膠合木植筋節(jié)點(diǎn)粘結(jié)錨固與抗震性能研究
發(fā)布時間：2018-09-19 13:00
【摘要】：木結(jié)構(gòu)的連接形式有多種,如榫卯連接、釘連接、螺栓連接、齒板連接及植筋連接等。隨著現(xiàn)代工程木結(jié)構(gòu)的發(fā)展,對木結(jié)構(gòu)連接節(jié)點(diǎn)的強(qiáng)度及剛度的要求越來越高,傳統(tǒng)的木結(jié)構(gòu)連接形式有時很難以滿足現(xiàn)代工程木結(jié)構(gòu)對節(jié)點(diǎn)設(shè)計的要求。木結(jié)構(gòu)植筋連接作為一種新型的木結(jié)構(gòu)連接形式,具有強(qiáng)度高、剛度大、美觀且防火效果好等優(yōu)點(diǎn),能夠很好地滿足現(xiàn)代工程木結(jié)構(gòu)對高性能節(jié)點(diǎn)的需求。植筋-膠層-木材之間的粘結(jié)性能是木結(jié)構(gòu)植筋節(jié)點(diǎn)結(jié)構(gòu)性能的重要影響因素之一。木結(jié)構(gòu)植筋體系涉及到三種材料、二個界面,木材與植筋之間的粘結(jié)可被認(rèn)為是多重介質(zhì)間的粘結(jié)錨固問題。目前,對于木材植筋內(nèi)部的粘結(jié)-滑移機(jī)理尚不完全清楚。鑒于此,本論文通過膠合木植筋節(jié)點(diǎn)對拉試驗(yàn),研究了不同參數(shù)對膠合木與植筋之間的粘結(jié)錨固性能的影響；理論推導(dǎo)了膠合木植筋界面粘結(jié)錨固基本變量的解析解,深入分析了膠合木與植筋之間的粘結(jié)-滑移機(jī)理,最終建立了考慮位置函數(shù)的膠合木-植筋粘結(jié)應(yīng)力-相對滑移關(guān)系；基于ANSYS平臺采用非線性彈簧單元(Combin39)對膠合木植筋節(jié)點(diǎn)粘結(jié)性能進(jìn)行有限元數(shù)值模擬；通過低周反復(fù)荷載試驗(yàn),探索性地研究了帶耗能連接件與不帶耗能連接件的膠合木梁柱抗彎植筋節(jié)點(diǎn)的抗震性能：基于可靠度理論,對膠合木植筋節(jié)點(diǎn)的粘結(jié)錨固性能進(jìn)行了可靠度分析,并提出了膠合木植筋節(jié)點(diǎn)的抗震設(shè)計建議。本文主要研究內(nèi)容與結(jié)論歸納如下：(1)通過膠合木植筋節(jié)點(diǎn)的對拉試驗(yàn),研究了植筋種類、植筋直徑、錨固長度及膠層厚度等對膠合木植筋節(jié)點(diǎn)的抗拔與粘結(jié)性能的影響。一定范圍內(nèi),植筋的拉拔承載力隨錨固長度和膠層厚度的增加,均有不同程度的增大;螺紋鋼植筋節(jié)點(diǎn)容易發(fā)生植筋/膠層界面破壞與木材劈裂破壞,而螺栓桿植筋節(jié)點(diǎn)則主要發(fā)生木材環(huán)向剪切破壞。不同種類植筋與木材之間的界面粘結(jié)-滑移工作機(jī)理存在一定差別。界面粘結(jié)應(yīng)力沿錨固長度分布不均勻,在加載端與錨固端附近均出現(xiàn)粘結(jié)應(yīng)力峰值,且隨著外荷載的增加,粘結(jié)應(yīng)力峰值呈現(xiàn)出由加載端向錨固端逐漸轉(zhuǎn)移趨勢。對于螺紋鋼植筋,當(dāng)錨固長度達(dá)12.5d(植筋直徑)時,植筋發(fā)生屈服破壞；適當(dāng)?shù)卦黾幽z層厚度能夠有效的降低界面粘結(jié)應(yīng)力集中現(xiàn)象。(2)對膠合木植筋節(jié)點(diǎn)粘結(jié)-滑移機(jī)理進(jìn)行了深入探討,提出了適合于膠合木植筋的粘結(jié)-滑移本構(gòu)關(guān)系模型,并進(jìn)行了參數(shù)化分析。研究結(jié)果表明,不同位置處的粘結(jié)應(yīng)力-滑移關(guān)系是不同的,界面的粘結(jié)-滑移剛度沿錨固長度分布是不均勻的,呈兩端(加載端和錨固端)大而中間小的分布趨勢。(3)將提出的粘結(jié)-滑移關(guān)系模型簡化為三折線粘結(jié)-滑移關(guān)系模型,理論推導(dǎo)了植筋應(yīng)力、粘結(jié)應(yīng)力及相對滑移值沿錨固長度分布的解析表達(dá)式,并與試驗(yàn)結(jié)果進(jìn)行了對比,結(jié)果表明,試驗(yàn)值與理論值吻合良好。最終,基于得到的粘結(jié)錨固基本變量沿錨固長度的分布,建立起了考慮位置函數(shù)的粘結(jié)-滑移關(guān)系模型。(4)基于上述提出的粘結(jié)-滑移關(guān)系模型,采用ANSYS對膠合木植筋進(jìn)行有限元數(shù)值模擬。木材考慮為各向異性材料,考慮粘結(jié)位置函數(shù)的影響,采用非線性彈簧(Combin39)單元模擬木材-植筋之間的粘結(jié)-滑移本構(gòu)關(guān)系。通過有限元模擬獲得植筋應(yīng)力、膠層粘結(jié)應(yīng)力及木材與植筋之間的相對滑移沿錨固長度的分布,并與試驗(yàn)及理論值進(jìn)行對比,結(jié)果表明,采用Combin39單元能夠有效地用于木材與植筋之間的粘結(jié)-滑移性能模擬,且考慮粘結(jié)位置函數(shù)得到的有限元結(jié)果與試驗(yàn)結(jié)果更為接近。(5)對三種帶耗能連接件的組合式膠合木梁柱植筋節(jié)點(diǎn)進(jìn)行了低周反復(fù)荷載試驗(yàn),研究了組合式膠合木梁柱植筋節(jié)點(diǎn)的破壞形態(tài)、滯回性能、剛度、耗能及延性等。試驗(yàn)結(jié)果表明,相比于單純的膠合木梁柱植筋節(jié)點(diǎn),帶耗能連接件的組合式膠合木梁柱植筋節(jié)點(diǎn)的延性與耗能能力得到明顯提高,其滯回環(huán)曲線相對飽滿,試驗(yàn)過程中耗能連接件發(fā)生明顯的屈服,且先于植筋及木材的破壞。組合式植筋節(jié)點(diǎn)與純植筋節(jié)點(diǎn)承載力相差不大,剛度相對稍低但剛度退化要比純植筋節(jié)點(diǎn)小。(6)基于可靠度理論,對膠合木植筋節(jié)點(diǎn)的粘結(jié)錨固性能進(jìn)行可靠度分析,針對不同種類的植筋給出了其臨界錨固長度的可靠度解。提出了木結(jié)構(gòu)植筋的抗震錨固長度,建議其為在臨界錨固長度的基礎(chǔ)上乘以附加錨固長度增加系數(shù),以保證地震荷載作用下,植筋屈服先于粘結(jié)錨固破壞。(7)最后對膠合木植筋的植筋孔徑、植筋邊距及間距、施工質(zhì)量安全系數(shù)及材料的選取等做了較為詳細(xì)的探討和歸納,為木結(jié)構(gòu)植筋技術(shù)的工程應(yīng)用提供理論的參考依據(jù)。
