TWI776044B - Structure and construction method of bearing wall of wooden construction building - Google Patents
Structure and construction method of bearing wall of wooden construction building Download PDFInfo
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本發明係關於木構造建築物的耐力壁構造及耐力壁施工方法,更詳言之,係關於能確實防止衝剪(punching shear)現象之發生,同時可提高耐力壁的韌性並提升其壁倍率的木構造建築物的耐力壁構造及耐力壁施工方法(structure and construction method of bearing wall of wooden construction building)。(壁倍率:日本建築法規中規範的木質平板壁面強度的單位。) The present invention relates to an endurance wall structure and an endurance wall construction method of a wooden structure building, more specifically, it is related to the ability to reliably prevent the occurrence of punching shear phenomenon, and at the same time, to improve the toughness of the endurance wall and increase its wall magnification Structure and construction method of bearing wall of wooden construction building. (Wall magnification: The unit of wall strength of wooden slabs regulated in the Japanese Building Code.)
以住宅建築物等較小規模建築物的工法而言,具有悠久歴史的木造軸材組構工法、1970年代以後普及的壁構造式木造框架組構牆工法、1960年代以後普及的鋼骨軸材組構工法、以及近年來正在普及的鋼構屋(Steel House)工法等皆已為眾所周知。木造軸材組構工法通常係以方形剖面的木料作為柱-樑加以組裝來構築木造軸材組構構造的工法,其為我國(日本)最普及的舊有工法。木造框架組構牆工法也稱為二乘四(Two by Four)工法,其為「藉由將構造用合板或其他此類材料釘固在使用木材所成的框架組構上來構設牆壁及地板的工法」(平成14年,國土交通省告示第 1540號及第1541號)。鋼骨軸材組構工法為將構成柱、樑及撐架(brace)等的鋼材加以組裝來構築鋼構造軸材組構的工法。鋼構屋工法在概念上係指將木造框架組構牆工法的木製框架組構材置換成輕量型鋼的構成,其為薄板輕量型鋼造(平成13年、國土交通省告示1641號)所規定的鋼構造框架組構牆工法。此外,以有關小規模建築物的其他構造而言,已知有框架(Rahmen)構造式或壁構造式的鋼筋混凝土構造等。 In terms of construction methods for small-scale buildings such as residential buildings, there is a long-established wooden shaft construction method, a wall-structured wood frame construction method popularized after the 1970s, and a steel-framed shaft popularized after the 1960s. The construction method and the steel house construction method that has been popularized in recent years are well known. The wooden shaft construction method is usually a construction method in which a square section of wood is assembled as a column-beam to construct a wooden shaft construction structure, which is the most popular old construction method in my country (Japan). The timber framed construction wall method, also known as the Two by Four method, is "the construction of walls and floors by nailing construction plywood or other such materials to a frame construction made of wood. "Construction Method" (2014, Ministry of Land, Infrastructure, Transport and Tourism Notices No. 1540 and 1541). The steel-frame shaft material construction method is a construction method for constructing a steel-structure shaft material construction by assembling steel materials constituting columns, beams, brackets, and the like. Conceptually, the steel structure house construction method refers to a structure in which the wooden frame members of the wooden frame construction method are replaced with light-weight steel, which is made of thin-plate light-weight steel (Heisei 13, Ministry of Land, Infrastructure, Transport and Tourism Notice No. 1641). Specified steel frame structural wall construction method. In addition, as other structures related to small-scale buildings, a reinforced concrete structure of a frame (Rahmen) structure type or a wall structure type is known.
以我國的小規模建築物而言,雖已知有這些多種形態多種用途之構造的建築物,惟下文中,將針對技術上和本發明相關連的木構造建築物的耐震性能加以說明。 For small-scale buildings in our country, although these structures with various forms and multiple purposes are known, the following will describe the seismic performance of wooden structures technically related to the present invention.
一般而言,木構造建築物的工法大致分為木造軸材組構工法及木造框架組構牆工法。由於近年來大規模地震等的影響,有關木構造建築物之耐震性等的研究近年來在我國特別受到關注。我國的建築設計實務中,一般係使用在構造耐力上有效的耐力壁的軸材組構長度(建築俯視圖的牆壁長度)作為表示木構造建築物耐抗短期水平負荷(地震力、風壓等)的強度之指標(專利文獻1:日本特開2001-227086號公報)。軸材組構長度的計算係使用和耐力壁的構造相應的壁倍率。壁倍率為耐力壁的耐震性能或耐力性能的指標,其數值越大,耐震強度就越大。設計上應採用特定面數的耐力壁時,若採用壁倍率較高的耐力壁構造,即能提升建築物整體的耐震性。亦即,在我國,木構造建築物需要能發揮所需耐震性的建築基準法上規定的必要壁量,耐抗短期水平負荷的木造建築物的強度係和耐力壁之壁倍率乘以壁長所得的值成比例,在通常的建築設計中,梁間方向及桁行方向雙方在設計上必須確保必需壁量以上的存在壁量(耐力壁的軸材組構長度×壁倍率)。一般而言,若採用壁倍率較大的耐力壁構造,可降低耐力壁的面數(設置位置數),且可提升設計自由度,相反地,若採用壁倍率較小的耐力壁構造,則耐力壁的面數(設置位置數)會增多,且會降低設計自由度。因此,壁倍率的數值大的壁構造在提升建築物的設計自由度及耐震性上很有利。 Generally speaking, the construction method of a wooden structure building is roughly divided into a wooden shaft construction construction method and a wooden frame construction wall construction method. Due to the influence of large-scale earthquakes in recent years, research on the earthquake resistance of wooden structures has received particular attention in my country in recent years. In my country's architectural design practice, the shaft material length of the endurance wall (the wall length of the building plan view) that is effective in structural endurance is generally used as the indicator of the short-term horizontal load (earthquake force, wind pressure, etc.) The index of the strength of (Patent Document 1: Japanese Patent Laid-Open No. 2001-227086). Shaft fabric lengths are calculated using wall magnifications corresponding to the construction of the endurance wall. The wall magnification is an index of the seismic resistance or endurance performance of the endurance wall, and the larger the value, the greater the seismic strength. When a specific number of resistant walls should be used in the design, if a resistant wall structure with a higher wall ratio is used, the earthquake resistance of the building as a whole can be improved. That is, in our country, wooden buildings need the necessary wall amount specified in the Building Standard Law to exhibit the required earthquake resistance, the strength system of wooden buildings that can withstand short-term horizontal loads and the wall multiplier of the endurance wall multiplied by the wall length. The obtained value is proportional, and in a normal building design, it is necessary to ensure an existing wall amount greater than the required wall amount in both the beam-to-beam direction and the truss direction (the length of the shaft material of the bearing wall × the wall magnification). Generally speaking, if a wall-resistance wall structure with a large wall magnification is adopted, the number of faces (the number of installation positions) of the end-resistance wall can be reduced, and the degree of freedom of design can be improved. The number of faces (number of installation positions) of the endurance wall will increase, and the degree of freedom of design will be reduced. Therefore, the wall structure having a large value of the wall magnification is advantageous in improving the design freedom and earthquake resistance of the building.
多年來,我國所使用的汎用的木構造耐力壁的壁倍率係規定在建築基準法施行令第46條及建設省告示第1100號(昭和56年6月1日)。另一方面,有關不屬於這種汎用的壁構造的許多近年來的耐力壁,必須根據同條第4項表1(八)所規定的國土交通大臣之認定來決定壁倍率。因此,近年來所施工的許多木構造耐力壁的壁倍率必須根據指定性能評估機關所實施的性能試驗來設定壁倍率,該性能試驗的試驗方法等已詳細記載於各試驗-檢查機關公布的「木造的耐力壁及其倍率性能試驗-評估業務方法書」等之中。
For many years, the wall magnification of the general-purpose wooden structure endurance wall used in our country has been stipulated in Article 46 of the Enforcement Decree of the Building Standard Law and the Ministry of Construction Notice No. 1100 (June 1, 1986). On the other hand, for many recent endurance walls that do not belong to such a general-purpose wall structure, the wall magnification must be determined by the approval of the Minister of Land, Infrastructure, Transport and Tourism as prescribed in Table 1(8),
如「木造的耐力壁及其倍率 性能試驗-評估業務方法書」等許多文獻所載,求得木構造耐力壁之壁倍率的性能試驗為耐力壁的面內剪切(剪力)試驗。該試驗中,係對耐力壁的試驗體反覆施以既定的水平負荷,並求取水平負荷與剪切變形角的關係等。壁倍率則如「木造軸材組構工法住宅之容許應力度設計[1](2017年版)」、第63頁及第300頁(非專利文獻1)等諸多技術文獻所載,係根據水平負荷及剪切變形角計算短期容許剪切耐力,並將其除以既定的耐力(壁長(m)×1.96(kN/m))所得的值。因而,壁倍率係為將短期容許剪切耐力除以基準數值而加以指數化所得的值。此處,作為壁倍率算出之根據的短期容許剪切耐力係為對以下4個指標中顯示最小值之值(短期基準耐力)乘以變異係數,且乘以既定的係數(評估耐力降低主因的係數)所得的值。 As described in many literatures such as "Wooden Endurance Wall and Its Magnification Performance Test-Evaluation Method Book", the performance test to obtain the wall magnification of the wooden structure endurance wall is the in-plane shear (shear force) test of the endurance wall. In this test, a predetermined horizontal load is repeatedly applied to the test body of the resistance wall, and the relationship between the horizontal load and the shear deformation angle is obtained. The wall magnification is as described in many technical documents such as "Design of Allowable Stress Degree of Wooden Shaft Construction Method Housing [1] (2017 Edition)", pages 63 and 300 (Non-Patent Document 1), etc., and is based on the horizontal load. and the shear deformation angle to calculate the short-term allowable shear resistance, and divide it by the value obtained by dividing the predetermined resistance (wall length (m) × 1.96 (kN/m)). Therefore, the wall magnification is a value obtained by dividing the short-term allowable shear resistance by the reference value and indexing it. Here, the short-term allowable shear resistance used as the basis for the calculation of the wall magnification is obtained by multiplying the value showing the minimum value among the following four indexes (short-term reference resistance) by the coefficient of variation, and multiplying it by a predetermined coefficient (the main factor for evaluating the reduction in resistance). coefficient) value.
