑斷面規格可降為C90L*45W*2.3T的C形鋼樑(如圖3(b)所示)，每公尺單位重量為3.7KG；長為2.24公尺的樑段31B，其所對應的是最小應力比值之區間C，於本實施例中所選用樑斷面規格可降為C60L*30W*2T的C形鋼樑(如圖3(c)所示)，每公尺單位重量為1.99KG。Since the beam sections 31, 31A, and 31B are hinged at the end-to-end continuation, each beam section 31, 31A, and 31B corresponds to the maximum bending moment and stress ratio shown in each section in Table 1, and different beam section specifications are selected. For example, the beam section 31A with a length of 2.38 meters is connected at the positions corresponding to the sections B and D with the maximum stress ratio respectively. In this embodiment, the beam section specification is still C100L*50W*2.3T The C-shaped steel beam (as shown in Figure 3(a)), the unit weight per meter is 4.06KG; the beam section 31 with a length of 4 meters corresponds to the interval A and the interval E with the second largest stress ratio, respectively. In this embodiment, the selected beam section specification can be reduced to C-shaped steel beam of C90L*45W*2.3T (as shown in Figure 3(b)), the unit weight per meter is 3.7KG; the length is 2.24 meters The beam section 31B corresponds to the interval C of the minimum stress ratio. In this embodiment, the selected beam section specification can be reduced to a C-shaped steel beam of C60L*30W*2T (as shown in Figure 3(c) ), the unit weight per meter is 1.99KG.

承如上述，再經結構分析軟體(SAP2000)重新計算出連續樑本體30之數據，其中最大彎矩 (單位:kgf-m)及應力比值分佈數值更新如表2所示：表 2 區間A 區間B 區間C 區間D 區間E 最大彎矩 200.04 -249.9 62.6 -249.9 200.04 應力比值 1.000 0.991 0.897 0.991 1.000 As mentioned above, the data of the continuous beam body 30 is recalculated by the structural analysis software (SAP2000), in which the maximum bending moment (unit: kgf-m) and the stress ratio distribution are updated as shown in Table 2: Table 2 interval A interval B interval C interval D interval E maximum bending moment 200.04 -249.9 62.6 -249.9 200.04 stress ratio 1.000 0.991 0.897 0.991 1.000

經表2更新後之各區間的應力比值相較可知，各區間的應力比值的差值縮小至0.137，相較於表1則更為相近，且各區間之應力比值均不大於1以符合規範，其中，表2於區間C之應力比值相較於表1相對接近1，區間A、E之應力比值相較於表1則提高至1。再經比對可發現，表1對應的連續樑本體10，其各樑段11每公尺單位重量皆為4.06KG，故整體的用鋼量為60.9KG。反觀表2對應的連續樑本體30，長為4公尺之樑段31係每公尺單位重量皆為3.7KG，長為2.38公尺之樑段31A係每公尺單位重量皆為4.06KG，長為2.24公尺之樑段31B係每公尺單位重量為1.99 KG，連續樑本體30整體的用鋼量可降至53.38KG，用鋼量之降幅達12.34%。It can be seen from the comparison of the stress ratios of each interval after the update of Table 2, the difference of the stress ratios of each interval has been reduced to 0.137, which is more similar than that of Table 1, and the stress ratios of each interval are not greater than 1 to meet the specification , the stress ratio of Table 2 in interval C is relatively close to 1 compared with Table 1, and the stress ratio of interval A and E is increased to 1 compared with Table 1. After further comparison, it can be found that the unit weight of each beam section 11 of the continuous beam body 10 corresponding to Table 1 is 4.06KG per meter, so the overall steel consumption is 60.9KG. In contrast, for the continuous beam body 30 corresponding to Table 2, the beam section 31 with a length of 4 meters has a unit weight of 3.7KG per meter, and the beam section 31A with a length of 2.38 meters has a unit weight of 4.06KG per meter. The beam section 31B with a length of 2.24 meters has a unit weight of 1.99 KG per meter, and the overall steel consumption of the continuous beam body 30 can be reduced to 53.38 KG, a reduction of 12.34%.