[Abstract]:There are many kinds of joints in wood structure, such as tenon-mortise joints, nail joints, bolt joints, tooth-plate joints and planted-bar joints. As a new type of wood structure connection, the planted-bar connection of wood structure has the advantages of high strength, high stiffness, beautiful appearance and good fire-proof effect, which can meet the needs of modern engineering wood structure for high-performance joints. The bonding performance between planted-bar, glue layer and wood is one of the important factors affecting the structural performance of the planted-bar joints of wood structure. Firstly, the bond-slip mechanism of wood-planted bars is not completely clear at present. In view of this, the bond-slip mechanism of wood-planted bars is studied in this paper through the tensile test of the joints of glued wood-planted bars. The influence of bond and anchorage properties between glued wood and planted bars was studied. The analytical solution of bond and anchorage variables was deduced theoretically, and the bond-slip mechanism between glued wood and planted bars was analyzed deeply. Nonlinear spring element (Combin 39) is used to simulate the bonding behavior of glued wood beam-column joints. The seismic behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied experimentally under low cyclic loading. Based on reliability theory, the bonding behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied. The main contents and conclusions of this paper are summarized as follows: (1) Through the tension test of the glued wood planted bar joints, the types of planted bars, the diameter of planted bars, the length of anchorage and the thickness of glued layer are studied. In a certain range, the pull-out bearing capacity of planted bars increases with the increase of anchorage length and thickness of glue layer to varying degrees; the interface damage of planted bars and glue layer and splitting damage of wood are easy to occur in the joints of planted bars with screw bars, while the annular shear failure of wood mainly occurs in the joints with bolted bars. The interfacial bond-slip mechanism is different. The interfacial bond stress distributes unevenly along the anchorage length, and the peak value of the bond stress appears near the loading end and the anchorage end. With the increase of the external load, the peak value of the bond stress gradually shifts from the loading end to the anchorage end. The bond-slip constitutive relation model suitable for glued wood reinforcement was proposed and