(1)降伏耐力 (1) surrender endurance
(2)根據塑性率修正所得的最終耐力的值(以下,稱為「最終耐力(修正值)」。) (2) The value of the final endurance obtained by correcting the plasticity ratio (hereinafter, referred to as "final endurance (correction value)").
(3)最大耐力的2/3之值(以下,稱為「最大耐力相當值」。) (3) The value of 2/3 of the maximum endurance (hereinafter referred to as the "equivalent value of the maximum endurance".)
(4)剪切變形角=1/120rad時的耐力 (4) Endurance when shear deformation angle = 1/120rad
例如,在特定的剪切變形角中獲得最大耐力後會在剪切變形角稍微增加的時刻產生面材碎邊、破裂等而使耐力急遽降低或在早期發生剪切破壞的耐力壁的情況中,縱使最大耐力相當值顯示了較大值,最終耐力(修正值)仍小,結果,較多情況是只能獲得較小值的壁倍率。相對於此,也有下述情形:在特定的剪切變形角中獲得最大耐力後,即使將已發揮最大耐力的剪切變形角再增大也不會使耐力大幅降低,而且不易剪切破壞。此種耐力壁的情況中,最終耐力(修正值)較大,因而,會有許多即使最大耐力相當值為較小值但仍可設定較大值之壁倍率的情形。亦即,木構造耐力壁的壁倍率並不一定只依存於最大耐力相當值的增大,而是具有可依據與最終耐力等其他主因相關連所得的綜合性檢討而如期望增大的性質。 For example, when the maximum resistance is obtained at a specific shear deformation angle, face material chipping, cracking, etc. may occur when the shear deformation angle is slightly increased, resulting in a sudden decrease in resistance, or in the case of a resistance wall in which shear failure occurs at an early stage , even if the maximum endurance equivalent value shows a large value, the final endurance (correction value) is still small, and as a result, in many cases, only a small value of the wall magnification can be obtained. On the other hand, after the maximum resistance is obtained at a specific shear deformation angle, even if the shear deformation angle at which the maximum resistance is exhibited is increased, the resistance is not greatly reduced, and the shear failure is not easy. In the case of such an endurance wall, the final endurance (correction value) is large, and therefore, there are many cases where a larger value of the wall magnification can be set even if the maximum endurance equivalent value is a smaller value. That is, the wall magnification of the wooden structure endurance wall does not necessarily depend only on the increase of the equivalent value of the maximum endurance, but has the property that it can be increased as desired based on a comprehensive review related to other main factors such as the final endurance.
再者,近年來的木構造建築物的施工中,有多用打釘機、鎖螺釘機等作業工具的傾向,且用以將面材固定在柱、樑等的釘子、螺釘、螺絲等固定具、扣定具或緊固具(以下,僅稱為「緊固具」。)在許多情況中,係藉由打釘機(釘槍(nail gun)、鎖釘機(nailer))或鎖螺釘機等作業工具壓入或打入面材。若以這種作業工具將緊固具壓入或打入面材時,緊固具的頭部會沉入面材內,結果,在施以水平負荷時,容易發生緊固具從面材脫出或穿透的所謂衝剪現象。衝剪現象可認為是耐力壁的耐力急遽降低的主因之一。 Furthermore, in the construction of wooden structures in recent years, there is a tendency to use working tools such as nailing machines and screw-locking machines, and fixing tools such as nails, screws, and screws for fixing surface materials to columns, beams, etc. , Buckle or fastener (hereinafter, just referred to as "fastener".) In many cases, by means of a nailing machine (nail gun, nailer) or locking screw Machines and other working tools are pressed or driven into the face material. When the fastener is pressed or driven into the face material with such a working tool, the head of the fastener sinks into the face material, and as a result, when a horizontal load is applied, the fastener tends to come off the face material. The so-called punching-shear phenomenon of exiting or penetrating. The phenomenon of punching and shearing can be considered as one of the main reasons for the sudden decrease of the endurance of the endurance wall.
在專利文獻2至5(日本特許第5415156號公報、日本特開2013-209809號公報、日本特開2013-238068號公報、日本特開2012-202112號公報)中,載述有使用帶狀補強材將耐力面材固定於柱、樑等木造軸材組構構件或木造架構構件之壁基的木構造耐力壁的面材固定方法。這種面材固定方法係構成為:將合成纖維織物等帶狀補強材、或者鋼板或木質纖維板等帶狀補強材沿著面材的邊緣連續地舖設,並依既定間隔將多數支釘子等緊固具打入各帶狀補強材,藉此將面材固定在壁基。若依據使用這種帶狀補強材的木構造耐力壁,或許可將緊固具的間隔最佳化,並且利用帶狀補強材提升緊固具的面材保持作用,藉以增大相對於短期水平負荷的最大耐力,使耐力壁的壁倍率較大幅地增大。此外,在使用可防止緊固具的頭部沉入面材的帶狀鐵板等鋼板製帶狀補強材時,不僅可增大最大耐力,還可防止衝剪現象發生於未然。 In
[專利文獻1]日本特開2001-227086號公報 [Patent Document 1] Japanese Patent Laid-Open No. 2001-227086
[專利文獻2]日本特許第5415156號公報 [Patent Document 2] Japanese Patent No. 5415156
[專利文獻3]日本特開2013-209809號公報 [Patent Document 3] Japanese Patent Laid-Open No. 2013-209809
[專利文獻4]日本特開2013-238068號公報 [Patent Document 4] Japanese Patent Application Laid-Open No. 2013-238068
[專利文獻5]日本特開2012-202112號公報 [Patent Document 5] Japanese Patent Laid-Open No. 2012-202112
[非專利文獻1]木造軸材組構工法住宅的容許應力度設計[1](2017年版)、第63頁及第300頁。 [Non-Patent Document 1] Design of Allowable Stress Degrees for Housing with Wooden Shaft Construction Method [1] (2017 Edition), pp. 63 and 300.
如上所述,藉由將鋼板製帶狀補強材沿著耐力面材的邊緣部配置,並以作業工具等將多數個緊固具從帶狀補強材之上壓入或打入,即可將相對於短期水平負荷的最大耐力較大幅地增大,而且,還有可防止衝剪現象發生於未然的可能性。然而,於配置有鋼板製的帶狀補強材的耐力壁中,配置了帶狀補強材的面材之邊緣部帶狀區域的剛性雖會整體性提升,相反地,該帶狀區域的剛性與離開帶狀補強材的非補強區域(不存在有帶狀補強材等板狀補強材或未被板狀補強材覆蓋、未受板狀補強材補強的區域)的剛性會有較大幅的差異。經本案發明人等的實驗發現下列現象:會因為這種極端的剛性變化而在面材的非補強區域發生龜裂或破損等,結果使得耐力壁的最終耐力較大幅降低。此種現象會使壁倍率的提升變得困難。 As described above, by arranging the strip-shaped reinforcing material made of steel plates along the edge portion of the resistance surface material, and pressing or driving a plurality of fasteners from the strip-shaped reinforcing material with a working tool or the like, it is possible to The maximum endurance for short-term horizontal loads is greatly increased, and there is a possibility that the punching shear phenomenon can be prevented before it occurs. However, in the endurance wall in which the band-shaped reinforcing material made of steel plate is arranged, although the rigidity of the band-shaped region at the edge portion of the face material on which the band-shaped reinforcement material is arranged increases as a whole, on the contrary, the rigidity of the band-shaped region is higher than that of the band-shaped region. The rigidity of the non-reinforcing area away from the belt-shaped reinforcement material (the area without plate-shaped reinforcement material such as belt-shaped reinforcement material or the area not covered by the plate-shaped reinforcement material and not reinforced by the plate-shaped reinforcement material) will be significantly different. Experiments conducted by the inventors of the present application found the following phenomenon: cracks or breakages occur in the non-reinforced area of the face material due to such extreme rigidity change, resulting in a relatively large reduction in the final resistance of the resistance wall. This phenomenon makes it difficult to increase the wall magnification.
本發明係有鑑於這種情形而研發者,其目的在提供一種木構造建築物的耐力壁構造及耐力壁施工方法,其係使用和將耐力面材緊固於壁基之緊固具相關連的金屬製補強材,俾確實防止衝剪現象發生於耐力壁,並且藉由適當配設這種補強材來提高耐力壁的韌性,藉此,即可解決妨礙壁倍率提升的主要阻礙因素。 The present invention has been developed in view of such a situation, and its object is to provide an endurance wall structure and an endurance wall construction method of a wooden structure building, which are related to the use of a fastener for fastening an endurance face material to a wall base. The metal reinforcing material is used to prevent the punching shear phenomenon from occurring in the endurance wall, and the toughness of the endurance wall can be improved by properly disposing the reinforcing material, thereby solving the main obstacle hindering the increase of the wall magnification.
為達成上述目的,本發明提供一種木構造建築物的耐力壁構造,係由木造軸材組構工法或木造框架組構牆工法的木構造壁基、及藉具備有軸部及頭部的緊固具緊固於前述壁基的耐力面材所構成,前述緊固具係隔著既定間隔配置於前述面材的外周部及中間部,前述軸部係藉作業工具對於前述緊固具的打撃力或壓力貫穿前述面材,並伸入、壓入、穿入 或螺入前述壁基,前述頭部係配置於和前述面材之外表面同等的位置,該面材係藉前述緊固具的保持力而一體地保持於前述壁基,其中該耐力壁構造係具有:加剛金屬板,係隔著和前述緊固具之間隔實質上相同的間隔在前述面材兩側的邊緣部帶狀區域以遍及於該面材的整個高度的方式排列配設,且將背面密接或接著於前述面材之外表面,俾補強各緊固具附近的面材部分;該加剛金屬板彼此係互相分離,且在相鄰的加剛金屬板之間,於前述邊緣部帶狀區域形成有不存在該加剛金屬板的非補強區域,前述加剛金屬板具有的強度及板厚,雖然會因為在前述緊固具打撃時或壓入時作用在該緊固具之藉前述作業工具的打撃力或壓力而被前述軸部穿孔,並被該軸部貫穿,但仍會將前述緊固具的前述頭部予以保持、支持或支承在和前述面材的外表面實質上相同的位置。 In order to achieve the above-mentioned purpose, the present invention provides an endurance wall structure of a wooden structure building, which is composed of a wooden structure wall base with a wooden shaft material construction method or a wooden frame construction wall construction method, and a tightening device with a shaft portion and a head. The fasteners are formed by the endurance surface material fastened to the wall base, the fasteners are arranged at the outer peripheral part and the middle part of the surface material with a predetermined interval, and the shaft part is the impact of the fasteners by the working tools. The force or pressure penetrates through the above-mentioned face material, and extends, presses, penetrates or screws into the above-mentioned wall base, and the above-mentioned head is arranged at the same position as the outer surface of the above-mentioned face material, and the above-mentioned face material is by the above-mentioned fastener. The retaining force is integrally maintained on the wall base, wherein the endurance wall structure has: a stiffened metal plate, and an edge band on both sides of the face material at substantially the same interval as the interval between the fasteners. The shaped areas are arranged in a manner that covers the entire height of the face material, and the back face is closely attached or attached to the outer surface of the face material to reinforce the face material parts near the fasteners; the rigid metal plates are connected to each other. Separated from each other, and between adjacent stiffened metal plates, a non-reinforced area without the stiffened metal plate is formed in the band-shaped area of the edge portion. The strength and thickness of the aforementioned stiffened metal plate may vary Because the pressing force or pressure of the working tool acting on the fastener when the fastener is pressed or pressed is pierced by the shaft portion and penetrated by the shaft portion, the fastener will still be penetrated by the shaft. The aforesaid head is held, supported or supported in substantially the same position as the outer surface of the aforesaid facestock.
