TWI582295B - Building aseismatic structure - Google Patents
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- TWI582295B TWI582295B TW105108731A TW105108731A TWI582295B TW I582295 B TWI582295 B TW I582295B TW 105108731 A TW105108731 A TW 105108731A TW 105108731 A TW105108731 A TW 105108731A TW I582295 B TWI582295 B TW I582295B
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Description
本發明係關於一種建築耐震構造，特別是一種具有網狀結構之建築耐震構造。 The present invention relates to a building seismic-resistant structure, and more particularly to a building seismic-resistant structure having a mesh structure.
地震攸關人民生命財產問題，其嚴重甚至會牽動全國經濟，因此提高建築物耐震性一直都是結構工程發展之重要課題。基於防震安全之考量，不僅需強化新建物之耐震設計，修補及補強既有建築物的強度更是極為重要的必要減災措施。 Earthquakes affect people's lives and property, and their seriousness may even affect the national economy. Therefore, improving the earthquake resistance of buildings has always been an important issue in the development of structural engineering. Based on the consideration of earthquake safety, it is necessary not only to strengthen the seismic design of new construction, but also to repair and reinforce the strength of existing buildings.
近年來，不僅已發展出各種隔震、消能、減震等提高建物耐震性之技術，為避免舊有建物受損或耐震性不足而造成更大災害，亦有各種修復補強工法被陸續提出。對於既有建築物的補強工法，大多屬於翼牆補強、RC剪力牆補強、或擴柱補強等一些傳統的工法。由於該些補強工法常需要大量的植筋，不僅會對環境造成嚴重的粉塵及噪音汙染，且有施工不易、施工時間長、施工成本高等缺點。此外，中華民國專利I577952另提出一種利用鋼纜作為圍束主鋼筋以強化鋼筋混擬土結構體之修復補強施工法，相較於利用橫箍筋或螺 旋箍筋圍束主鋼筋之傳統工法，此工法雖有施工較為快速簡易、成本較低等優點，但由於其於進行修復補強時仍需先使主鋼筋顯露於外，接著再利用纜線以螺旋狀地於周圍逐圈圍束主鋼筋，故此工法仍有不夠即時快速且需破壞原建物既有結構等缺點。 In recent years, various techniques for improving the earthquake resistance of buildings, such as isolation, energy dissipation, and shock absorption, have been developed. In order to avoid damage caused by damage to old buildings or insufficient earthquake resistance, various repair and reinforcement methods have been proposed. . For the reinforcement methods of existing buildings, most of them belong to traditional methods such as wing wall reinforcement, RC shear wall reinforcement, or expansion column reinforcement. Because these reinforcing methods often require a large amount of planting bars, not only serious dust and noise pollution will be caused to the environment, but also shortcomings such as difficulty in construction, long construction time, and high construction cost. In addition, the Republic of China Patent I577952 proposes a repair and reinforcement construction method using steel cables as the main reinforcement of the surrounding bundle to strengthen the reinforced concrete structure, compared to the use of horizontal stirrups or snails. The traditional method of twisting the rib around the main steel bar, although this method has the advantages of quicker construction and lower cost, but it still needs to expose the main steel bar before repairing and reinforcing, and then use the cable to The main rebar is surrounded by a spiral around the circle, so the method is still not fast enough and needs to destroy the existing structure and other shortcomings.
有鑑於此，目前仍亟需發展一種可快速施工，工期短，並同時適用於新建物耐震設計及既有建物修復補強之新技術。 In view of this, there is still a need to develop a new technology that can be quickly constructed, has a short construction period, and is suitable for both the seismic design of new buildings and the repair and reinforcement of existing buildings.
本發明之一目的在於提供一種建築耐震構造，其施工便利且快速，可強化建物之斜向連結，以達有效束制結構側向變形之效果，其不僅可應用於新建物之耐震設計，同時亦可於最小空間下對既有建物進行耐震補強，降低補強時對既有建物造成的破壞。 An object of the present invention is to provide a building seismic-resistant structure, which is convenient and quick to construct, and can strengthen the oblique connection of the building to achieve the effect of lateral deformation of the effective beam structure, which can be applied not only to the seismic design of the new building, but also It can also make earthquake-resistant reinforcement of existing buildings in the smallest space, and reduce damage to existing buildings when reinforcing.
為達上述目的，本發明提供一種建築耐震構造，其包括：一建物構體，其具有複數固定部；以及一預力網狀體，其覆蓋於該建物構體之一預定區處且包含複數斜向預力拉線，其中該些斜向預力拉線之相對兩端係固定於該些固定部處，且該些斜向預力拉線係相互交錯並提供該建物構體抵抗側向變形之一束制力。 To achieve the above object, the present invention provides a building seismic-resistant structure comprising: a building structure having a plurality of fixing portions; and a pre-stressed mesh body covering a predetermined area of the building body and including a plurality An oblique pre-tension cable, wherein opposite ends of the diagonal pre-force pull wires are fixed to the fixing portions, and the diagonal pre-force pull wires are mutually staggered and provide the building structure to resist lateral direction One of the deformation forces.
據此，本發明之建築耐震構造可藉由預力網狀體提供之斜向拉束力，將地震水平力造成之剪應變傳遞至基 礎、柱或梁等處，以降低剪力變形，進而有效束制結構之側向變形。此外，由於預力網狀體適用於各種施作面積，故其可視實際情況及需求，進行大面積或小面積之耐震補強。因此，當欲藉由預力網狀體對既有建物進行結構補強時，該預力網狀體可於最小空間下強化既有建物之耐震性，解決習知補強工法需破壞原建物部分結構之問題。 Accordingly, the seismic-resistant structure of the building of the present invention can transmit the shear strain caused by the horizontal force of the earthquake to the base by the oblique pulling force provided by the pre-force mesh body. Foundations, columns or beams, etc., to reduce shear deformation, and thus effectively lateral deformation of the structure. In addition, since the pre-force mesh body is suitable for various application areas, it can perform large-area or small-area seismic reinforcement depending on actual conditions and needs. Therefore, when the structure of the existing building is to be reinforced by the pre-stressed mesh body, the pre-stressed mesh body can strengthen the earthquake resistance of the existing building in a minimum space, and solve the conventional reinforcement method to destroy the structure of the original building. The problem.