再舉一RH鋼材之樑構件為例，傳統型態之樑構件以三段各為10公尺之樑段11以端對端續接構成(請參照圖1(a))，樑斷面規格RH250L*175W*11T(L:高度；W:寬度；T:厚度)的RH形鋼樑，其樑斷面依中立軸呈兩邊對稱，各樑段11每公尺單位重量為43.6KG，續接位置分別是連續樑本體10在10公尺和20公尺處，經由結構分析軟體(SAP2000)計算出連續樑本體30之均佈載重數據，連續樑本體30最大彎矩 (單位:kgf-m)及應力比值分佈數值如下表3所示，其中應力比值的差異達0.505，其中在區間A、區間E以及區間C等承受較低應力之區段，仍然是使用相同樑斷面規格之樑段11，同樣無法降低樑斷面規格而有造成材料浪費的情形。表 3 區間A 區間B 區間C 區間D 區間E 最大彎矩 3750 -5000 1250 -5000 3750 應力比值 0.505 0.673 0.168 0.673 0.505 Take another beam member made of RH steel as an example. The traditional beam member is composed of three beam sections 11 of 10 meters each connected end-to-end (please refer to Figure 1(a)). The beam section specifications RH250L*175W*11T (L: height; W: width; T: thickness) RH-shaped steel beam, the beam section is symmetrical on both sides according to the neutral axis, the unit weight of each beam section 11 per meter is 43.6KG, continue The positions are respectively at 10 meters and 20 meters of the continuous beam body 10. The uniform load data of the continuous beam body 30 is calculated through the structural analysis software (SAP2000), and the maximum bending moment of the continuous beam body 30 (unit: kgf-m) and the distribution of stress ratio values are shown in Table 3 below, in which the difference in stress ratio is 0.505, and in the sections with lower stress such as section A, section E and section C, the beam section 11 with the same beam section specification is still used. , it is also impossible to reduce the beam section specifications and cause material waste. Table 3 interval A interval B interval C interval D interval E maximum bending moment 3750 -5000 1250 -5000 3750 stress ratio 0.505 0.673 0.168 0.673 0.505

本發明提供另一較佳實施例，同樣為RH 鋼材之樑構件，如圖4(a)所示連續樑本體30，其總長於本實施例改為30公尺，且同樣以四支承40支撐而受有500kgf/m之均佈載重。本實施例將此連續樑本體30分成五段，其中二樑段31的長為8公尺，另二樑段31A的長為4.76公尺，另一樑段31B的長為4.48公尺。於本實施例中，樑段31、31A、31B同樣以端對端續接於所述正、負彎矩交界而彎矩為零的位置，且樑段31、31A、31B間以端對端續接之處呈鉸接(請參照圖4(b))。The present invention provides another preferred embodiment, which is also a beam member made of RH steel. As shown in Figure 4(a), the continuous beam body 30 has a total length of 30 meters compared to this embodiment, and is also supported by four supports 40. The subject has an evenly distributed load of 500kgf/m. In this embodiment, the continuous beam body 30 is divided into five sections, wherein two beam sections 31 are 8 meters long, the other two beam sections 31A are 4.76 meters long, and the other beam section 31B is 4.48 meters long. In this embodiment, the beam sections 31, 31A, 31B are also connected end-to-end at the junction of the positive and negative bending moments and the bending moment is zero, and the beam sections 31, 31A, 31B are end-to-end. The junction is hinged (please refer to Figure 4(b)).

同樣是因樑段31、31A、31B之間以端對端續接之處呈鉸接，各樑段31、31A、31B對應表3各區間所呈現之最大彎矩和應力比值選用不同樑斷面規格。舉例來說，長為4.76公尺之樑段31A，所續接的位置分別對應有最大應力比值之區間B和區間D，於本實施例中仍選用樑斷面規格為RH250L*175W*11T的RH形鋼樑，每公尺單位重量為43.6KG；長為8公尺之樑段31，則分別對應有次大應力比值之區間A和區間E，於本實施例中所選用樑斷面規格可降為RH200L*150W*11T的RH形鋼樑，每公尺單位重量為29.9KG；長為4.48公尺的樑段31B，其所對應的是最小應力比值之區間C，於本實施例中所選用樑斷面規格可降為RH150L*75W*11T的RH形鋼樑，每公尺單位重量為14KG。Also because the beam sections 31, 31A, 31B are hinged at the end-to-end connection, each beam section 31, 31A, 31B corresponds to the maximum bending moment and stress ratio shown in each section in Table 3, and different beam sections are selected. Specification. For example, the beam section 31A with a length of 4.76 meters is connected at the positions corresponding to the interval B and the interval D with the maximum stress ratio respectively. In this embodiment, the beam section specification of RH250L*175W*11T is still selected. The RH-shaped steel beam has a unit weight of 43.6KG per meter; the beam section 31 with a length of 8 meters corresponds to the interval A and the interval E with the second largest stress ratio respectively, and the beam section size is selected in this embodiment. The RH-shaped steel beam can be reduced to RH200L*150W*11T, and the unit weight per meter is 29.9KG; the beam section 31B with a length of 4.48 meters corresponds to the interval C of the minimum stress ratio, in this embodiment The selected beam section specification can be reduced to RH-shaped steel beam with RH150L*75W*11T, and the unit weight per meter is 14KG.