本發明又提供一種木構造建築物的耐力壁施工方法,係將耐力面材定位在木造軸材組構工法或木造框架組構牆工法的木構造壁基,將具備軸部及頭部的緊固具隔著既定間隔打入於前述面材的外周部,且使藉作業工具對於前述緊固具的打撃力或壓力將前述面材穿孔並貫穿該面材的軸部伸入、壓入、穿入或螺入前述壁基,同時將前述頭部配置於和前述面材之外表面同等的位置,且藉前述緊固具的保持力將該面材在構造上一體地保持於前述壁基,其中將背面密接或接著於前述面材之外表面而補強各緊固具附近的面材部分的加剛金屬板,隔著和前述緊固具之間隔實質上相同的間隔在前述面材兩側的邊緣部帶狀區域以遍及於該面材的整個高度的方式排列配設,同時使前述加剛金屬板彼此互相分離,藉此而將不存在該加剛金屬板的前述面材之非補強區域形成在前述邊緣部帶狀區域,且 以由前述緊固具的軸部將前述加剛金屬板穿孔並貫穿該加剛金屬板的方式,藉前述作業工具將該緊固具打入前述加剛金屬板,藉前述加剛金屬板將前述緊固具的前述頭部予以保持、支持或支承在和前述面材之外表面實質上相同的位置。 The present invention also provides a construction method of endurance wall for wooden structure buildings, which is to locate the endurance surface material on the wooden structure wall foundation of the wooden shaft material construction method or the wooden frame construction method, The fixing tool is driven into the outer peripheral part of the above-mentioned face material at a predetermined interval, and the above-mentioned face material is perforated by the force or pressure of the working tool on the above-mentioned fastener, and the shaft part of the face material is inserted, pressed, Insert or screw into the wall base, and at the same time arrange the head at the same position as the outer surface of the face material, and use the holding force of the fastener to hold the face material structurally and integrally with the wall base. , wherein the backside is closely attached or attached to the outer surface of the aforementioned face material to reinforce the stiffened metal plate of the face material portion near each fastener, and the interval between the aforementioned fasteners is substantially the same as the interval between the aforementioned face materials. The side edge band-shaped regions are arranged to cover the entire height of the face material, and at the same time, the stiffened metal plates are separated from each other, so that there is no difference between the stiffened metal plates and the face material. The reinforcing area is formed in the band-shaped area of the edge portion, and the fastener is driven into the above-mentioned fastener by the above-mentioned working tool in such a manner that the above-mentioned stiffened metal plate is perforated by the shaft portion of the above-mentioned fastener and penetrated through the above-mentioned stiffened metal plate. The stiffened metal plate is used to hold, support or support the head of the fastener at substantially the same position as the outer surface of the face material by the stiffened metal plate.
另外,「木構造壁基」係關於木造建築物的外壁及內壁且包含內裝側及外裝側之各壁基的概念,面材的「外周部」係指面材的外周部分且包含面材兩側的邊緣部帶狀區域、及面材的上端部和下端部之邊緣部帶狀區域的概念。再者,面材的「中間部」意指一般固定或卡扣於間柱等的面材部分且在上下邊緣部帶狀區域之間延伸於上下方向或鉛直方向的帶狀區域。而且,「支承」(名詞)意指「將理論上的支點在工學上付諸實用者。」(「建築大辭典第2版」(彰國社發行)),「予以支承」(動詞)意指構成或形成前述「支承」(名詞)的情形。此外,有關緊固具之頭部及面材之外表面,所謂「實質上相同位置」意指緊固具頭部的外表面與面材之外表面位於大致相同的面內。 In addition, "wood structure wall base" refers to the concept of the outer wall and inner wall of a wooden building and includes each wall base on the interior side and exterior side, and the "peripheral portion" of the surface material refers to the outer peripheral portion of the surface material and includes The concept of the edge band-like regions on both sides of the face material and the edge band-like regions of the upper and lower ends of the face material. In addition, the "intermediate portion" of the face material means a band-shaped region that is generally fixed or snapped to a face material portion such as a post and extends in the vertical direction or the vertical direction between the upper and lower edge band-shaped regions. Furthermore, "support" (noun) means "one who puts a theoretical fulcrum into practice in engineering." ("Architectural Dictionary 2nd Edition" (published by Shokokusha)), "support" (verb) Means what constitutes or forms the aforementioned "support" (noun). In addition, regarding the head and the outer surface of the face material of the fastener, "substantially the same position" means that the outer surface of the head of the fastener and the outer surface of the face material are located in substantially the same plane.
若依據本發明的上述構成,加剛金屬板可阻止緊固具的頭部沉入面材內,藉此,在施以水平負荷時,可有效防止發生緊固具脫出或穿透面材的衝剪現象。再者,加剛金屬板並非補強整個邊緣部帶狀區域的剛性,而是構成使緊固具附近的面材部分的剛性局部性增大的補強手段。因此,包含邊緣部帶狀區域的面材整個區域的剛性係維持整體上平均化的狀態,相較於帶狀補強材連續鋪設於邊緣部帶狀區域的習知構成(專利文獻2至5),面材在整體上可發揮同樣或均等的剛性。因而,若依據上述構成的耐力壁構造,可防止因剛性在面材的補強區域與面材的非補強區域之間產生變化或相異而在非補強區域、或者補強區域與非補強區域的邊界部分等 局部性發生應力集中狀態等情形,藉此,可防止在面材發生龜裂或破損等事態於未然。 According to the above structure of the present invention, the stiffened metal plate can prevent the head of the fastener from sinking into the surface material, thereby effectively preventing the fastener from falling out or penetrating the surface material when a horizontal load is applied punching phenomenon. Furthermore, the stiffened metal plate does not reinforce the rigidity of the entire edge band-shaped region, but constitutes a reinforcing means for locally increasing the rigidity of the face material portion in the vicinity of the fastener. Therefore, the rigidity of the entire area of the face material including the edge band-shaped region is maintained in an overall uniform state, compared with the conventional structure in which the band-shaped reinforcing material is continuously laid on the edge band-shaped region (
若依據本案發明人等的耐力驗證試驗(面內剪切試驗),相較於在邊緣部帶狀區域具有連續延伸之帶狀補強材的習知構成的耐力壁(如專利文獻2至5所載,將細長帶狀補強材沿著面材的邊緣部配置的耐力壁),本發明的耐力壁不易在面材發生龜裂或破損等,結果,富於韌性而具有發揮較高的壁倍率的傾向。這意味著,在本發明的耐力壁中,因面材整個區域的剛性係維持均等或平均的狀態,故剪切變形時發生的應力能夠分散得較良好,同時面材也有效且充分地發揮了素材本來的韌性及變形追從性。亦即,若依據本發明,縱使最大耐力相當值和習知構成的耐力壁(專利文獻2至5)相比稍遜,和韌性及變形追從性相關連所獲得的最終耐力(修正值)仍會較高,結果,可獲得能發揮高度壁倍率的耐力壁。 According to the endurance verification test (in-plane shear test) of the inventors of the present application, compared with the conventional endurance wall having a belt-shaped reinforcing material extending continuously in the edge region of the belt-shaped region (as disclosed in
出自其他觀點,本發明還提供具有上述構成之耐力壁構造的木構造建築物的耐力壁。又出自其他觀點,本發明復提供具有該種耐力壁的木構造建築物。本發明亦提供一種無機系面材,其為可在上述構成之耐力壁構造中使用的無機系面材,且為至少在面材的邊緣部帶狀區域中將前述加剛金屬板的主體一體地配設於前述面材之外表面所成者。 From another viewpoint, this invention also provides the resistance wall of the wooden structure building which has the above-mentioned resistance wall structure. From another point of view, the present invention further provides a wooden structure building having such an endurance wall. The present invention also provides an inorganic-based surface material that can be used in the endurance wall structure of the above-mentioned configuration, wherein the main body of the stiffened metal plate is integrated at least in the band-shaped region of the edge portion of the surface material. It is formed by being arranged on the outer surface of the aforementioned face material.
若依據本發明之木構造建築物的耐力壁構造及耐力壁施工方法,係使用和將耐力面材緊固於壁基的緊固具相關連的金屬製補強材,俾確實防止衝剪現象發生於耐力壁,並且藉由適當配設這種補強材來提高耐力壁的韌性,藉此,即可解決妨礙壁倍率提升的主要阻礙因素。 If the endurance wall structure and the endurance wall construction method of the wooden structure building according to the present invention are made of metal reinforcing materials associated with the fasteners that fasten the endurance surface material to the wall base, the occurrence of punching and shearing can be reliably prevented. In the endurance wall, and by appropriately disposing the reinforcing material to improve the toughness of the endurance wall, the main obstacle that hinders the increase of the wall magnification can be solved.