於本發明中，該建築耐震構造更可包括至少一預力調整元件，其係與該預力網狀體連接，並提供一預力予該預力網狀體。在此，該預力並無特殊限制，其可根據實際需求對預力網狀體提供適當之預力。 In the present invention, the building seismic-resistant structure may further include at least one pre-force adjustment element coupled to the pre-force mesh and providing a pre-force to the pre-force mesh. Here, the pre-force is not particularly limited, and it can provide an appropriate pre-force for the pre-force mesh according to actual needs.
於本發明中，該預力網狀體之網狀結構並無特殊限制，其可根據實際需求設計成任何構型之網狀結構。例如，該些斜向預力拉線可包含複數右斜向預力拉線及複數左斜向預力拉線，藉此可透過該些右斜向預力拉線與該些左斜向預力拉線相互交錯，以構成該預力網狀體。在此，該些右斜向預力拉線及左斜向預力拉線之偏斜角並無特殊限制，其可根據實際需求，以任何合適之偏斜角進行結構斜向連結之強化，其中該些右斜向預力拉線之個數可與該些左斜向預力拉線之個數相同或相異，且該些右斜向預力拉線自垂直線向右偏斜之角度亦可與該些左斜向預力拉線自垂直線向左偏斜之角度相同或相異。此外，該預力網狀體可應用於鋼造、鋼筋混凝土造、磚造等建物上，且可固定於建物之梁、柱、牆、 板等結構體處，以罩蓋於建物構體之一預定側表面上，故在此所述之建物構體可為鋼造、鋼筋混凝土造或磚造之梁、柱、牆、板等結構體。 In the present invention, the mesh structure of the pre-force mesh body is not particularly limited, and it can be designed into a mesh structure of any configuration according to actual needs. For example, the diagonal pre-force pull wires may include a plurality of right oblique pre-force pull wires and a plurality of left oblique pre-force pull wires, so as to pass through the right diagonal pre-force pull wires and the left oblique pre-tension wires The force lines are interlaced to form the pre-force mesh. Here, the skew angles of the right oblique pre-force pull wire and the left diagonal pre-force pull wire are not particularly limited, and the structural oblique connection can be strengthened by any suitable skew angle according to actual needs. The number of the right oblique pre-force pull wires may be the same as or different from the number of the left oblique pre-force pull wires, and the right oblique pre-force pull wires are skewed from the vertical line to the right. The angle may also be the same or different from the angle at which the left oblique pre-force pull wire is skewed from the vertical line to the left. In addition, the pre-force mesh body can be applied to steel, reinforced concrete, brick, and the like, and can be fixed to the beam, column, wall of the building, The structural body such as a plate is covered on a predetermined side surface of the structural body, so the structural body described herein may be a steel, reinforced concrete or brick beam, column, wall, plate, etc. body.
於本發明中，該些斜向預力拉線可藉由至少一線形構材於該些固定部間連續折繞而形成。例如，於本發明之一具體實施例中，該些右斜向預力拉線可由兩條接續連接之第一線形構材於該些固定部間連續折繞而形成，而該些左斜向預力拉線則可由兩條接續連接之第二線形構材於該些固定部間連續折繞而形成。在此，該兩條第一線形構材及該兩條第二線形構材可分別具有相對之一固定端及一連接端，其中第一及第二線形構材之固定端皆固定至該建物構體，且第一及第二線形構材之連接端則可分別藉由第一預力調整元件及第二預力調整元件，分別與另一第一及第二線形構材之連接端相互連接。較佳為，該第一及第二預力調整元件係於預定區之對角連線上分別連接第一及第二線形構材之連接端。藉此，於鄰近預定區中心處分別提供預力至兩條第一線形構材及兩條第二線形構材，可有利於使第一及第二線形構材平均受力。在此，第一及第二線形構材可依需求選擇任何具有線狀構型之適合構材，如各式鋼索、鋼纜、鋼絞線、鋼線等。 In the present invention, the diagonal pre-stretching wires can be formed by continuously winding at least one linear member between the fixing portions. For example, in an embodiment of the present invention, the right oblique pre-stretching wires may be formed by continuously entanglement of two successively connected first linear members between the fixing portions, and the left oblique directions are formed. The pre-stretching wire can be formed by continuously entanglement of two second linear members which are connected in series between the fixing portions. Here, the two first linear members and the two second linear members respectively have a fixed end and a connecting end, wherein the fixed ends of the first and second linear members are fixed to the structure a connecting body, wherein the connecting ends of the first and second linear members are respectively connected to the connecting ends of the other first and second linear members by the first pre-force adjusting member and the second pre-force adjusting member connection. Preferably, the first and second pre-force adjusting elements are connected to the connecting ends of the first and second linear members respectively on diagonal lines of the predetermined area. Thereby, providing the pre-force to the two first linear members and the two second linear members respectively adjacent to the center of the predetermined area may facilitate the average force of the first and second linear members. Here, the first and second linear members can be selected according to the requirements of any suitable material having a linear configuration, such as various steel cables, steel cables, steel strands, steel wires, and the like.
於本發明中，該至少一線形構材可利用任何構件作為編織節點，例如，該建物構體可設有複數吊耳作為固定部，藉此，該至少一線形構材可以該些吊耳作為編織節點， 藉由斜向編織方式而形成複數條兩端固定於固定部處之斜向預力拉線。 In the present invention, the at least one linear member may use any member as a weaving node. For example, the structure may be provided with a plurality of lifting lugs as fixing portions, whereby the at least one linear member may be used as the lifting lugs. Weaving node, An oblique pre-tensioned wire which is fixed at both ends of the fixing portion by a diagonal knitting method is formed.
