Specimens from J1 to J4 were reinfo

Specimens from J1 to J4 were reinforced with basalt fiber directly to the destruction of test. The test phenomena were similar. Taking J1 for example, the failure process was discussed as follows. When the horizontal load reached 30kN, it cracked and sounded brittle at the weak parts of colloid. Then it was controlled by the displacement. When the displacement of column cap reached 24mm, the sheet sounded brittle in the core area and the cracks appeared at the bottom of plate along with the beams; when it reached 36mm, the sheet sounded brittle densely and violently in the core area and cracks cut through the plate; when it reached 60mm, the cracks appeared and parts of sheets tore at the junction of beam bottom and column; when it reached 96mm, parts of the sheets plumped up and divorced from the concrete at the top of beams and parts of the sheets broke at the bottom of beam and on the side of column; when it reached 108mm, it sounded severe and torsion cracks appeared on the side of beam; when it reached 120mm, the concrete crisped and broke off severely in the core area and the test ended. The concrete at the top of column destructed and the beam got away from the joint after test. The failure mode was flexural failure of beam tip. (Fig 2)When the displacement reached 36mm, the plate cracked. The number of cracks increased as the displacement increased. The facts above showed that the contribution of the
plate to the capacity of structure could not be ignored. Joint constrained by plate in tension increased when steel bar was fully utilized and came into the hardening stage.

結果 (中文) 1:

J1 的化验样本到 J4 加强了与玄武岩纤维直接对测试的破坏。试验现象是相似的。破坏过程以 J1 为例，讨论了，如下所示。当水平荷载达到 30kN 时，它破解，听起来很脆胶体薄弱部位。然后，它是由位移控制。当柱帽的位移达到 24 毫米时，表响脆核心区和板与梁 ； 底部出现裂缝当它达到 36 毫米，表听起来很脆浓密和猛烈地在核心领域和裂缝穿过板 ；当它到达 60 毫米，出现了裂缝和部分床单撕交界处的梁底和列 ；当它达到 96 毫米，板料鼓起来和脱离的混凝土梁的顶部和板料零件的零件打破了梁底部侧面柱 ；当它达到 108 毫米，它听起来严重和扭转裂缝出现在梁 ；当它到达了 120 毫米，混凝土皱波状，在核心区和试验结束严重脱落。在列的顶部混凝土破坏与梁试验后摆脱联合。故障模式是弯曲破坏的梁小贴士。（图 2）当位移达到 36 毫米时，板开裂。裂缝数目增加作为位移增加。以上事实表明，所作的贡献板结构的能力，不能被忽视。联合受制于板的紧张局势进一步加剧时钢筋，充分利用和进入强化阶段。

結果 (中文) 2:

标本J1到J4分别用玄武岩纤维直接测试的破坏加强。试验现象相似。服用J1例如，故障过程讨论如下。当水平荷载达到30KN，它破裂和胶体的薄弱环节响起脆。然后将其由位移控制。当柱帽的位移达到24毫米，片材在核心区响起脆性和裂缝出现在板沿与横梁的底部; 当它达到36毫米，板材响起的核心区，并通过板切裂缝脆密集和猛烈; 当它达到60毫米，裂缝出现和床单的部分撕梁底和柱交界处; 当它到达96毫米，片材的部分扑通向上和从混凝土离异在梁和片材的部分的顶破在梁和上柱的侧面的底部; 当它达到108毫米，听起来严重和扭转裂缝出现在梁的一侧; 当它达到120毫米，具体皱波状，并在核心区断绝严重和试验结束。在塔的顶部的混凝土破坏和光束得到远离关节试验后。故障模式是束尖弯曲破坏。（图2）当位移达到36毫米，板开裂。裂纹数增大作为位移增加。上述事实表明，所述的贡献
板结构的容量不能忽视。通过联合盘在紧张的制约时，增加钢筋被充分利用，并进入了硬化阶段。

結果 (中文) 3:

从J1到J4标本以玄武岩纤维直接破坏钢筋的试验。试验现象是相似的。以J1为例，讨论了失效过程如下。当水平荷载达到30kN，它裂和声音脆在胶体的薄弱部位。然后利用位移控制。当柱帽的位移达到24mm，本片听起来脆在核心区和裂缝出现在板底与梁；当它达到36mm，表响脆密地的核心区和裂纹穿过板；当它达到60mm，裂缝出现和部分床单撕扯梁底、柱连接；当它到达96mm，该片的部分还是和脱离在梁的板件顶混凝土打破了在梁底及柱侧；当它达到108mm，听起来很严重，扭转裂缝出现在梁侧；当它到达120mm，混凝土变脆和脱落严重在核心区和试验结束。的顶部混凝土柱破坏，梁离开后联合试验。的破坏模式为梁端受弯破坏。（图2）当位移达到36mm，板开裂。裂缝的数量增加，随着位移的增加。以上事实表明，该板结构
能力的贡献是不可忽略的。关节张力增加时，钢筋被充分利用，进入硬化阶段板约束。