1‧‧‧基礎 1‧‧‧Basic
2‧‧‧地基 2‧‧‧Foundation
3‧‧‧柱 3‧‧‧Column
4‧‧‧間柱 4‧‧‧Pillars
4’‧‧‧銜接間柱 4’‧‧‧connecting column
5‧‧‧橫架材(橫圍架、軒桁、妻桁) 5‧‧‧Cross frame (cross frame, truss, truss)
5’‧‧‧壁體連結件 5’‧‧‧Wall connector
10、10a、10b‧‧‧石膏系面材 10, 10a, 10b‧‧‧Gypsum-based surface material
20‧‧‧釘子(緊固具) 20‧‧‧Nails (fasteners)
21‧‧‧軸部 21‧‧‧Shaft
22‧‧‧頭部 22‧‧‧Head
30、35、36、37、38‧‧‧加剛金屬板 30, 35, 36, 37, 38‧‧‧ steel plate
31‧‧‧指標 31‧‧‧Indicators
33‧‧‧安裝手段 33‧‧‧Installation method
D‧‧‧直徑 D‧‧‧diameter
H‧‧‧高度 H‧‧‧Height
Pr‧‧‧打釘機(未圖示)的打入壓力 Driving pressure of Pr‧‧‧ nailing machine (not shown)
S1、S2‧‧‧釘子的間隔 S1, S2‧‧‧ spacing of nails
S3‧‧‧距離 S3‧‧‧distance
W、W’‧‧‧寬度 W, W’‧‧‧Width
第1圖為顯示木構造建築物之耐力壁構造的前視圖。 Fig. 1 is a front view showing a resistance wall structure of a wooden structure building.
第2圖(A)為面材緊固部分的前視圖,係顯示藉釘子及加剛金屬板將面材緊固於柱所形成之耐力壁的面材緊固部分的構成,第2圖(B)為第2圖(A)之I-I線的剖面圖,第2圖(C)及第2圖(D)為顯示釘子打入加剛金屬板之態樣的面材緊固部分的斜視圖。 Figure 2 (A) is a front view of the face material fastening part, showing the structure of the face material fastening part of the endurance wall formed by fastening the face material to the column by means of nails and stiffened metal plates, Figure 2 ( B) is a sectional view taken along the line I-I in Fig. 2(A), and Fig. 2(C) and Fig. 2(D) are oblique views of the face material fastening portion showing the state where the nails are driven into the stiffened metal plate .
第3圖(A)及第3圖(B)為顯示釘子打入於安裝在面材的加剛金屬板之態樣的耐力壁構造的局部斜視圖。 Fig. 3(A) and Fig. 3(B) are partial perspective views of the resistance wall structure showing a state in which a nail is driven into a stiffened metal plate attached to a face material.
第4圖為顯示加剛金屬板的變化例之耐力壁的面材緊固部分的前視圖。 Fig. 4 is a front view of the face material fastening portion of the endurance wall showing a modification of the stiffened metal plate.
第5圖為顯示在安裝於面材的圓形輪廓之加剛金屬板打入釘子之樣態的耐力壁構造的局部斜視圖。 Fig. 5 is a partial perspective view of the resistance wall structure showing a state in which a metal plate is attached to the circular outline of the face material and driven into a nail.
第6圖為顯示使用圓形輪廓之加剛金屬板的木構造建築物之耐力壁構造的前視圖。 Fig. 6 is a front view showing the structure of the endurance wall of the wooden structure building using the circular outline and the rigid metal plate.
第7圖為顯示第6圖所示之耐力壁構造之變化例的前視圖。 FIG. 7 is a front view showing a modification of the resistance wall structure shown in FIG. 6 .
第8圖為顯示本發明實施例之耐力壁構造在面內剪切試驗中所使用的試驗體構成的前視圖。 Fig. 8 is a front view showing the configuration of a test body used in the in-plane shear test of the resistant wall structure according to the embodiment of the present invention.
第9圖為顯示比較例之耐力壁構造在面內剪切試驗中所使用的試驗體構成的前視圖。 Fig. 9 is a front view showing the structure of the test body used in the in-plane shear test of the resistance wall structure of the comparative example.
第10圖係針對具備汎用的石膏板材(board)作為耐力面材的試驗體之面內剪切試驗顯示其試驗結果的曲線圖,在第10圖顯示耐力(負荷)及偏移(剪切變形角)的相關關係。 Fig. 10 is a graph showing the test results of an in-plane shear test of a test body having a general-purpose gypsum board as a resistance surface material, and Fig. 10 shows the resistance (load) and deflection (shear deformation) angle) correlation.
第11圖係針對具備混入有玻璃纖維之石膏系面材作為耐力面材的試驗體之面內剪切試驗顯示其試驗結果的曲線圖,在第11圖顯示耐力(負荷)與偏移(剪切變形角)的相關關係。 Fig. 11 is a graph showing the test results of an in-plane shear test of a test body having a gypsum-based surface material mixed with glass fibers as a resistance surface material, and Fig. 11 shows the resistance (load) and deflection (shear). shear deformation angle).
若依據本發明的較佳實施形態,係使用無機質系的面材作為上述面材,並使用釘子、螺釘或螺絲作為上述緊固具,各個上述加剛金屬板係藉單一的緊固具緊固於面材。釘子、螺釘或螺絲則藉打釘機、鎖螺釘機或鎖螺絲機等作業工具打入加剛金屬板。作業工具的打撃力或壓力係作用於釘子、螺釘或螺絲的頭部,而釘子、螺釘或螺絲的軸部則藉其前端部將加剛金屬板穿孔,並且穿入或壓入面材及壁基(柱、樑或橫架材),和壁基一體化。 According to a preferred embodiment of the present invention, an inorganic surface material is used as the surface material, and nails, screws or screws are used as the fasteners, and each of the above-mentioned rigid metal plates is fastened by a single fastener on the face material. Nails, screws or screws are driven into the rigid metal plate by working tools such as a nailing machine, a screw-locking machine or a screw-locking machine. The pounding force or pressure of the working tool acts on the head of the nail, screw or screw, and the shaft part of the nail, screw or screw perforates the stiffened metal plate through its front end, and penetrates or presses into the face material and the wall. The base (column, beam or cross frame), and the wall base is integrated.
本發明的較佳實施形態中,加剛金屬板更在面材的上端部及下端部的邊緣部帶狀區域以遍及於面材的整個寬度的方式排列配設,加剛金屬板彼此係互相分離,且不存在有加剛金屬板的非補強區域係在上端部及下端部的邊緣部帶狀區域中形成於相鄰的加剛金屬板之間。本發明的其他較佳實施形態中,加剛金屬板更在面材的中間部以遍及於該面材的整個高度的方式排列配設,加剛金屬板彼此係互相分離,且不存在加剛金屬板的非補強區域在中間部形成於相鄰的加剛金屬板之間。較佳為,加剛金屬板係以實質上均等的間隔排列配設或排列配置於面材的邊緣部帶狀區域(及中間部)。可依期望,使以不和加剛金屬板卡合的方式將耐力面材緊固於壁基的緊固具藉由將成排的加剛金屬板之一部份省略而配設於加剛金屬板之間,或者以附加方式配設於加剛金屬板之間的非補強區域。 In a preferred embodiment of the present invention, the stiffened metal plates are arranged in the band-shaped regions of the upper end and the lower end of the face material so as to cover the entire width of the face material, and the stiffened metal plates are connected to each other. Separate and non-reinforced regions without stiffened metal plates are formed between adjacent stiffened metal plates in edge band-like regions at the upper and lower ends. In other preferred embodiments of the present invention, the stiffened metal plates are arranged in the middle part of the face material in a manner covering the entire height of the face material, the stiffened metal plates are separated from each other, and there is no stiffened metal plate. The non-reinforced area of the metal plate is formed between adjacent stiffened metal plates in the middle. Preferably, the stiffened metal plates are arranged or arranged at substantially equal intervals in the edge band-shaped region (and the middle portion) of the face material. As desired, the fasteners that fasten the endurance surface material to the wall base in a manner that does not engage with the stiffened metal plate can be arranged on the stiffened by omitting part of the row of stiffened metal plates. Between the metal plates, or in an additional manner, it is arranged in the non-reinforced area between the stiffened metal plates.
較佳為,加剛金屬板具有在緊固具施工前將金屬板本體保持於面材之外表面的黏著手段、接著手段、卡緊手段或卡扣手段,藉以安裝或暫時固定於面材之外表面。加剛金屬板係在面材製造時、工場出貨時、保存時等預先安裝或暫時固定於面材的邊緣部帶狀區域,或者,在建設現場或施工現場安裝或暫時固定於面材的邊緣部帶狀區域。以黏著手段或接著手段而言,可舉出塗佈於加剛金屬板背面的黏著劑(材)或接著劑(材),或者插夾於加剛金屬板與面材之間的黏著膠帶或雙面膠帶等。再者,以固定手段或卡止手段而言,可舉出U形釘(staple)、銷等。可依期望,將標示緊固具之打入位置的指標設於加剛金屬板的中心部。指標可藉刻劃、塗料、油墨、印刷、隆起、凹窪、凹凸、突起等手段刻設、形成、塗附或配設於加剛金屬板上。也可將所具有之直徑比緊固具軸部之直徑更小的小徑貫穿孔穿設於加剛金屬板作為指標。 Preferably, the stiffened metal plate has adhering means, adhering means, clamping means or snapping means for holding the metal plate body on the outer surface of the face material before the fastener is constructed, so as to be installed or temporarily fixed on the face material. The outer surface. The stiffened metal plate is pre-installed or temporarily fixed to the edge band-shaped area of the surface material when the surface material is manufactured, shipped from the factory, and stored, or is installed or temporarily fixed to the surface material at the construction site or construction site. Edge zone. In terms of adhesive means or adhesive means, there can be mentioned adhesives (materials) or adhesives (materials) coated on the back of the rigid metal plate, or an adhesive tape or an adhesive tape inserted between the rigid metal plate and the surface material. Double-sided tape, etc. In addition, a staple, a pin, etc. are mentioned as a fixing means or a locking means. As desired, an index indicating the driving position of the fastener can be placed at the center of the stiffened metal plate. The index can be engraved, formed, coated or arranged on the rigid metal plate by means of scribing, paint, ink, printing, bulge, depression, concave-convex, protrusion, etc. The small-diameter through-hole having a diameter smaller than the diameter of the shaft portion of the fastener can also be drilled into the rigid metal plate as an index.