綜上所述，本發明主要是利用網狀結構，以強化建物之斜向連結，進而達到有效束制建物側向變形之效果。相較於習知工法，本發明所提出之網狀耐震構造不僅可應用於鋼造及鋼筋混凝土建物，其亦可與磚牆結合，以避免磚牆發生面外坍塌，具有應用性廣泛、施工簡易快速、通風採光優良、可塑性大、具經濟性等優點，且可同時適用於新建物之耐震設計及既有建物之修復補強。尤其，本發明之網狀耐震構造可依需求而設計成任何網狀型態，故其不僅可強化建物之耐震性，且可作為建築之設計元素。 In summary, the present invention mainly utilizes a mesh structure to strengthen the oblique connection of the building, thereby achieving the effect of lateral deformation of the effective beam structure. Compared with the conventional method, the mesh-like seismic structure proposed by the invention can be applied not only to steel and reinforced concrete structures, but also can be combined with brick walls to avoid the out-of-plane collapse of the brick wall, and has wide application and construction. Simple and fast, excellent ventilation and lighting, large plasticity, economical advantages, etc., and can be applied to the seismic design of new construction materials and the repair and reinforcement of existing buildings. In particular, the mesh-like seismic structure of the present invention can be designed into any mesh type according to requirements, so that it can not only enhance the earthquake resistance of the building, but also serve as a design element of the building.
為讓上述目的、技術特徵、和優點能更明顯易懂，下文係以較佳實施例配合所附圖式進行詳細說明。 The above objects, technical features, and advantages will be more apparent from the following description.
100‧‧‧建築耐震構造 100‧‧‧Building seismic structures
1‧‧‧建物構體 1‧‧‧Buildings
11‧‧‧固定部 11‧‧‧ Fixed Department
111‧‧‧吊耳 111‧‧‧ lifting ears
13‧‧‧滑輪 13‧‧‧ pulley
2‧‧‧預力網狀體 2‧‧‧Pre-stretched mesh
20‧‧‧斜向預力拉線 20‧‧‧ oblique pre-tension cable
201、202‧‧‧第一線形構材 201, 202‧‧‧ first linear members
203、204‧‧‧第二線形構材 203, 204‧‧‧ second linear members
21‧‧‧右斜向預力拉線 21‧‧‧ Right oblique pre-tension cable
211‧‧‧第一右斜線 211‧‧‧ first right slash
213‧‧‧第二右斜線 213‧‧‧Second right slash
23‧‧‧左斜向預力拉線 23‧‧‧ Left oblique pre-tension cable
231‧‧‧第一左斜線 231‧‧‧ first left slash
233‧‧‧第二左斜線 233‧‧‧Second left slash
31‧‧‧第一預力調整元件 31‧‧‧First pre-force adjustment element
33‧‧‧第二預力調整元件 33‧‧‧Second pre-force adjustment element
A‧‧‧預定區 A‧‧‧Predetermined area
A1‧‧‧上側邊 A1‧‧‧ upper side
A2‧‧‧左側邊 A2‧‧‧left side
A3‧‧‧下側邊 A3‧‧‧ lower side
A4‧‧‧右側邊 A4‧‧‧ right side
L1、L2‧‧‧對角連線 L1, L2‧‧‧ diagonal connection
T1‧‧‧固定端 T1‧‧‧ fixed end
T2‧‧‧連接端 T2‧‧‧ connection
P‧‧‧箭頭 P‧‧‧ arrow
圖1為本發明一具體實施例中建築耐震構造之示意圖；圖2為本發明一具體實施例中右斜向預力拉線設置示意圖；圖3為本發明一具體實施例中左斜向預力拉線設置示意圖；圖4為本發明一具體實施例中斜向預力拉線固定至固定部之示意圖；圖5為本發明一具體實施例中斜向預力拉線固定至固定部之另一態樣示意圖； 圖6為本發明一具體測試例中補強構架試體之示意圖；圖7為本發明一具體測試例中試體A及B於TCU129_800地震模式下之耐震能力比較圖；圖8為本發明一具體測試例中試體A及C於TCU129_800地震模式下之耐震能力比較圖；圖9為本發明一具體測試例中試體A、B及C於TCU129_800地震模式下之樓層最大位移比較圖；圖10為本發明一具體測試例中試體A、B及C於TCU129_800地震模式下之層間位移比較圖；圖11為本發明一具體測試例中試體A、B及C於TCU129_800地震模式下之層間變位角比較圖；圖12為本發明一具體測試例中試體B及C於不同地震模式下之第一樓層層間變位放大倍率結果圖；圖13為本發明一具體測試例中試體A及C於EL_200數值模擬分析下之最大位移比較圖；圖14為本發明一具體測試例中試體A及C於EL_200數值模擬分析下之層間位移比較圖；以及圖15為本發明一具體測試例中試體A及C於EL_200數值模擬分析下之層間變位角比較圖。 1 is a schematic view of a seismic construction of a building according to an embodiment of the present invention; FIG. 2 is a schematic view of a right oblique pre-tension cable according to an embodiment of the present invention; FIG. 3 is a left oblique pre-preparation according to an embodiment of the present invention. FIG. 4 is a schematic view showing the oblique pre-force pull wire fixed to the fixed portion according to an embodiment of the present invention; FIG. 5 is a fixed embodiment of the oblique pre-force pull wire fixed to the fixed portion according to an embodiment of the invention; Another schematic diagram; 6 is a schematic view of a reinforcing frame test piece according to a specific test example of the present invention; FIG. 7 is a comparison chart of the earthquake resistance of the test pieces A and B in a TCU129_800 earthquake mode according to a specific test example of the present invention; FIG. 8 is a specific embodiment of the present invention; Comparison of the seismic resistance of the specimens A and C in the TCU129_800 earthquake mode in the test example; FIG. 9 is a comparison diagram of the maximum displacement of the floor of the specimens A, B and C in the TCU129_800 earthquake mode according to a specific test example of the present invention; FIG. 11 is a comparison diagram of interlayer displacements of the test bodies A, B, and C in the TCU129_800 seismic mode according to a specific test example of the present invention; FIG. 11 is a layer of the test samples A, B, and C in the TCU129_800 seismic mode in a specific test example of the present invention; FIG. 12 is a graph showing the results of the inter-layer displacement magnification of the first floor of the samples B and C in different earthquake modes according to a specific test example of the present invention; FIG. 13 is a sample of a specific test example of the present invention. A maximum displacement comparison chart of A and C under the numerical simulation analysis of EL_200; FIG. 14 is a comparison diagram of interlayer displacement of the sample A and C under the numerical simulation analysis of EL_200 in a specific test example of the present invention; and FIG. 15 is a specific embodiment of the present invention. Test examples in samples A and C Numerical Simulation of the interlayer displacement angle EL_200 analysis comparing FIGS.