parameterized. The results show that the bond stress-slip relationship is different at different locations, and the distribution of bond-slip stiffness along the anchorage length is not uniform, showing a trend of large and small distribution at both ends (loading end and anchorage end). (3) The bond-slip relationship model proposed in this paper is simplified as a triple-line bond-slip relationship model, which is theoretically derived. The analytical expressions of the stress, bond stress and relative slip along the anchorage length are compared with the experimental results. The results show that the experimental values are in good agreement with the theoretical values. Based on the bond-slip relationship model proposed above, the bond-slip constitutive relationship between glued wood and glued bars was simulated by ANSYS. The bond-slip constitutive relationship between glued wood and glued bars was simulated by using the nonlinear spring (Combin 39) element considering the effect of bond position function and the anisotropic material. The results show that the Combin 39 element can be effectively used to simulate the bond-slip behavior between wood and planting bars, and the finite element results obtained by considering the bond position function are more accurate than the experimental results. (5) Low-cycle cyclic loading tests were carried out on three kinds of composite glued wood beam-column connections with energy-dissipating connectors. The failure modes, hysteretic behavior, stiffness, energy dissipation and ductility of the composite glued wood beam-column connections were studied. The ductility and energy dissipation capacity of composite glued-wood beam-column connections with planted bars are obviously improved, and the hysteretic loop curves are relatively full, and the energy dissipation connectors yield obviously during the test, which is prior to the failure of planted bars and timber. (6) Based on the reliability theory, the bond and anchorage performance of glued-wood reinforced joints is analyzed, and the reliability solution of the critical anchorage length for different kinds of planted bars is given. The aseismic anchorage length of planted bars in wood structures is proposed, which is multiplied by the additional anchorage length on the basis of the critical anchorage length. Coefficient, in order to ensure that the yield of planted bars is prior to the failure of bond anchorage under seismic load. (7) Finally, the hole diameter of planted bars, the distance and spacing of planted bars, the construction quality safety factor and the selection of materials are discussed and summarized in detail, which provides a theoretical basis for the engineering application of planted bars in wood structures.