較宜為,上述加剛金屬板具有前視呈圓形、多角形或方形的輪廓,加剛金屬板的前視最大尺寸係相對於緊固具之軸芯與面材之邊緣部之間的距離設定為該距離的2倍以下的尺寸,金屬板的前視最小尺寸係設定為頭部之直徑或外部尺寸(外形最大尺寸)的2倍以上的尺寸。較佳為,金屬板的板厚係設定於0.05至2.0mm範圍內的尺寸。更佳為,金屬板由具有0.2至0.8mm範圍內之板厚且直徑或一邊具有20至30mm範圍內之尺寸的前視呈正圓形或正方形的鋼板所構成,且鋼板的中心部或重心位置係配置在緊固具的打入位置。 Preferably, the above-mentioned stiffened metal plate has a circular, polygonal or square profile in front view, and the maximum frontal dimension of the stiffened metal plate is relative to the distance between the shaft core of the fastener and the edge of the face material. The distance is set to a size twice or less of this distance, and the minimum front-view size of the metal plate is set to a size twice or more of the diameter of the head or the outer size (maximum outer size). Preferably, the thickness of the metal plate is set within a range of 0.05 to 2.0 mm. More preferably, the metal plate is composed of a steel plate having a thickness in the range of 0.2 to 0.8 mm and a diameter or one side of a size in the range of 20 to 30 mm, which is a perfect circle or square in front view, and the center portion or the center of gravity of the steel plate is formed. The system is arranged at the driving position of the fastener.
本發明的較佳實施形態中,上述緊固具及加剛金屬板係以特定的緊固具之軸心或特定的加剛金屬板之中心點為起點依200mm以下且50mm以上的間隔配置於邊緣部帶狀區域,上述面材係由比重0.85以下,較佳為0.8以下的石膏系面材(石膏板材或石膏板)構成。如前所述,在地震 時等短期水平負荷作用時或加振時,加剛金屬板可防止在石膏系面材發生龜裂或破損等事態於未然,有助於提升壁倍率。 In a preferred embodiment of the present invention, the fasteners and the stiffened metal plate are arranged at intervals of 200 mm or less and 50 mm or more from the axis of a specific fastener or the center point of a specific stiffened metal plate. In the band-shaped region of the edge portion, the surface material is composed of a gypsum-based surface material (gypsum board or gypsum board) having a specific gravity of 0.85 or less, preferably 0.8 or less. As mentioned above, when a short-term horizontal load acts such as during an earthquake or when vibration is applied, adding rigidity to the metal plate can prevent the occurrence of cracks or damage in the gypsum-based surface material before it occurs, and contributes to improving the wall ratio.
以下,參照附圖針對本發明較佳實施例之耐力壁構造的構成作詳細說明。 Hereinafter, the structure of the endurance wall structure of the preferred embodiment of the present invention will be described in detail with reference to the accompanying drawings.
第1圖為顯示木構造建築物之耐力壁構造的前視圖。 Fig. 1 is a front view showing a resistance wall structure of a wooden structure building.
第1圖所示的耐力壁具有將厚度9.5mm、寬度910mm、高度約2800至3030mm(例如,2900mm)的石膏系面材10固定在混凝土(RC)基礎1上之木造軸材組構而成的構造。例如,以石膏系面材10而言,可適當地使用以石膏板材用原紙被覆平板狀的石膏芯材之雙面所構成的石膏板材(JIS A 6901),或者以石膏板材用原紙被覆混入有玻璃纖維的平板狀芯材之雙面所構成的石膏板材或石膏板(以下,稱為「玻璃纖維補強石膏板材」)。後述的本發明實施例中,以前者的石膏系面材而言,係使用比重0.67的石膏板材(JIS A 6901),以後者的石膏板材或石膏板而言,係使用由製品名「EX(Tiger-EX Board)」(註冊商標,吉野石膏股份有限公司製品)改良所得之比重0.79的玻璃纖維補強石膏板材。 The endurance wall shown in FIG. 1 is composed of a wooden shaft material that is formed by fixing a gypsum-based
如第1圖所示,石膏系面材10(以下,稱為「面材10」)係藉釘子20固定在地基2、柱3、間柱4及橫架材(橫圍架,girth))5。釘子20為例如鍍覆圓鐵釘(NZ釘:JIS A 5508)。本例中,以釘子20而言,係使用例如NZ50釘(長度50mm,頭部直徑約6.6mm、軸部直徑約2.75mm)。釘子20係在面材10的四周外周帶狀區域隔著間隔S1配置,且在朝鉛直方向延伸之面材10的中央帶狀區域隔著間隔S2配置。較佳為,間隔S1設定在50mm至200mm範圍內的尺寸,間隔S2設定在50mm至300mm範圍內的尺寸。在面材10的外周帶狀區域,沿著面材10的外邊緣以和釘子20相同的間隔S1排列配設有加剛金屬板30。釘子20係在面材10的外周部藉打釘機等打入於加剛 金屬板30的中心部,在面材10的鉛直中央帶狀區域則藉打釘機等直接打入面材10。外周部的釘子20係將加剛金屬板30的中心部穿孔並貫穿加剛金屬板30,同時穿入面材10的外周部並壓入壁基材2、3、5(地基2、柱3、橫架材5)。另一方面,中央帶狀區域的釘子20係穿入朝鉛直方向延伸的面材10之中央帶狀區域並壓入間柱4。 As shown in FIG. 1, the gypsum-based surface material 10 (hereinafter, referred to as "
依此方式,第1圖所示的耐力壁構造所具有的構成,係使用釘子20及加剛金屬板30將面材10的四周外周部一體地緊固於地基2、柱3、橫架材5,同時藉釘子20將面材中央的縱方向帶狀區域(鉛直中央帶狀區域)一體地緊固在間柱4。若依後述的本案發明人等的耐力驗證試驗,這種木構造耐力壁的構成在提升壁倍率上很有利。 In this way, the endurance wall structure shown in FIG. 1 has a structure in which the surrounding outer peripheral portion of the
第2圖(A)為面材緊固部分的前視圖,係顯示藉釘子20及加剛金屬板30將面材10緊固於柱3所形成的耐力壁的面材緊固部分之構成,第2圖(B)為第2圖(A)之I-I線的剖面圖,第2圖(C)、第2圖(D)為顯示釘子20打入加剛金屬板30之態樣的面材緊固部分的斜視圖。第3圖(A)及第3圖(B)為顯示釘子20打入於安裝在面材的加剛金屬板30之態樣的耐力壁構造的局部斜視圖。 Figure 2 (A) is a front view of the face material fastening part, showing the structure of the face material fastening part of the endurance wall formed by fastening the
第2圖(A)及第2圖(B)顯示了加剛金屬板30與釘子20、面材10及柱3的位置關係等。加剛金屬板30係為具有寬度W及高度H之尺寸的方形薄層且無開孔或無開口的金屬製盲板,本例中,係將寬度W及高度H設定在約25mm且前視呈正方形輪廓的金屬板。加剛金屬板30較佳為由厚度0.05至2.0mm的鍍鋅鋼板構成,更佳為由厚度0.2至0.8mm(例如,厚度0.4mm)的鍍鋅鋼板構成。這種鋼板因在耐腐蝕性、耐蟻性、經濟性等方面較優異,可適當地使用作為金屬板的素材,但也可使用其他種類的鋼板、或鋁-鋅合金鍍覆鋼板(例如,Galvalume鋼板(註冊商標,鍍鋁鋅鋼板)、鋁合金板、 不銹鋼合金板、銅板、鉛板等汎用的金屬材料之板體作為加剛金屬板30。再者,也可使用被覆有樹脂的金屬板、或異種金屬板之積層體等作為加剛金屬板30。 FIG. 2(A) and FIG. 2(B) show the positional relationship and the like of the stiffened
一般而言,釘子20係配置於從面材10之邊緣起隔著距離S3的位置,加剛金屬板30的中心係定位於從面材10之邊緣起隔著距離S3的位置。距離S3為約5至20mm範圍內的尺寸,較佳為設定在10至15mm(本例中為12mm)。 In general, the
第2圖(C)、第2圖(D)及第3圖(A)中顯示了釘子20打入於安裝在面材10之加剛金屬板30的態樣。釘子20具有:軸部21,藉打釘機等的打撃力或壓力貫穿面材10且穿入或壓入壁基;及頭部22,應藉由面材10保持、支持或支承在和面材10的外表面同等的位置。 FIGS. 2(C), 2(D) and 3(A) show the state in which the
加剛金屬板30係在面材10製造時、工場出貨時、保存時藉安裝手段33預先安裝於面材10的邊緣部帶狀區域,或者在建設現場或施工現場藉安裝手段33安裝於面材10的邊緣部帶狀區域。加剛金屬板30不必一定要牢牢地固定於面材10,也可以暫時固緊或暫時固定的態樣將加剛金屬板30安裝於面材10。以加剛金屬板30的安裝手段33而言,可舉出塗佈於加剛金屬板30之背面的黏著劑(材)或接著劑(材),或者插夾於加剛金屬板30與面材10之間的黏著膠帶或雙面膠帶等。加剛金屬板30上設有標示釘子20之打入位置的十字形的指標31。指標31較佳為設於加剛金屬板30之中心部或重心位置。也可藉刻劃、塗料、油墨、印刷、隆起、凹窪、凹凸、突起等手段將任意標示刻設、塗附、形成或配設於加剛金屬板30作為指標31。 The stiffened
如第2圖(C)及第3圖(A)所示,若將打釘機(未圖示)定位,使釘子20的前端部壓入指標31的中心,並藉打釘機的打入壓力Pr將釘子20打入加剛金屬板30時,軸部21的前端部會將加剛金屬板30穿孔,並貫穿加 剛金屬板30。在打釘後的釘子20中,如第2圖(D)所示,頭部22的外表面係和加剛金屬板30的外表面大致齊平。依此方式,頭部22即由加剛金屬板30予以保持、支持或支承在實質上和面材10之外表面相同的位置,且如第2圖(D)及第3圖(A)所示,釘子20係穿入或壓入面材10及柱3,結果,面材10得以一體緊固於柱3。另外,如第3圖(A)所示,面材10會在和間柱4對應的位置由藉打釘機等直接打入面材10的釘子20再進一步緊固於間柱4。 As shown in Fig. 2(C) and Fig. 3(A), if the nailing machine (not shown) is positioned, the front end of the