以下係藉由特定的具體實施例說明本發明之實 施方式，熟習此技藝之人士可由本說明書所揭示之內容輕易地了解本發明之其他優點與功效。惟需注意的是，以下圖式均為簡化之示意圖，圖式中之元件數目、形狀及尺寸可依實際實施狀況而隨意變更，且元件佈局狀態可更為複雜。本發明亦可藉由其他不同的具體實施例加以施行或應用，本說明書中的各項細節亦可基於不同觀點與應用，在不悖離本發明之精神下進行各種修飾與變更。 The following is a description of the present invention by way of specific embodiments. Other advantages and utilities of the present invention will be readily apparent to those skilled in the art from this disclosure. It should be noted that the following drawings are simplified schematic diagrams. The number, shape and size of components in the drawings can be changed arbitrarily according to actual implementation conditions, and the component layout state can be more complicated. The present invention may be embodied or applied in various other specific embodiments, and various modifications and changes can be made without departing from the spirit and scope of the invention.
請參見圖1，其為本發明一具體實施例之建築耐震構造100示意圖，其包括一建物構體1及一預力網狀體2，其中該預力網狀體2係覆蓋於該建物構體1之一預定區A處，以提供建物構體1抵抗側向變形之束制力，俾於最小空間下對建物構體1進行耐震性能的加強。更詳細地說，如圖1所示，該建物構體1設有複數固定部11，且該預力網狀體2包含複數相互交錯之斜向預力拉線20，其中該些斜向預力拉線20之相對兩端係固定於該些固定部11處，藉此，該些斜向預力拉線20可強化該建物構體1之斜向連結，有效束制建物構體1側向變形。 1 is a schematic view of a building seismic-resistant structure 100 according to an embodiment of the present invention, comprising a building structure 1 and a pre-force mesh body 2, wherein the pre-force mesh body 2 covers the structure. One of the bodies 1 is at a predetermined area A to provide a restraining force of the building structure 1 against lateral deformation, and the building structure 1 is reinforced with the earthquake resistance in a minimum space. In more detail, as shown in FIG. 1 , the structure 1 is provided with a plurality of fixing portions 11 , and the pre-force mesh body 2 includes a plurality of oblique pre-tension wires 20 which are mutually staggered, wherein the oblique pre-tensions The opposite ends of the tension wire 20 are fixed to the fixing portions 11 , whereby the diagonal pre-tension wires 20 can strengthen the oblique connection of the structure 1 and effectively construct the structure 1 side To the deformation.
於本發明中，該預力網狀體2適用於鋼造、鋼筋混凝土造或磚造等建物上，且可根據需求固定於建物的梁、柱、牆、板等結構體處，以加強建物之耐震效果。在此，本具體實施例將以鋼構架態樣之建物構體1作進一步的示例性說明及耐震測試。如圖1所示，本具體實施例分別於建物構體 1之四邊框上各設有複數個等距間隔之固定部11，而構成該預力網狀體2之斜向預力拉線20則包含有複數右斜向預力拉線21(以實線繪示)及複數左斜向預力拉線23(以虛線繪示)，其中右斜向預力拉線21可提供上側邊A1與左側邊A2間及右側邊A4與下側邊A3間之斜向連結，而左斜向預力拉線23則可提供上側邊A1與右側邊A4間及左側邊A2與下側邊A3間之斜向連結，藉此，右斜向預力拉線21係與左斜向預力拉線23相互交錯，以於四邊框所圍成之預定區A處形成該預力網狀體2，俾可有效束制建物構體1側向變形。 In the present invention, the pre-force mesh body 2 is suitable for steel, reinforced concrete or brick building, and can be fixed on the beam, column, wall, plate and other structures of the building according to requirements to strengthen the building. The shockproof effect. Here, the specific embodiment of the present invention will be further exemplified and subjected to a seismic test using the structural member 1 of the steel frame. As shown in Figure 1, the specific embodiment is respectively in the building structure A plurality of equidistantly spaced fixing portions 11 are respectively disposed on the first frame of the first four, and the oblique pre-stretching wires 20 constituting the pre-stretch mesh body 2 include a plurality of right oblique pre-stretching wires 21 (in real terms) The line is drawn) and the plurality of left oblique pre-tension wires 23 (shown by dashed lines), wherein the right oblique pre-tension wire 21 can provide between the upper side A1 and the left side A2 and the right side A4 and the lower side A3 The obliquely connected between the two, and the left oblique pre-tensioned wire 23 provides an oblique connection between the upper side A1 and the right side A4 and between the left side A2 and the lower side A3, whereby the right oblique pre-force The pull wire 21 is interlaced with the left oblique pre-tension wire 23 to form the pre-force mesh body 2 at a predetermined area A surrounded by the four frames, and the frame structure 1 can be effectively deformed laterally.
接著，請再併參圖2及圖3，其分別僅繪示右斜向預力拉線21與左斜向預力拉線23，以進一步分別說明右斜向預力拉線21與左斜向預力拉線23之佈設方式。在此，本發明可利用一或多條線形構材進行網狀編織，以形成該些右斜向預力拉線21與左斜向預力拉線23。以下將以複數條線形構材作進一步的示例性說明。 Next, please refer to FIG. 2 and FIG. 3 again, and only the right oblique pre-tension wire 21 and the left oblique pre-tension wire 23 are respectively shown to further illustrate the right oblique pre-tension wire 21 and the left oblique direction respectively. The pre-tension cable 23 is laid. Here, the present invention may utilize one or more linear members for mesh weaving to form the right diagonal pre-tension wires 21 and the left oblique pre-tension wires 23. A plurality of linear members will be further exemplified below.