承如上述，再經結構分析軟體(SAP2000)重新計算出連續樑本體30之數據，其中最大彎矩 (單位:kgf-m)及應力比值分佈數值更新如表4所示：表 4 區間A 區間B 區間C 區間D 區間E 最大彎矩 3750 -5000 1250 -5000 3750 應力比值 0.923 0.673 0.938 0.673 0.923 As mentioned above, the data of the continuous beam body 30 is recalculated by the structural analysis software (SAP2000), in which the maximum bending moment (unit: kgf-m) and the distribution of the stress ratio are updated as shown in Table 4: Table 4 interval A interval B interval C interval D interval E maximum bending moment 3750 -5000 1250 -5000 3750 stress ratio 0.923 0.673 0.938 0.673 0.923

經表4更新後之各區間的應力比值相較可知，各區間的應力比值之差值縮小至0.265，相較於表3則更為相近，且各區間之應力比值均不大於1以符合規範，其中，表4於區間A、C、E之應力比值相較於表3均相對接近1。再經比對可發現，表3對應的連續樑本體10，其各樑段11每公尺單位重量皆為43. 6KG，故整體的用鋼量為1308KG；反觀表4對應的連續樑本體30，長為8公尺之樑段31係每公尺單位重量皆為29.9KG，長為4.76公尺之樑段31A係每公尺單位重量皆為43.6KG，長為4.48公尺之樑段31B係每公尺單位重量為29.9 KG，連續樑本體30整體的用鋼量可降至956.2KG，用鋼量之降幅即可高達26.9%。After the update of Table 4, it can be seen that the difference between the stress ratios in each interval has been reduced to 0.265, which is closer to that in Table 3, and the stress ratios in each interval are not greater than 1 to meet the specification. , among which, the stress ratios in the intervals A, C, and E of Table 4 are relatively close to 1 compared to Table 3. It can be found by comparison again that the continuous beam body 10 corresponding to Table 3 has a unit weight of each beam section 11 of 43.6KG per meter, so the overall steel consumption is 1308KG; in contrast, the continuous beam body 30 corresponding to Table 4 , the beam section 31 with a length of 8 meters is 29.9KG per unit weight, the beam section 31A with a length of 4.76 meters is 43.6KG per unit weight, and the beam section 31B with a length of 4.48 meters is 43.6KG Since the unit weight per meter is 29.9 KG, the overall steel consumption of the continuous beam body 30 can be reduced to 956.2 KG, and the reduction of the steel consumption can be as high as 26.9%.

由上述之說明不難發現本發明之主要特徵在於，藉由複數樑段31、31A、31B以端對端續接，且續接於所在區間小於二分之一最大彎矩的位置(理想位置為彎矩為零之處)，而在實際施工時，樑段31、31A、31B的續接位置能與力學分析結果相符，以使樑段31、31A、31B續接處皆有足夠強度能承受應力，即可避免將樑段續接視為連續的連體進行分析，而忽視續接造成結構弱點之問題發生，藉此達到樑構件之樑段31、31A、31B續接符合安全之功效。此外，複數樑段31、31A、31B對應所在區間之最大彎矩而選用應力比值相近之樑斷面，樑段31、31A、31B之間可隨各區段所能承受的應力比值而調整樑斷面規格，進而避免因過度設計所造成樑段31、31A、31B材料的浪費，藉此也能達到樑構件之樑段31、31A、31B續接符合經濟功效。From the above description, it is not difficult to find that the main feature of the present invention is that the plurality of beam segments 31, 31A, 31B are connected end-to-end and connected at a position where the interval is less than half of the maximum bending moment (ideal position). is the place where the bending moment is zero), and in the actual construction, the continuation positions of the beam sections 31, 31A, 31B can be consistent with the mechanical analysis results, so that the junctions of the beam sections 31, 31A, 31B have sufficient strength and energy. Under stress, it is possible to avoid analyzing the continuous connection of the beam segment as a continuous conjoined body, and ignore the problem of structural weakness caused by the continuous connection, thereby achieving the safety effect of the continuous connection of the beam segments 31, 31A and 31B of the beam member. . In addition, the plurality of beam sections 31, 31A, 31B correspond to the maximum bending moment of the section, and select beam sections with similar stress ratios. The beam sections 31, 31A, 31B can be adjusted according to the stress ratio that each section can bear. The cross-sectional specification is further improved, thereby avoiding the waste of material of the beam sections 31, 31A, 31B caused by over-design, thereby achieving the economical effect of connecting the beam sections 31, 31A, 31B of the beam components.