如第3圖(B)所示,在不將加剛金屬板30預先安裝於面材10而藉打釘機(未圖示)將釘子20打入加剛金屬板30之際,也可用作業工具、輔助具或手指等將加剛金屬板30定位於面材10的邊緣部,只藉釘子20的壓力將加剛金屬板30固定於面材10。也可依期望,藉鎚子等手動式作業工具將釘子20敲入加剛金屬板30,從而使釘子20穿入或壓入面材10及柱3。 As shown in FIG. 3(B), when the
第4圖為顯示耐力壁的面材緊固部分的前視圖,其中顯示加剛金屬板30的變化例。第4圖(A)中顯示具有直徑D的正圓形輪廓之加剛金屬板35,第4圖(B)中顯示具有寬度W、高度H(=W)的六角形輪廓之加剛金屬板36,第4圖(C)中顯示具有寬度W、高度H之尺寸的縱長型之長方形輪廓之加剛金屬板37,第4圖(D)中則顯示具有寬度W’的正三角形輪廓之加剛金屬板38。在各金屬板35至38的重心位置配置有標示釘子20之打入位置的指標(未圖示),釘子20係打入各金屬板35至38的重心位置。 FIG. 4 is a front view showing the face material fastening portion of the endurance wall, and a modification of the stiffened
第5圖為耐力壁構造的局部斜視圖,係顯示釘子打入圓形輪廓之加剛金屬板35的態樣,第6圖為顯示使用加剛金屬板35的木構造建築物的耐力壁構造的前視圖。第7圖為第6圖所示之耐力壁構造之變化例的前視圖。 Fig. 5 is a partial oblique view of the resistance wall structure, showing the state of the stiffened
如第5圖所示,圓形輪廓之加剛金屬板35係以和正方形輪廓之加剛金屬板30完全相同的態樣安裝於面材10的邊緣部帶狀區域。如前 所述,釘子20係藉打釘機(未圖示)的打入壓力Pr而打入加剛金屬板35,並穿入或壓入面材10及柱3,使面材10一體緊固於柱3。此外,如前所述,面材10係由藉打釘機等直接打入面材10的釘子20再進一步緊固於間柱4。 As shown in FIG. 5 , the
依此方式施工的耐力壁構造的前視圖係揭示於第6圖。第6圖所示的耐力壁構造具有在面材10的外周部全周(四周)以間隔S1等間隔地排列配設有釘子20及加剛金屬板35的構成。 The front view of the resistance wall structure constructed in this way is shown in FIG. 6. FIG. The endurance wall structure shown in FIG. 6 has a structure in which the
第7圖係顯示耐力壁構造的前視圖,該耐力壁構造具有省略面材10之上邊緣及下邊緣的加剛金屬板35而成的構成。加剛金屬板35不必一定要遍及於面材10的外周部全周(四周)排列配設,如第7圖所示,也可只在朝鉛直方向延伸的兩側的邊緣部帶狀區域排列配設加剛金屬板35。 FIG. 7 is a front view showing a resistance wall structure having a structure in which the stiffened
第8圖為顯示在第6圖所示之耐力壁構造的面內剪切試驗中所使用的試驗體(實施例1、2)之構成的前視圖。第9圖為顯示後述之比較例1-2、2-2之試驗體之構成的前視圖。第8圖及第9圖中,對於和前述各實施例之構成要素或構成構件相當或相應的構成要素或構成構件,係附註相同的參考符號。再者,第10圖及第11圖為顯示面內剪切試驗之試驗結果的曲線圖。 Fig. 8 is a front view showing the configuration of the test body (Examples 1 and 2) used in the in-plane shear test of the resistance wall structure shown in Fig. 6 . Fig. 9 is a front view showing the structure of the test body of Comparative Examples 1-2 and 2-2 to be described later. In FIGS. 8 and 9, the same reference numerals are attached to the components or components corresponding to or corresponding to the components or components of the foregoing embodiments. In addition, Fig. 10 and Fig. 11 are graphs showing the test results of the in-plane shear test.
本案發明人等根據「木造的耐力壁及其倍率性能試驗-評估業務方法書」所記載的試驗體樣式,製作了具有第8圖所示之耐力壁構造且壁寬度為1820mm、高度為2730mm的試驗體,並實施使用無載荷式試驗裝置所進行的面內剪切試驗。第8圖所示的試驗體係為第6圖所示之耐力壁構造的試驗體,具有在面材10(10a:10b)的外周部全周(四周)以間隔S1等間隔地排列配設釘子20及加剛金屬板35的構成。 The inventors of the present application have produced a wall with a wall width of 1820 mm and a height of 2730 mm, based on the test specimen format described in "Wooden Endurance Wall and Its Rate Performance Test-Evaluation Operational Method". The test body was subjected to an in-plane shear test using a no-load test apparatus. The test system shown in Fig. 8 is a test body of the endurance wall structure shown in Fig. 6, and has nails arranged at equal intervals at intervals S1 on the entire circumference (surroundings) of the outer peripheral portion of the face material 10 (10a:10b). 20 and the structure of the stiffened
第8圖所示的試驗體係具有:由剖面為105×105mm的柳杉製材的地基2和柱3、及藉柱3支持而剖面為180×105mm的米松製材的橫架 材5所構成之木造軸材組構的主要構造部。在柱3間的中央部立設有剖面為45×105mm的柳杉製材的銜接間柱4’,在柱3與銜接間柱4’之間立設有剖面30×105mm的柳杉製材的間柱4。柳杉製材或米松製材的壁體連結件5’係架設在柱3與間柱4之間,並且架設於間柱4與銜接間柱4’之間。作為試驗用輔助具,挽拉金屬件40係配設於地基2及柱3的接合部,並且配設於樑5及柱3的接合部。地基2、柱3、銜接間柱4’、間柱4、橫架材5、壁體連結件5’構成耐力壁構造的軸材,藉由這些構件形成矩形的軸材組構。 The test system shown in Fig. 8 has a wooden structure consisting of a
第8圖所示的試驗體中,地基2及樑3的鉛直分離距離h1、壁體連結件5’的高度h2、以及樑3相對於壁體連結件5’的相對高度h3分別設定為h1=2625mm、h2=1790mm、h3=835mm,柱3及銜接間柱4’的間隔(柱芯間隔)w1係設定為w1=910mm,壁的長度L設定為1.82m。面材10係藉壁體連結件5’分割成上下,下側的面材10a具有寬度910mm、高度1820mm的尺寸,配置於上側的面材10b具有寬度910mm、高度865mm的尺寸。面材10a、10b的重疊裕度(overlap allowance)尺寸h4、h5係設定為30mm。 In the test body shown in FIG. 8, the vertical separation distance h1 of the
第8圖所示的試驗體中,用以將面材10a、10b緊固於地基2、柱3、銜接間柱4’、橫架材5及壁體連結件5’的釘子20及加剛金屬板35係遍及於面材10a、10b的邊緣部帶狀區域全周而等間隔(間隔S1=75mm)地排列配設。用以將面材10a、10b緊固於間柱4的釘子20係等間隔(間隔S2=150mm)地排列配設在面材10a、10b的鉛直中央帶狀區域。釘子20係使用NZ50釘(長度50mm、頭部直徑約6.6mm、軸部直徑約2.75mm),加剛金屬板35則使用直徑24mm、板厚0.4mm的鍍鋅鋼板(正圓形盲板)。 In the test body shown in Fig. 8, the
本案發明人等製作了以下2種試驗體,並實施使用無載荷式試驗裝置所進行的面內剪切試驗。 The inventors of the present invention produced the following two types of test bodies, and carried out an in-plane shear test using a non-load type test apparatus.
(1)在第8圖所示的構成中,係使用厚度9.5mm、寬度910mm、比重0.67的石膏板材(JIS A 6901)作為面材10a、10b的實施例(以下,稱為「實施例1」。)之試驗體。 (1) In the configuration shown in Fig. 8, a gypsum board (JIS A 6901) having a thickness of 9.5 mm, a width of 910 mm, and a specific gravity of 0.67 was used as the
(2)在第8圖所示的構成中,係使用厚度9.5mm、寬度910mm、比重0.79的玻璃纖維補強石膏板材作為面材10a、10b的實施例(以下,稱為「實施例2」)之試驗體。 (2) In the structure shown in Fig. 8, it is an example in which a glass fiber reinforced gypsum board having a thickness of 9.5 mm, a width of 910 mm, and a specific gravity of 0.79 is used as the
實施例1及2的各試驗體的試驗結果揭示於第10圖及第11圖。有關各圖所示試驗結果的評估容後陳述。 The test results of the respective test bodies of Examples 1 and 2 are shown in FIGS. 10 and 11 . A statement about the evaluation of the test results shown in each figure is followed by a statement.
本案發明人等更製作了具有以下構成的試驗體作為比較例1-1、1-2、2-1及2-2,並實施使用無載荷式試驗裝置所進行的面內剪切試驗。 The inventors of the present invention further produced test bodies having the following constitutions as Comparative Examples 1-1, 1-2, 2-1 and 2-2, and carried out an in-plane shear test using a no-load test apparatus.