如圖2所示，本具體實施例係藉由兩條接續連接之第一線形構材201(以虛線繪示)、202(以實線繪示)於固定部11間連續反折繞而形成右斜向預力拉線21，其中該兩條第一線形構材201、202分別具有相對之一固定端T1及連接端T2，且其固定端T1係分別固定至建物構體1，而連接端T2則係相互連接。更詳細地說，第一線形構材201係於預定區A之上側邊A1與左側邊A2間連續反折繞，且其固定端T1係固定於上側邊 A1之固定部11處，而連接端T2則係與另一第一線形構材202之連接端T2連接；而另一第一線形構材202則於預定區A之下側邊A3與右側邊A4間連續反折繞，且其固定端T1係固定於下側邊A3之固定部11處，而連接端T2則係與第一線形構材201之連接端T2連接。藉此，將該兩條第一線形構材201、202之固定端T1分別固定至上側邊A1及下側邊A3後，即可分別由預定區A之左上角及右下角開始進行右上左下之右斜向編織，最後再於預定區A之對角連線L1上連接該兩條第一線形構材201、202之連接端T2，俾於該預定區A中構成複數右斜向預力拉線21。在此，該些右斜向預力拉線21包含有複數條相互平行之第一右斜線211以及複數條相互平行之第二右斜線213，其中第一右斜線211與第二右斜線213具有不同之右傾角，且第一右斜線211係與第二右斜線213交替接續連接。更詳細地說，該些第一右斜線211係自垂直線向右偏斜約45度角，而該些第二右斜線213之相對兩端則分別連接相鄰第一右斜線211之兩相對端。此外，本具體實施例係藉由一第一預力調整元件31，以連接第一線形構材201、202之連接端T2，並對第一線形構材201、202提供預力，藉此，第一線形構材201、202之連接端T2可藉由第一預力調整元件31，而於預定區A之對角連線L1上相互連接。由於本具體實施例係於預定區A鄰近中心處設置第一預力調整元件31，故於調整預力時，有利於使右斜向預力拉線211能平均受力。 As shown in FIG. 2, the present embodiment is formed by continuously reversing the two linear members 201 (shown by dashed lines) and 202 (shown by solid lines) continuously connected between the fixing portions 11 . The right oblique preload wire 21, wherein the two first linear members 201, 202 respectively have a fixed end T1 and a connecting end T2, and the fixed ends T1 are respectively fixed to the building body 1 and connected Terminals T2 are connected to each other. In more detail, the first linear member 201 is continuously folded around the side A1 and the left side A2 of the predetermined area A, and the fixed end T1 is fixed to the upper side. The fixing portion 11 of A1 is connected to the connecting end T2 of the other first linear member 202; and the other first linear member 202 is at the side A3 and the right side below the predetermined area A. The A4 is continuously folded back, and the fixed end T1 is fixed to the fixing portion 11 of the lower side A3, and the connecting end T2 is connected to the connecting end T2 of the first linear member 201. Therefore, after the fixed ends T1 of the two first linear members 201 and 202 are respectively fixed to the upper side A1 and the lower side A3, the upper left and lower left corners of the predetermined area A can be respectively started from the upper left and the lower left. The right oblique knitting is performed, and finally the connecting end T2 of the two first linear members 201, 202 is connected to the diagonal connecting line L1 of the predetermined area A, and the plurality of right oblique pre-tensioning is formed in the predetermined area A. Line 21. Here, the right oblique pre-tension wires 21 include a plurality of first right oblique lines 211 parallel to each other and a plurality of second right oblique lines 213 parallel to each other, wherein the first right oblique line 211 and the second right oblique line 213 have Different right angles of inclination, and the first right oblique line 211 is alternately connected with the second right oblique line 213. In more detail, the first right oblique lines 211 are inclined at an angle of about 45 degrees from the vertical line to the right, and the opposite ends of the second right oblique lines 213 are respectively connected to the opposite sides of the adjacent first right oblique lines 211. end. In addition, the present embodiment provides a pre-stress to the first linear members 201, 202 by a first pre-force adjusting member 31 for connecting the connecting ends T2 of the first linear members 201, 202, thereby The connecting ends T2 of the first linear members 201, 202 can be connected to each other on the diagonal line L1 of the predetermined area A by the first pre-force adjusting member 31. Since the first pre-force adjusting element 31 is disposed adjacent to the center of the predetermined area A in the present embodiment, when the pre-force is adjusted, it is advantageous to make the right oblique pre-stretching wire 211 capable of receiving an average force.