以上所舉實施例僅用以說明本發明而已，非用以限制本發明之範圍。舉凡不違本發明精神所從事的種種修改或變化，俱屬本發明意欲保護之範疇。The above-mentioned embodiments are only used to illustrate the present invention, but not to limit the scope of the present invention. All the modifications or changes that do not violate the spirit of the present invention belong to the intended protection category of the present invention.

10:連續樑本體 11:樑段 20:支承 30:連續樑本體 31、31A、31B:樑段 32:續接板 33:螺栓 40:支承 A:區間 B:區間 C:區間 D:區間 E:區間 H:鉸接點10: Continuous beam body 11: Beam segment 20: Support 30: Continuous beam body 31, 31A, 31B: Beam segments 32: Continuation board 33: Bolts 40: Support A: Interval B: Interval C: interval D: interval E: interval H: hinge point

圖1(a)係為一習知樑構件之支撐及均佈載重示意圖。圖1(b)係為圖1(a)之習知樑構件受均佈載重之彎矩圖。圖2係為樑段以鉸接之示意圖。圖3(a)係為4.06KG樑段之樑斷面之規格示意圖。圖3(b)係為3.7KG樑段之樑斷面之規格示意圖。圖3(c)係為1.99KG樑段之樑斷面之規格示意圖。圖4(a)係為本發明實施例樑構件之支撐及均佈載重示意圖。圖4(b)係為圖4(a)之樑構件受均佈載重之彎矩圖。FIG. 1( a ) is a schematic diagram of the support and uniform load of a conventional beam member. Fig. 1(b) is a bending moment diagram of the conventional beam member of Fig. 1(a) under uniformly distributed load. FIG. 2 is a schematic diagram of beam sections being hinged. Figure 3(a) is a schematic view of the specifications of the beam section of the 4.06KG beam section. Figure 3(b) is a schematic diagram of the beam section of the 3.7KG beam section. Figure 3(c) is a schematic diagram of the beam section of the 1.99KG beam section. FIG. 4( a ) is a schematic diagram of the support and uniform load of the beam member according to the embodiment of the present invention. Fig. 4(b) is a bending moment diagram of the beam member of Fig. 4(a) under uniformly distributed load.

30:連續樑本體30: Continuous beam body

31、31A、31B:樑段31, 31A, 31B: Beam sections

40:支承40: Support

H:鉸接點H: hinge point

Claims

一種具結構配置優化之樑構件，主要有一連續樑本體，其由複數樑段以端對端續接所構成，該連續樑本體可受複數支承所支撐而承受載重，並產生複數呈正、負彎矩之區間，其特徵在於，該複數樑段以端對端續接於所在區間小於二分之一最大彎矩的位置，且各該樑段對應所在區間之最大彎矩係選用應力比值相對接近1但不大於1之樑斷面，該複數樑段的樑斷面應力比值的差值小於0.5。 A beam member with optimized structural configuration, mainly has a continuous beam body, which is composed of a plurality of beam segments connected end-to-end, the continuous beam body can be supported by a plurality of supports to bear the load, and produce a plurality of positive and negative bending It is characterized in that the plurality of beam segments are connected end-to-end at a position where the interval is less than one-half of the maximum bending moment, and the maximum bending moment of each beam segment corresponding to the interval is relatively close to the selected stress ratio. For the beam section of 1 but not more than 1, the difference of the beam section stress ratio of the plural beam sections is less than 0.5.

如請求項1所述之具結構配置優化之樑構件，其中，該複數樑段以端對端續接於所述正、負彎矩交界而彎矩為零的位置。 The beam member with optimized structural configuration according to claim 1, wherein the plurality of beam segments are connected end-to-end at the junction of the positive and negative bending moments and the bending moment is zero.

如請求項2所述之具結構配置優化之樑構件，其中，該複數樑段以端對端續接之處呈鉸接。 The beam member with optimized structural configuration according to claim 2, wherein the plurality of beam segments are hinged at the end-to-end connection.

如請求項3所述之具結構配置優化之樑構件，其中，各該樑段之樑斷面定義一中立軸，各該樑段之樑斷面的斷面形狀依該中立軸呈兩邊對稱，且對稱的兩邊具有相同的單位質量。 The beam member with optimized structural configuration according to claim 3, wherein the beam section of each beam segment defines a neutral axis, and the sectional shape of the beam section of each beam segment is bilaterally symmetrical according to the neutral axis, and the symmetrical two sides have the same unit mass.

如請求項1所述之具結構配置優化之樑構件，其中，所述樑段為均質材質之鋼樑、鋁樑和本樑之其中一者。 The beam member with optimized structural configuration according to claim 1, wherein the beam segment is one of a steel beam, an aluminum beam, and this beam of homogeneous material.