(1)比較例1-1 (1) Comparative Example 1-1
準備試驗體作為比較例1-1,此試驗體係在第8圖所示構成的試驗體中完全不使用加剛金屬板35,只使用釘子20將面材10a、10b緊固於第8圖之壁基所成。釘子20的間隔S1、S2係和第8圖所示試驗體相同,分別為S1=75mm,S2=150mm。面材10a、10b和實施例1的試驗體相同,屬於厚度9.5mm、寬度910mm、比重0.67的石膏板材(JIS A 6901)。 A test body was prepared as Comparative Example 1-1. In this test system, the stiffened
(2)比較例1-2 (2) Comparative Example 1-2
準備試驗體作為比較例1-2,此試驗體係在第8圖所示構成的試驗體中,如第9圖所示將加剛金屬板35置換為習知的帶狀鐵板(帶狀補強材)50,並將釘子20打入帶狀鐵板50而將面材10a、10b緊固於第8圖之壁基所成。面材10a、10b係和實施例1的試驗體相同,屬於厚度9.5mm、寬度910mm、比重0.67的石膏板材(JIS A 6901)。第9圖所示帶狀鐵板50的尺寸為長度約800至900mm、寬度60mm、厚度0.4mm。釘子20的間隔S1、S2係和第8圖所示 試驗體相同,為S1=75mm,S2=150mm。和帶狀鐵板50相同的帶狀鐵板因已載於前述專利文獻2至5(日本特許第5415156號公報、日本特開2013-209809號公報、日本特開2013-238068號公報、日本特開2012-202112號公報),其進一步的詳細說明容予省略。 A test body was prepared as Comparative Example 1-2. In this test system, in the test body constructed as shown in FIG. 8, the stiffened
(3)比較例2-1 (3) Comparative Example 2-1
準備試驗體作為比較例2-1,此試驗體和比較例1-1的試驗體同樣,屬於完全不使用加剛金屬板35而只使用釘子20將面材10a、10b緊固於第8圖試驗體之壁基所成的試驗體,惟係使用厚度9.5mm、寬度910mm、比重0.79的玻璃纖維補強石膏板材作為面材10a、10b。 A test body was prepared as Comparative Example 2-1. This test body, like the test body of Comparative Example 1-1, did not use the stiffened
(4)比較例2-2 (4) Comparative Example 2-2
準備試驗體作為比較例2-2,此試驗體和比較例1-2的試驗體同樣,屬於將釘子20打入帶狀鐵板50來使面材10a、10b緊固於第8圖之壁基的試驗體,惟係使用厚度9.5mm、寬度910mm、比重0.79的玻璃纖維補強石膏板材作為面材10a、10b。 A test body was prepared as a comparative example 2-2. This test body, like the test body of the comparative example 1-2, was driven by a
第10圖及第11圖為顯示本發明之耐力壁構造(實施例1、2)及比較例1-1、1-2、2-1、2-2之耐力壁構造的耐力(負荷)及偏移(剪切變形角)的特性之曲線圖。第10圖及第11圖中,各包絡線上的黑色圓點係表示最大耐力(最大負荷)Pmax後的0.8Pmax負荷降低區域。第10圖及第11圖中,各實施例及各比較例的最大耐力係以Pmax1至Pmax6來表示,針對各實施例及各比較例,以δu1至δu6來表示0.8Pmax負荷降低區域的包絡線上的剪切變形角(亦即,最終偏移δu)。 Fig. 10 and Fig. 11 show the endurance (load) and Graph of the characteristics of the offset (shear deformation angle). In Figs. 10 and 11, the black circles on the respective envelopes represent the 0.8Pmax load reduction region after the maximum endurance (maximum load) Pmax. In Fig. 10 and Fig. 11, the maximum endurance of each example and each comparative example is represented by Pmax1 to Pmax6, and for each example and each comparative example, the envelope of the 0.8Pmax load reduction region is represented by δu1 to δu6 The shear deformation angle (that is, the final offset δu) of .
如本說明書開頭中所說明者,壁倍率係為將短期容許剪切耐力Pa除以既定的基準值(L×1.96)所得的值,如第10圖及第11圖的數式得以瞭解,短期容許剪切耐力Pa係為對短期基準耐力P0乘以既定的減低係數α所得的值,且和短期基準耐力P0的值成比例。在本案發明人等所實施的實施例1、2及比較例1-1、1-2、2-1、2-2的試驗結果中,前述最終耐力(修正值)皆顯示出最小值,因而採用最終耐力(修正值)作為短期基準耐力P0。由第10圖及第11圖的數式得以瞭解,最終耐力(修正值)的值係為根據塑性率μ修正最終耐力Pu所得的值。另外,第10圖及第11圖各圖所示的耐力及偏移的特性、或短期容許剪切耐力Pa及壁倍率的值係用以針對同一面材的實施例及比較例進行的相對性能比較,故為了簡化說明,而假設減低係數α=1.0。 As explained at the beginning of this specification, the wall magnification is a value obtained by dividing the short-term allowable shear resistance Pa by a predetermined reference value (L×1.96). The allowable shearing resistance Pa is a value obtained by multiplying the short-term reference resistance P 0 by a predetermined reduction coefficient α, and is proportional to the value of the short-term reference resistance P 0 . In the test results of Examples 1, 2 and Comparative Examples 1-1, 1-2, 2-1, and 2-2 conducted by the inventors of the present application, the above-mentioned final endurance (correction value) all showed the minimum value, so The final endurance (corrected value) is used as the short-term benchmark endurance P 0 . As can be understood from the equations in FIGS. 10 and 11, the value of the final endurance (correction value) is a value obtained by correcting the final endurance Pu based on the plasticity μ. In addition, the properties of resistance and deflection, or the values of short-term allowable shear resistance Pa and wall magnification shown in each of Figs. 10 and 11 are relative performances for the Example and Comparative Examples of the same face material. For comparison, in order to simplify the description, it is assumed that the reduction coefficient α=1.0.
特別是,在使用石膏系面材等無機系面材的耐力壁中,要增大短期容許剪切耐力Pa(因而,增大壁倍率)則必須增大短期基準耐力P0,而要增大短期基準耐力P0則必須使構成短期基準耐力P0的因子(亦即,最終耐力Pu及塑性率μ雙方)增大,或者在不使最終耐力Pu及塑性率μ的一方大幅降低的情況下,使另一方增大。在縱使得以將最大耐力Pmax增大但塑性率μ卻較大幅地降低時,短期容許剪切耐力Pa及壁倍率會無法如期望增大。另外,塑性率μ係為和最終偏移δu之值成比例,且客觀顯示出在持續施加負荷時會超過彈性變形區域(而不破壞或崩壞)而繼續變形的性質的數值,因此,塑性率μ可視為韌性及變形追從性的指標。 In particular, in a resistant wall using an inorganic surface material such as a gypsum-based surface material, in order to increase the short-term allowable shear resistance Pa (thus, to increase the wall magnification), it is necessary to increase the short-term reference resistance P 0 . For the short-term reference endurance P 0 , the factors constituting the short-term reference endurance P 0 (that is, both the final endurance Pu and the plasticity rate μ) must be increased, or one of the final endurance Pu and the plasticity rate μ must not be greatly reduced. , so that the other side increases. Even if the maximum resistance Pmax is increased but the plasticity μ is significantly reduced, the short-term allowable shear resistance Pa and the wall magnification cannot be increased as desired. In addition, the plasticity μ is proportional to the value of the final excursion δu, and objectively shows the property that the deformation continues beyond the elastic deformation region (without breaking or collapsing) when a load is continuously applied. Therefore, the plasticity The rate μ can be regarded as an index of toughness and deformation followability.
從第10圖所示的試驗結果可理解以下的傾向或性質。 The following tendencies and properties can be understood from the test results shown in FIG. 10 .
(1)以帶狀鐵板50補強之耐力壁構造(比較例1-2)的情況中,相較於均不具帶狀鐵板50及加剛金屬板35的耐力壁構造(比較例1-1),雖最大耐力Pmax大幅增大,但最終偏移δu會大幅降低(結果,塑性率μ大幅降低),故短期基準耐力P0不會大幅增大,因而,無法使短期容許剪切耐力Pa及壁倍率如期望增大。(1) In the case of the resistance wall structure reinforced with the belt-shaped iron plate 50 (Comparative Example 1-2), compared with the resistance wall structure without the belt-shaped
(2)以加剛金屬板35補強之耐力壁構造(實施例1)的情況中,相較於均不具帶狀鐵板50及加剛金屬板35的耐力壁構造(比較例1-1),最終偏移δu未大幅降低(因而,塑性率μ未大幅降低),而最大耐力Pmax則大幅增大,故短期基準耐力P0顯著增大,因而,短期容許剪切耐力Pa及壁倍率會較大幅增大。 (2) In the case of the endurance wall structure reinforced with the stiffened metal plate 35 (Example 1), compared with the endurance wall structure without the belt-shaped
從第11圖所示的試驗結果,可理解以下的傾向或性質。 From the test results shown in Fig. 11, the following tendencies and properties can be understood.
(1)以加剛金屬板35補強之耐力壁構造(實施例2)及以帶狀鐵板50補強之耐力壁構造(比較例2-2)的情況中,相較於均不具帶狀鐵板50及加剛金屬板35的耐力壁構造(比較例2-1),因最大耐力Pmax及塑性率μ雙方皆增大,故短期基準耐力P0會大幅增大,因而,短期容許剪切耐力Pa及壁倍率會大幅增大。 (1) In the case of the endurance wall structure reinforced with the stiffened metal plate 35 (Example 2) and the endurance wall structure reinforced with the belt-shaped iron plate 50 (Comparative Example 2-2), compared with the case of neither having the belt-shaped iron In the resistance wall structure of the
(2)若將以加剛金屬板35補強之耐力壁構造(實施例2)與以帶狀鐵板50補強的耐力壁構造(比較例2-2)對比,實施例2的耐力壁構造雖在最大耐力Pmax較比較例2-2的耐力壁構造略差,但在塑性率μ較比較例2-2的耐力壁構造優異。結果,實施例2的耐力壁構造可較比較例2-2的耐力壁構造發揮更大的短期容許剪切耐力Pa及壁倍率。 (2) Comparing the resistance wall structure reinforced with the stiffened metal plate 35 (Example 2) and the resistance wall structure reinforced with the belt-shaped iron plate 50 (Comparative Example 2-2), the resistance wall structure of Example 2 is The maximum resistance Pmax is slightly inferior to that of the resistance wall structure of Comparative Example 2-2, but the plasticity μ is superior to that of the resistance wall structure of Comparative Example 2-2. As a result, the resistance wall structure of Example 2 can exhibit larger short-term allowable shear resistance Pa and wall magnification than the resistance wall structure of Comparative Example 2-2.