同樣地，如圖3所示，本具體實施例係藉由兩條接續連接之第二線形構材203(以虛線繪示)、204(以實線繪示)於固定部11間連續反折繞而形成左斜向預力拉線23，其中該兩條第二線形構材203、204分別具有相對之一固定端T1及連接端T2，且其固定端T1係分別固定至建物構體1，而連接端T2則係相互連接。更詳細地說，第二線形構材203係於預定區A之上側邊A1與右側邊A4間連續反折繞，且其固定端T1係固定於上側邊A1之固定部11處，而連接端T2則係與另一第二線形構材204之連接端T2連接；而另一第二線形構材204則於預定區A之下側邊A3與左側邊A2間連續反折繞，且其固定端T1係固定於下側邊A3之固定部11處，而連接端T2則係與第二線形構材203之連接端T2連接。藉此，將該兩條第二線形構材203、204之固定端T1分別固定至上側邊A1及下側邊A3後，即可分別由預定區A之右上角及左下角開始進行左上右下之左斜向編織，最後再於預定區A之對角連線L2上連接該兩條第二線形構材203、204之連接端T2，俾於該預定區A中構成複數左斜向預力拉線23。在此，該些左斜向預力拉線23係以相同於右斜向預力拉線21之偏斜角自垂直線向左偏斜。更詳細地說，該些左斜向預力拉線23包含有複數條相互平行之第一左斜線231及複數條相互平行之第二左斜線233，其中第一左斜線231與第二左斜線233具有不同之左傾角，且第一左斜線231係與第二左斜線233交替接續連接。更詳細地說，該些第一左斜線 231係自垂直線向左偏斜約45度角，而該些第二左斜線233之相對兩端則分別連接相鄰第一左斜線231之兩相對端。此外，本具體實施例係藉由一第二預力調整元件33，以連接第二線形構材203、204之連接端T2，並對第二線形構材203、204提供預力，藉此，第二線形構材203、204之連接端T2可藉由第二預力調整元件33，而於預定區A之對角連線L2上相互連接。由於本具體實施例係於預定區A鄰近中心處設置第二預力調整元件33，故於調整預力時，有利於使左斜向預力拉線23能平均受力。 Similarly, as shown in FIG. 3, the present embodiment is continuously folded between the fixed portions 11 by two second linear members 203 (shown by dashed lines) and 204 (shown by solid lines) connected in series. Forming a left oblique pre-tension wire 23, wherein the two second linear members 203, 204 respectively have a fixed end T1 and a connecting end T2, and the fixed ends T1 are respectively fixed to the building body 1 And the connection terminals T2 are connected to each other. In more detail, the second linear member 203 is continuously folded around the side A1 and the right side A4 of the predetermined area A, and the fixed end T1 is fixed to the fixing portion 11 of the upper side A1. The connecting end T2 is connected to the connecting end T2 of the other second linear member 204; and the other second linear member 204 is continuously folded back between the side A3 and the left side A2 below the predetermined area A, and The fixed end T1 is fixed to the fixing portion 11 of the lower side A3, and the connecting end T2 is connected to the connecting end T2 of the second linear member 203. Therefore, after the fixed ends T1 of the two second linear members 203 and 204 are respectively fixed to the upper side A1 and the lower side A3, the upper left corner and the lower left corner of the predetermined area A can be respectively used to perform the upper left and lower right. The left obliquely weaves, and finally connects the connecting ends T2 of the two second linear members 203, 204 on the diagonal connecting line L2 of the predetermined area A, and forms a plurality of left oblique pre-stresses in the predetermined area A. Pull the wire 23. Here, the left oblique pre-tension wires 23 are skewed from the vertical line to the left with the skew angle of the right oblique pre-tension wire 21. In more detail, the left oblique pre-tension wires 23 include a plurality of first left oblique lines 231 parallel to each other and a plurality of second left oblique lines 233 parallel to each other, wherein the first left oblique line 231 and the second left oblique line 233 has a different left angle of inclination, and the first left oblique line 231 is alternately connected to the second left oblique line 233. In more detail, the first left slashes The 231 is inclined at an angle of about 45 degrees from the vertical line to the left, and the opposite ends of the second left oblique lines 233 are respectively connected to opposite ends of the adjacent first left oblique line 231. In addition, the present embodiment provides a pre-stress to the second linear members 203, 204 by a second pre-force adjusting member 33 for connecting the connecting ends T2 of the second linear members 203, 204. The connecting ends T2 of the second linear members 203, 204 are connected to each other on the diagonal line L2 of the predetermined area A by the second pre-force adjusting member 33. Since the second pre-force adjusting element 33 is disposed adjacent to the center of the predetermined area A in the present embodiment, when the pre-force is adjusted, it is advantageous to make the left oblique pre-tensioning wire 23 capable of receiving an average force.
需特別說明的是，本發明可視需求使用一或多個預力調整元件，以提供適當預力予預力網狀體，其並不限於上述個數及設置方式。同樣地，本具體實施例所示之固定部個數、固定部佈設方式、斜向預力拉線個數、斜向角度、網狀構型等皆僅為了作示例性說明，本領域人士皆可依實際需求變化設計。此外，所述之第一線形構材201、202及第二線形構材203、204可依需求選擇任何具有線狀構型之適合構材，而本具體實施例係採用鋼索作為第一線形構材201、202及第二線形構材203、204之示例性說明。 It should be particularly noted that the present invention may use one or more pre-force adjustment elements as needed to provide a suitable pre-force to the pre-force mesh, which is not limited to the above number and arrangement. Similarly, the number of the fixing portions, the fixing portion laying manner, the number of the oblique pre-stretching wires, the oblique angle, the mesh configuration, and the like shown in the specific embodiments are merely illustrative, and those skilled in the art Can be designed according to actual needs. In addition, the first linear members 201, 202 and the second linear members 203, 204 can select any suitable material having a linear configuration according to requirements, and the specific embodiment adopts a steel cable as the first linear structure. Exemplary illustrations of the materials 201, 202 and the second linear members 203, 204.
接著，請參見圖4，其為斜向預力拉線20固定至預定區右側邊A4上之示意圖。如圖4所示，本具體實施例係以吊耳111作為固定部11，藉此，第一線形構材202及第二線形構材203可直接穿繞過吊耳111，以於吊耳111間連續反折繞而 形成右斜向預力拉線21及左斜向預力拉線23。在此，該吊耳111可藉由銲接方式固定於鋼造建物上，或以化學錨栓方式固定於鋼筋混凝土造或磚造等建物上。此外，請再參見圖5，為避免第一線形構材202及第二線形構材203直接穿繞過吊耳111而造成磨損，其更可分別藉由一滑輪13間接固定至吊耳111處，其中滑輪13係扣接於吊耳111上，藉此，第一線形構材202及第二線形構材203可繞接於滑輪13上，以降低固定部11對第一線形構材202及第二線形構材203造成之磨損。由於斜向預力拉線20係藉由如上所述相同方式固定至預定區A之上側邊A1、左側邊A2及下側邊A3，故在此不再贅述。 Next, please refer to FIG. 4 , which is a schematic diagram of the oblique pre-tension cable 20 being fixed to the right side A4 of the predetermined area. As shown in FIG. 4 , in the embodiment, the lifting lug 111 is used as the fixing portion 11 , whereby the first linear member 202 and the second linear member 203 can directly pass through the lifting lug 111 for the lifting lug 111 . Continuously rewinding A right oblique pre-tension wire 21 and a left oblique pre-tension wire 23 are formed. Here, the lifting lug 111 can be fixed to the steel building by welding, or fixed to a reinforced concrete building or a brick building by a chemical anchor bolt. In addition, referring to FIG. 5, in order to prevent the first linear member 202 and the second linear member 203 from directly wearing the lifting lug 111, the wear may be indirectly fixed to the lifting lug 111 by a pulley 13 respectively. The pulley 13 is fastened to the lifting lug 111, whereby the first linear member 202 and the second linear member 203 can be wound around the pulley 13 to reduce the fixing portion 11 to the first linear member 202 and The second linear member 203 causes wear. Since the oblique pre-tension cable 20 is fixed to the upper side A1, the left side A2, and the lower side A3 of the predetermined area A in the same manner as described above, it will not be described herein.