【學(xué)位授予單位】：東南大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2015
【分類號】：TU366.3;TU352.11
，
本文編號：2250196
[Abstract]:There are many kinds of joints in wood structure, such as tenon-mortise joints, nail joints, bolt joints, tooth-plate joints and planted-bar joints. As a new type of wood structure connection, the planted-bar connection of wood structure has the advantages of high strength, high stiffness, beautiful appearance and good fire-proof effect, which can meet the needs of modern engineering wood structure for high-performance joints. The bonding performance between planted-bar, glue layer and wood is one of the important factors affecting the structural performance of the planted-bar joints of wood structure. Firstly, the bond-slip mechanism of wood-planted bars is not completely clear at present. In view of this, the bond-slip mechanism of wood-planted bars is studied in this paper through the tensile test of the joints of glued wood-planted bars. The influence of bond and anchorage properties between glued wood and planted bars was studied. The analytical solution of bond and anchorage variables was deduced theoretically, and the bond-slip mechanism between glued wood and planted bars was analyzed deeply. Nonlinear spring element (Combin 39) is used to simulate the bonding behavior of glued wood beam-column joints. The seismic behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied experimentally under low cyclic loading. Based on reliability theory, the bonding behavior of glued wood beam-column joints with and without energy-dissipating connectors is studied. The main contents and conclusions of this paper are summarized as follows: (1) Through the tension test of the glued wood planted bar joints, the types of planted bars, the diameter of planted bars, the length of anchorage and the thickness of glued layer are studied. In a certain range, the pull-out bearing capacity of planted bars increases with the increase of anchorage length and thickness of glue layer to varying degrees; the interface damage of planted bars and glue layer and splitting damage of wood are easy to occur in the joints of planted bars with screw bars, while the annular shear failure of wood mainly occurs in the joints with bolted bars. The interfacial bond-slip mechanism is different. The interfacial bond stress distributes unevenly along the anchorage length, and the peak value of the bond stress appears near the loading end and the anchorage end. With the increase of the external load, the peak value of the bond stress gradually shifts from the loading end to the anchorage end. The bond-slip constitutive relation model suitable for glued wood reinforcement was proposed and parameterized. The results show that the bond stress-slip relationship is different at different locations, and the distribution of bond-slip stiffness along the anchorage length is not uniform, showing a trend of large and small distribution at both ends (loading end and anchorage end). (3) The bond-slip relationship model proposed in this paper is simplified as a triple-line bond-slip relationship model, which is theoretically derived. The analytical expressions of the stress, bond stress and relative slip along the anchorage length are compared with the experimental results. The results show that the experimental values are in good agreement with the theoretical values. Based on the bond-slip relationship model proposed above, the bond-slip constitutive relationship between glued wood and glued bars was simulated by ANSYS. The bond-slip constitutive relationship between glued wood and glued bars was simulated by using the nonlinear spring (Combin 39) element considering the effect of bond position function and the anisotropic material. The results show that the Combin 39 element can be effectively used to simulate the bond-slip behavior between wood and planting bars, and the finite element results obtained by considering the bond position function are more accurate than the experimental results. (5) Low-cycle cyclic loading tests were carried out on three kinds of composite glued wood beam-column connections with energy-dissipating connectors. The failure modes, hysteretic behavior, stiffness, energy dissipation and ductility of the composite glued wood beam-column connections were studied. The ductility and energy dissipation capacity of composite glued-wood beam-column connections with planted bars are obviously improved, and the hysteretic loop curves are relatively full, and the energy dissipation connectors yield obviously during the test, which is prior to the failure of planted bars and timber. (6) Based on the reliability theory, the bond and anchorage performance of glued-wood reinforced joints is analyzed, and the reliability solution of the critical anchorage length for different kinds of planted bars is given. The aseismic anchorage length of planted bars in wood structures is proposed, which is multiplied by the additional anchorage length on the basis of the critical anchorage length. Coefficient, in order to ensure that the yield of planted bars is prior to the failure of bond anchorage under seismic load. (7) Finally, the hole diameter of planted bars, the distance and spacing of planted bars, the construction quality safety factor and the selection of materials are discussed and summarized in detail, which provides a theoretical basis for the engineering application of planted bars in wood structures.
【學(xué)位授予單位】：東南大學(xué)
【學(xué)位級別】：博士
【學(xué)位授予年份】：2015
【分類號】：TU366.3;TU352.11
，
本文編號：2250196
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