由這種試驗結果可知,要確實提升耐力壁的短期容許剪切耐力及壁倍率,有效的對策或改良為不使用帶狀鐵板50將相鄰的釘子20橋接,而是使用依各釘子20獨立的本發明之加剛金屬板30。以下,針對此點,根據面內剪切試驗中實際觀察到的現象作進一步說明。 From such test results, it can be seen that in order to surely improve the short-term allowable shear resistance and wall magnification of the resistant wall, an effective countermeasure or improvement is not to use the belt-shaped
如第10圖及第11圖所示,相較於比較列1-1、2-1之試驗體的最大耐力Pmax2、Pmax5,比較例1-2、2-2之試驗體的最大耐力Pmax3、Pmax6增大相當多,其值係為和實施例1、2之試驗體的最大耐力Pmax1、Pmax4大致相等的值。然而,如第10圖所示,比較例1-2、2-2 之試驗體的耐力中,最大耐力Pmax3顯現在較早期,而且,如第11圖所示,若剪切變形角δ在最大耐力Pmax6之後增大時,會有其耐力較急遽降低的傾向。這可認為是因為連續鋪設在邊緣部帶狀區域的帶狀鐵板50將多數的釘子20橋接,使邊緣部帶狀區域的剛性整體性提高,而使得在屬於被帶狀鐵板50覆蓋之區域的補強區域與被該補強區域所圍繞的面材10之內側的非補強區域(不存在有帶狀鐵板50或未被帶狀鐵板50覆蓋、未受帶狀鐵板50補強的區域)之間產生了較大的剛性差異,且因剛性的變化或差異而在面材的非補強區域、或者補強區域與非補強區域的邊界部分等局部性產生過大的扭曲、應力集中、或過大的應力等,而在面材發生龜裂或破損等的緣故。 As shown in Fig. 10 and Fig. 11, compared with the maximum endurance Pmax2 and Pmax5 of the test bodies of Comparative Examples 1-1 and 2-1, the maximum endurance Pmax3, Pmax6 increased considerably, and its value was approximately equal to the maximum endurance Pmax1 and Pmax4 of the test bodies of Examples 1 and 2. However, as shown in Fig. 10, among the endurance of the test specimens of Comparative Examples 1-2 and 2-2, the maximum endurance Pmax3 appeared at an early stage, and as shown in Fig. 11, when the shear deformation angle δ was at the maximum When the stamina Pmax 6 and later increases, the stamina tends to decrease abruptly. This is considered to be because the band-shaped
亦即,以帶狀鐵板50補強的耐力壁(比較例1-2、2-2)的情況中,面材10的邊緣部帶狀區域的剛性雖會整體性提升,相反地,該帶狀區域的剛性與離開帶狀補強材的非補強區域的剛性會有較大幅的差異,且因此種極端的剛性變化導致在面材10的非補強區域容易發生龜裂或破損等。因此,相對於降伏點偏移δv,最終偏移δu會較小,結果,塑性率μ會降低,使壁倍率及短期容許剪切耐力難以如期望提升。 That is, in the case of the endurance wall reinforced with the belt-shaped iron plate 50 (Comparative Examples 1-2, 2-2), although the rigidity of the belt-shaped region of the edge portion of the
與此相對的,如第10圖及11所示,實施例1、2之試驗體的耐力在獲得最大耐力Pmax後,即使剪切變形角δ增大,仍有繼續保持較高耐力的傾向。這使得在實施例1、2的試驗體中,面材整個區域的剛性皆維持在均等或平均的狀態,因而,剪切變形時所發生的應力能夠分散得較良好,同時面材10可有效且充分地發揮素材本來的韌性及變形追從性,結果,實施例1、2中,儘管最大耐力Pmax1、4和比較例1-2的最大耐力Pmax3相等、或者略微低於比較例2-2的最大耐力Pmax6,短期基準耐力P0仍顯示出相對較高的值。這意味著,藉由採用實施例1、2的耐力壁構造,會提 升壁體的韌性且增大短期基準耐力P0,藉此得以有效提升壁倍率及短期容許剪切耐力。 On the other hand, as shown in FIGS. 10 and 11 , the test specimens of Examples 1 and 2 tended to maintain high endurance even if the shear deformation angle δ increased after the maximum endurance Pmax was obtained. This makes the rigidity of the entire area of the face material maintained in an equal or average state in the test bodies of Examples 1 and 2, so that the stress generated during shear deformation can be dispersed better, and the
如以上所說明,若依據本實施例的耐力壁構造,耐力壁具有將背面密接或接著於面材10的外表面且僅將面材10局部補強的加剛金屬板30,且加剛金屬板30係隔著實質上和釘子20之間隔相同的間隔S1配置於面材10的外周部。加剛金屬板30彼此係互相分離,且於外周部形成不存在加剛金屬板30的面材的非補強區域。釘子20係藉打釘機等作業工具打入金屬板,釘子的軸部21則將加剛金屬板穿孔且貫穿並嵌入或壓入壁基材(地基2、柱3、橫架材5)。加剛金屬板30係將釘子20的頭部22予以保持、支持或支承在實質上和面材的外表面相同的位置。在通常時間或平常時,頭部22係相對於面材10維持實質的固定狀態,在地震時等短期水平負荷作用時或加振時,雖可能追從構造體的變形而相對偏移,但仍會持續地支持面材10以維持可在釘子20及面材10之間傳遞負荷或應力的狀態。 As described above, according to the endurance wall structure of the present embodiment, the endurance wall has the stiffened
若依據這種耐力壁構造,藉由和將面材10緊固於壁基材(地基2、柱3、橫架材5)的釘子20相關連的加剛金屬板30,可確實防止衝剪現象的發生,並且提升壁體的韌性而增大最終耐力(修正值),藉此,即可提高壁體的壁倍率。 According to such a durable wall structure, the stiffened
以上,雖就本發明的較佳實施形態及實施例作了詳細說明,但本發明並非限定於上述實施形態及實施例,當然可在申請專利範圍所載的本發明範圍內作各種變形或變更。 Although the preferred embodiments and examples of the present invention have been described in detail above, the present invention is not limited to the above-mentioned embodiments and examples, and various modifications or changes can of course be made within the scope of the present invention described in the scope of the patent application. .
例如,上述實施形態及實施例雖係關於木構造建築物之1樓層級(level)的耐力壁,惟本發明也可同樣適用於2樓或3樓層級的耐力壁。2樓或3樓層級的耐力壁的情況中,耐力面材的下端部係緊固於2樓或3樓地板層級的橫架材等。 For example, although the above-mentioned embodiments and examples are related to the endurance wall of the 1st floor level of the wooden structure building, the present invention can be similarly applied to the endurance wall of the 2nd floor or the 3rd floor level. In the case of the 2nd or 3rd floor level resistance wall, the lower end of the resistance surface material is fastened to the 2nd or 3rd floor floor level horizontal frame material or the like.
而且,上述實施形態及實施例雖係關於木造軸材組構工法的耐力壁構造,惟本發明對於木造框架組構牆工法的耐力壁構造也可同樣適用。在此情況中,耐力面材係緊固於縱框架、下框架、上框架等,以代替緊固於地基、柱及橫架材。 Furthermore, although the above-mentioned embodiments and examples are related to the endurance wall structure of the wooden shaft construction method, the present invention can be similarly applied to the endurance wall structure of the wooden frame construction method. In this case, the endurance surface material is fastened to the vertical frame, the lower frame, the upper frame, etc., instead of being fastened to the foundation, the column, and the horizontal frame material.
再者,若依面材的種類別分類,本發明的耐力壁構造可大致區分為(1)無機質系耐力壁及(2)木質系耐力壁。上述實施形態及實施例中,雖係使用石膏系面材作為耐力面材,但使用石膏系面材的耐力壁係屬於無機質系耐力壁。無機質系耐力壁中,以可使用的其他面材而言,可舉出有各種石膏板材、各種石膏板、火山性玻璃質複層板、矽酸鈣板、水泥板、蛭石(vermiculite)板等無機質系面材。此外,木質系耐力壁中,以可使用的面材而言,可舉出有例如合板材料(構造用合板)、塑合板材(particle board)、OSB(配向性刨花板材)、MDF(中密度纖維板)等木質系面材。 Furthermore, if classified according to the type of surface material, the resistance wall structure of the present invention can be roughly classified into (1) inorganic type resistance wall and (2) wood type resistance wall. In the above-described embodiments and examples, the gypsum-based surface material is used as the endurance surface material, but the endurance wall system using the gypsum-based surface material belongs to the inorganic-based endurance wall. In the inorganic resistant wall, other surface materials that can be used include various gypsum boards, various gypsum boards, volcanic glass cladding boards, calcium silicate boards, cement boards, and vermiculite boards. and other inorganic surface materials. In addition, as a surface material that can be used in a wood-based durable wall, for example, a plywood (structural plywood), a particle board, OSB (oriented particle board), and MDF (medium density) are exemplified. Fiberboard) and other wood-based surface materials.
此外,上述實施形態中,係使用厚度9.5mm、寬度910mm、高度約2800至3030mm的石膏系面材,但面材的尺寸或比重、或面材原料的調配、組成等並不限定於上述實施形態的特定事項(例如,市售的910mm至3030mm的尺寸範圍的石膏系面材。),而且,如第8圖的試驗體所示,也可將高度方向中間位置的橫撐板、壁體連結件等構件配設於任意高度位置。 In addition, in the above-mentioned embodiment, a gypsum-based surface material with a thickness of 9.5 mm, a width of 910 mm, and a height of about 2800 to 3030 mm is used, but the size and specific gravity of the surface material, or the preparation and composition of the surface material raw materials are not limited to the above-mentioned embodiment. (For example, commercially available gypsum-based surface materials in the size range of 910 mm to 3030 mm.), and, as shown in the test body in FIG. Members, such as a link, are arrange|positioned at arbitrary height positions.
本發明適用於構成為將耐力面材緊固於木造軸材組構工法或木造框架組構牆工法的木構造壁基且使耐力面材在構造上一體保持於壁基的木構造建築物的耐力壁構造。本發明亦適用於具有將耐力面材緊固於木造軸材組構工法或木造框架組構牆工法的木構造壁基且使耐力面材在構造上一體保持於壁基之步驟的木構造建築物的壁施工方法。若依據本發明 ,在木構造建築物的耐力壁構造中,可確實防止衝剪現象的發生,同時可謀求壁倍率的提升。 The present invention is suitable for use in a wood structure building in which the endurance surface material is fastened to the wooden structure wall base of the wooden shaft material construction method or the wooden frame construction method, and the endurance surface material is structurally integrally held to the wall base. Endurance wall construction. The present invention is also applicable to wooden buildings with the steps of fastening the endurance surface material to the wooden structure wall base of the wooden shaft material construction method or the wooden frame construction method and keeping the endurance surface material integrally with the wall base in structure. method of wall construction. According to the present invention, in the endurance wall structure of the wooden structure building, the occurrence of punching and shearing phenomenon can be surely prevented, and the wall magnification can be improved at the same time.
1‧‧‧基礎 1‧‧‧Basic
2‧‧‧地基 2‧‧‧Foundation
3‧‧‧柱 3‧‧‧Column
4‧‧‧間柱 4‧‧‧Pillars
10‧‧‧石膏系面材 10‧‧‧Gypsum surface material
20‧‧‧釘子(緊固具) 20‧‧‧Nails (fasteners)
21‧‧‧軸部 21‧‧‧Shaft
22‧‧‧頭部 22‧‧‧Head
30‧‧‧加剛金屬板 30‧‧‧Ganggang metal plate
31‧‧‧指標 31‧‧‧Indicators
Pr‧‧‧打釘機(未圖示)的打入壓力 Driving pressure of Pr‧‧‧ nailing machine (not shown)
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