請參見圖6，其為具有上述網狀結構之補強構架試體示意圖。如圖6所示，本測試例係以三樓層鋼構架之振動台進行試驗，以比較空構架試體(不具網狀結構)與補強構架試體(具網狀結構)之耐震性。在此，空構架試體及補強構架試體之樓層載重皆為5tf，其試體各樓層長向3m、寬2m、高3m，而梁柱皆採用H型鋼為300mm*150mm，其中補強構架試體係利用預力網狀體罩蓋第一樓層之兩相對側面上，以進行結構補強，而該預力網狀體之設置方式係如上述圖1-3及5所述，其中網狀結構補強面之四側邊上分別具有等距間隔約60cm之六個節點(即固定部11設置處)，並藉由第一及第二預力調整元件31、33，以對連結各節點之四條鋼索(即兩條第一線形構材 201、202與兩條第二線形構材203、204)提供約1~2tf預力。此外，為探討補強構架試體於不同鋼索補強下之耐震效果，本測試例更分別採用兩種不同直徑之鋼索(直徑分別為6mm及8mm)，以進行測試。為方便敘述，在此將空構架試體簡稱為試體A，鋼索直徑為6mm之補強構架試體簡稱試體B，鋼索直徑為8mm之補強構架試體簡稱試體C。 Please refer to FIG. 6 , which is a schematic diagram of a reinforcing frame test body having the above-mentioned mesh structure. As shown in Fig. 6, this test case was tested with a three-story steel frame shaker to compare the shock resistance of the empty frame test piece (without mesh structure) and the reinforcing frame test piece (with mesh structure). Here, the floor load of the empty frame test piece and the reinforcing frame test piece is 5tf, and the length of each floor of the test piece is 3m, width 2m, height 3m, and the beam and column are all made of H-shaped steel 300mm*150mm, of which the reinforcement frame test The system utilizes a pre-stressed mesh cover to cover the opposite sides of the first floor for structural reinforcement, and the pre-force mesh is disposed as described above in FIGS. 1-3 and 5, wherein the mesh structure is reinforced The four sides of the four sides have six nodes equidistantly spaced apart by about 60 cm (ie, the fixing portion 11 is disposed), and the first and second pre-force adjusting members 31, 33 are used to connect the four steel cables of each node. (ie two first linear members) 201, 202 and the two second linear members 203, 204) provide a preload of about 1 to 2 tf. In addition, in order to investigate the seismic resistance of the reinforcing frame test specimens under different steel cable reinforcements, two different diameter steel cables (diameters of 6 mm and 8 mm, respectively) were used for the test. For convenience of description, the empty frame test body is simply referred to as test piece A, the reinforcing frame test piece with a wire diameter of 6 mm is abbreviated as test piece B, and the reinforcing frame test piece with a wire diameter of 8 mm is abbreviated as test piece C.
本測試係於構架試體之各樓層樓板均勻放置質量塊，且於構架試體之7個點上設置感測器，以分別量測加速度、位移(如圖6所示之箭頭P)。此外，為使測試中所使用之試體於各組試驗中特性皆能保持一致，因此應使整體鋼結構於不同地震力下可保持其層間變位皆於彈性範圍內。本測試係採用實測地震測試，考慮不同地震之大小及變異性，其輸入地震及其實驗進行流程如下表1所示。 This test is to place the mass on the floor of each floor of the frame test piece, and set the sensor at 7 points of the frame test body to measure the acceleration and displacement respectively (arrow P shown in Fig. 6). In addition, in order to make the test body used in the test consistent in the characteristics of each group of tests, the overall steel structure should be kept in the elastic range under different seismic forces. This test uses measured seismic tests to consider the size and variability of different earthquakes. The input seismic and its experimental flow are shown in Table 1 below.
試體之整體結構透過地震力歷時進行，藉由分析各構件非線性行為，即可求得整體結構變形行為與各構件受力狀況，其中在不同地震輸入下，其結構震動反應會不同，其結果如圖7至圖12所示。 The overall structure of the test body is carried out through seismic force duration. By analyzing the nonlinear behavior of each component, the deformation behavior of the whole structure and the stress state of each component can be obtained. Under different seismic inputs, the structural vibration response will be different. The results are shown in Figures 7 to 12.
請參見圖7及圖8，其為試體A~C以TCU129地震測試其最大地表加速度PGA為800gal之耐震能力比較圖。此結果顯示，試體A之屋頂最大位移量126.6mm(如圖7及8所示之深色虛線)，而試體B之屋頂最大位移為104.5mm，其相較於試體A已減少了約17%位移(如圖7所示之淺色實線)，試體C之屋頂最大位移則為101.7mm，其相較於試體A則減少了約20%位移(如圖8所示之淺色實線)。 Please refer to FIG. 7 and FIG. 8 , which are comparison diagrams of the seismic resistance of the test body A to C with the TCU 129 earthquake test whose maximum surface acceleration PGA is 800 gal. This result shows that the maximum displacement of the roof of the test piece A is 126.6 mm (the dark dotted line shown in Figs. 7 and 8), and the maximum displacement of the roof of the test piece B is 104.5 mm, which is reduced compared with the test piece A. Approximately 17% displacement (as shown by the light solid line in Figure 7), the maximum displacement of the roof of the specimen C is 101.7 mm, which is reduced by about 20% compared to the specimen A (as shown in Figure 8). Light solid line).
