岩土力学
巖土力學
암토역학
ROCK AND SOIL MECHANICS
2014年
9期
2464-2472
,共9页
白晓宇%张明义%刘鹤%寇海磊
白曉宇%張明義%劉鶴%寇海磊
백효우%장명의%류학%구해뢰
中风化花岗岩%全螺纹GFRP抗浮锚杆%极限抗拔承载力%第一界面%第二界面
中風化花崗巖%全螺紋GFRP抗浮錨桿%極限抗拔承載力%第一界麵%第二界麵
중풍화화강암%전라문GFRP항부묘간%겁한항발승재력%제일계면%제이계면
moderately weathered granite%full-thread GFRP anti-floating anchor%ultimate anti-lifting bearing capacity%first interface%second interface
玻璃纤维增强聚合物（GFRP）抗浮锚杆是一种由树脂和玻璃纤维复合而成的新型材料，与传统的钢筋锚杆相比，它具有比强度高、耐腐蚀性强和抗电磁干扰能力强的优点。基于6根GFRP抗浮锚杆和4根钢筋抗浮锚杆现场足尺拉拔破坏性试验，研究了中风化花岗岩中GFRP抗浮锚杆的承载特征和界面黏结特性。试验结果表明，抗浮锚杆的破坏形式有2种：锚杆和砂浆界面剪切破坏，砂浆和围岩界面剪切破坏。直径为28 mm 的GFRP抗浮锚杆和钢筋抗浮锚杆的极限抗拔承载力均为225 kN，直径为32 mm GFRP抗浮锚杆极限抗拔承载力为250 kN，能够满足工程实际需要；GFRP抗浮锚杆与砂浆（第一界面）的平均黏结强度为1.50～1.54 MPa；GFRP抗浮锚杆砂浆与围岩（第二界面）的平均黏结强度为0.32～0.37 MPa，略低于钢筋抗浮锚杆第二界面的平均黏结强度；直径为32 mm的GFRP抗浮锚杆第二界面平均黏结强度高于直径为28 mm的GFRP抗浮锚杆。在此基础上，进一步分析论证了GFRP抗浮锚杆的破坏机制，为GFRP抗浮锚杆的工程应用提供了理论依据。
玻璃纖維增彊聚閤物（GFRP）抗浮錨桿是一種由樹脂和玻璃纖維複閤而成的新型材料，與傳統的鋼觔錨桿相比，它具有比彊度高、耐腐蝕性彊和抗電磁榦擾能力彊的優點。基于6根GFRP抗浮錨桿和4根鋼觔抗浮錨桿現場足呎拉拔破壞性試驗，研究瞭中風化花崗巖中GFRP抗浮錨桿的承載特徵和界麵黏結特性。試驗結果錶明，抗浮錨桿的破壞形式有2種：錨桿和砂漿界麵剪切破壞，砂漿和圍巖界麵剪切破壞。直徑為28 mm 的GFRP抗浮錨桿和鋼觔抗浮錨桿的極限抗拔承載力均為225 kN，直徑為32 mm GFRP抗浮錨桿極限抗拔承載力為250 kN，能夠滿足工程實際需要；GFRP抗浮錨桿與砂漿（第一界麵）的平均黏結彊度為1.50～1.54 MPa；GFRP抗浮錨桿砂漿與圍巖（第二界麵）的平均黏結彊度為0.32～0.37 MPa，略低于鋼觔抗浮錨桿第二界麵的平均黏結彊度；直徑為32 mm的GFRP抗浮錨桿第二界麵平均黏結彊度高于直徑為28 mm的GFRP抗浮錨桿。在此基礎上，進一步分析論證瞭GFRP抗浮錨桿的破壞機製，為GFRP抗浮錨桿的工程應用提供瞭理論依據。
파리섬유증강취합물（GFRP）항부묘간시일충유수지화파리섬유복합이성적신형재료，여전통적강근묘간상비，타구유비강도고、내부식성강화항전자간우능력강적우점。기우6근GFRP항부묘간화4근강근항부묘간현장족척랍발파배성시험，연구료중풍화화강암중GFRP항부묘간적승재특정화계면점결특성。시험결과표명，항부묘간적파배형식유2충：묘간화사장계면전절파배，사장화위암계면전절파배。직경위28 mm 적GFRP항부묘간화강근항부묘간적겁한항발승재력균위225 kN，직경위32 mm GFRP항부묘간겁한항발승재력위250 kN，능구만족공정실제수요；GFRP항부묘간여사장（제일계면）적평균점결강도위1.50～1.54 MPa；GFRP항부묘간사장여위암（제이계면）적평균점결강도위0.32～0.37 MPa，략저우강근항부묘간제이계면적평균점결강도；직경위32 mm적GFRP항부묘간제이계면평균점결강도고우직경위28 mm적GFRP항부묘간。재차기출상，진일보분석론증료GFRP항부묘간적파배궤제，위GFRP항부묘간적공정응용제공료이론의거。
The glass fiber reinforced plastics(GFRP) anti-floating anchor is one kind of new materials which bonds by the resin and the glass fiber. Compared with the steel bar anchor rod, it has the high specific strength, nonelectric conductivity, nonmagnetic nature and corrosion resistance. Based on the full-scale drawing destructive field tests of six GFRP anti-floating anchor and four steel bolts, the load-bearing characteristics and interface bond properties of GFRP anti-floating anchor in moderately weathered granite are studied. By the test results, several conclusions are drawn:(1) There are two failure modes of anti-floating anchor as follows:shear failure between the anchorage rod and grout;and shear failure between the grout and surrounding rock mass. (2) Under the condition of M32.5 grout and the anchorage length with 2.0 m, ultimate anti-lifting bearing capacity of GFRP anti-floating anchor and steel bolt with diameter of 28 mm are 225 kN, ultimated anti-lifting bearing capacity of GFRP anti-floating anchors with diameter of 32 mm is 250 kN, which can be satisfied with engineering demands. (3) The average bond strength between GFRP anti-floating anchor and grout (the first interface) is 1.50-1.54 MPa;(4) The average bond strength between the grout and surrounding rock mass (the second interface) is 0.32-0.37 MPa, which is slightly lower than the average bond strength of the second interface of steel bolt;(5) The average bond strength of the second interface of GFRP anti-floating anchor with diameter of 32 mm is higher than GFRP anti-floating anchor with diameter of 28 mm. According to the test results, the probable failure form and mechanism of GFRP anti-floating anchor are further analyzed. The research results can provide theoretical basis for application of GFRP anti-floating anchor.