請參見圖9至圖11，其分別為試體A~C以TCU129地震測試其最大地表加速度PGA為800gal之樓層最大位移、層間位移(story drift)及層間變位角(story drift ratio)比較圖。此結果顯示，於TCU129地震測試下，試體B及C之各樓層最大位移量皆小於試體A，尤其，在地震歷時作用下，試體A之最大 層間變位位於結構之第一樓層，而試體B及C由於預力網狀體補強後，其第一樓層勁度提高，層間變位由試體A之1.75%降至約0.93%，約減少了約47%層間變位，此表示試體B及C於第一樓層處進行網狀結構補強後，確實可有效束制第一樓層之側向變形。 Please refer to FIG. 9 to FIG. 11 , which are respectively comparing the maximum displacement, the story drift and the story drift ratio of the test piece A to C with the TCU 129 earthquake test whose maximum surface acceleration PGA is 800 gal. . The results show that under the TCU129 earthquake test, the maximum displacement of each floor of the test bodies B and C is smaller than the test body A, especially, under the action of the seismic duration, the maximum of the test body A The interlayer displacement is located on the first floor of the structure, and the specimens B and C are strengthened by the pre-stressed mesh body, and the first floor stiffness is increased. The interlayer displacement is reduced from 1.75% of the test body A to about 0.93%. A reduction of about 47% of the interlayer displacement is shown, which means that the specimens B and C are effectively reinforced by the mesh structure at the first floor, and the lateral deformation of the first floor can be effectively bundled.
請再參見圖12，其為試體B及C在不同地震測試下之第一樓層層間變位放大倍率圖。此結果顯示，於第一樓層補強後，平均都可減少約33%層間變位。 Please refer to FIG. 12 again, which is a magnification diagram of the inter-layer displacement of the first floor of the samples B and C under different seismic tests. This result shows that on the first floor, after reinforced, the average can reduce about 33% of the interlayer displacement.
同樣地，請參見圖13至圖15，其分別為試體A及C以EL_200數值模擬分析其最大地表加速度PGA為200gal之樓層最大位移、層間位移及層間變位角比較圖。利用Midas Gen軟體進行歷時分析結果顯示，於EL_200數值模擬測試下，試體C之各樓層最大位移量仍然皆小於試體A，且試體C之第一樓層進行網狀結構補強後，確實可降低第一樓層之層間變位。 Similarly, please refer to FIG. 13 to FIG. 15 , which are respectively comparing the maximum displacement, interlayer displacement and interlayer displacement angle of the floor A and C with the maximum surface acceleration PGA of 200 gal. The results of the diachronic analysis using the Midas Gen software show that under the EL_200 numerical simulation test, the maximum displacement of each floor of the test body C is still smaller than the test body A, and the first floor of the test body C is reinforced by the mesh structure. Reduce the interlayer displacement of the first floor.
綜上所述，本發明利用預力網狀體可有效束制結構抵抗側向變形，有利於整體構架之強度提升，且樓層局部之韌性亦有相當之改善，其不僅可作為新建物之耐震設計，其亦可於最小空間下即時對既有建物進行修復補強。相較於習知各種補強工法，本發明所提供之新式構造及工法具有工時短、施工簡易、成本較低等優點。 In summary, the present invention utilizes the pre-force mesh body to effectively restrain the structure against lateral deformation, which is beneficial to the strength improvement of the overall structure, and the toughness of the floor portion is also considerably improved, and it can be used not only as a new type of earthquake resistance. Design, it can also repair and reinforce existing buildings in the smallest space. Compared with the various reinforcement methods, the novel structure and method provided by the invention have the advantages of short working hours, simple construction and low cost.
上述的實施例僅用來例舉本發明的實施態樣，以 及闡釋本發明的技術特徵，並非用來限制本發明的保護範疇。任何熟悉此技術者可輕易完成的改變或均等性的安排均屬於本發明所主張的範圍，本發明的權利保護範圍應以申請專利範圍為準。 The above embodiments are only used to exemplify the embodiments of the present invention, The technical features of the present invention are not construed to limit the scope of protection of the present invention. Any changes or equivalents that can be easily accomplished by those skilled in the art are intended to be within the scope of the invention. The scope of the invention should be determined by the scope of the claims.
100‧‧‧建築耐震構造 100‧‧‧Building seismic structures
1‧‧‧建物構體 1‧‧‧Buildings
11‧‧‧固定部 11‧‧‧ Fixed Department
2‧‧‧預力網狀體 2‧‧‧Pre-stretched mesh
20‧‧‧斜向預力拉線 20‧‧‧ oblique pre-tension cable
21‧‧‧右斜向預力拉線 21‧‧‧ Right oblique pre-tension cable
23‧‧‧左斜向預力拉線 23‧‧‧ Left oblique pre-tension cable
A‧‧‧預定區 A‧‧‧Predetermined area
A1‧‧‧上側邊 A1‧‧‧ upper side
A2‧‧‧左側邊 A2‧‧‧left side
A3‧‧‧下側邊 A3‧‧‧ lower side
A4‧‧‧右側邊 A4‧‧‧ right side
Claims (7)
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| TW105108731A TWI582295B (en) | 2016-03-22 | 2016-03-22 | Building aseismatic structure |
| CN201620447958.XU CN206000229U (en) | 2016-03-22 | 2016-05-17 | Building earthquake-resistant structure |
| CN201610326193.9A CN107217897A (en) | 2016-03-22 | 2016-05-17 | Building earthquake-resistant structure |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967900B (en) * | 2009-07-28 | 2014-12-24 | 任利青 | Building wall seismic resisting method |
| JP2015048578A (en) * | 2013-08-29 | 2015-03-16 | 株式会社サクシス | Vibration absorbing ceiling repair structure and method for attaching vibration absorbing ceiling repair structure in combination with guard net fence for existing ceiling |
| TWM524364U (en) * | 2016-03-22 | 2016-06-21 | 財團法人國家實驗研究院 | Building aseismatic structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967900B (en) * | 2009-07-28 | 2014-12-24 | 任利青 | Building wall seismic resisting method |
| JP2015048578A (en) * | 2013-08-29 | 2015-03-16 | 株式会社サクシス | Vibration absorbing ceiling repair structure and method for attaching vibration absorbing ceiling repair structure in combination with guard net fence for existing ceiling |
| TWM524364U (en) * | 2016-03-22 | 2016-06-21 | 財團法人國家實驗研究院 | Building aseismatic structure |
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