CN113931181B - An improved post-pull tension-compression composite anchor rod and its construction method - Google Patents

An improved post-pull tension-compression composite anchor rod and its construction method

Info

Publication number
CN113931181B
CN113931181B CN202111454378.5A CN202111454378A CN113931181B CN 113931181 B CN113931181 B CN 113931181B CN 202111454378 A CN202111454378 A CN 202111454378A CN 113931181 B CN113931181 B CN 113931181B
Authority
CN
China
Prior art keywords
anchor rod
section
soil layer
anchoring section
pressure
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202111454378.5A
Other languages
Chinese (zh)
Other versions
CN113931181A (en
Inventor
朱宏栋
涂兵雄
汪智涛
熊雄
程琴辉
徐芳超
钱金鑫
李幸
李少增
陈佳耿
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Zhongjian Dongshe Rock And Soil Engineering Co ltd
Original Assignee
Zhongjian Dongshe Rock And Soil Engineering Co ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Zhongjian Dongshe Rock And Soil Engineering Co ltd filed Critical Zhongjian Dongshe Rock And Soil Engineering Co ltd
Priority to CN202111454378.5A priority Critical patent/CN113931181B/en
Publication of CN113931181A publication Critical patent/CN113931181A/en
Application granted granted Critical
Publication of CN113931181B publication Critical patent/CN113931181B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/021—Grouting with inorganic components, e.g. cement
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
    • E21D21/0033—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts having a jacket or outer tube
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0093—Accessories

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Inorganic Chemistry (AREA)
  • Chemical & Material Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

本发明公开一种改进的后拉式拉压复合型锚杆，具有承压锚固段、缓拉段和受拉锚固段，承压锚固段和缓拉段交界处设置有承压板，承压锚固段范围的锚杆本体设置有外套管，缓拉段范围的锚杆本体设置有热缩PE管，承压锚固段设置在上部的硬土层，受拉锚固段设置在下部的软土层，缓拉段同时穿过硬土层和软土层。本发明还提出了该锚杆的施工方法，承压锚固段因硬土层强度高先受力，受拉锚固段因缓拉段的过渡及缓拉段范围锚杆本体的弹性拉伸后受力，由于缓拉段的设置，承压锚固段底部的变形大于受拉锚固段顶部的变形，实现受拉锚固段与承压锚固段承受荷载时出现起始变形差，能使得承压锚固段和受拉锚固段趋于同时达到承载力极限，大幅提高锚杆的抗拔承载力。

The present invention discloses an improved post-pull type tension-compression composite anchor rod, which comprises a pressure-bearing anchoring section, a slow-pull section and a tension anchoring section. A pressure plate is provided at the junction of the pressure-bearing anchoring section and the slow-pull section. An outer sleeve is provided for the anchor rod body within the pressure-bearing anchoring section, and a heat-shrinkable PE tube is provided for the anchor rod body within the slow-pull section. The pressure-bearing anchoring section is provided in an upper hard soil layer, and the tension anchoring section is provided in a lower soft soil layer. The slow-pull section passes through both the hard soil layer and the soft soil layer at the same time. The present invention also proposes a construction method for the anchor rod, in which the pressure-bearing anchoring section is first subjected to stress due to the high strength of the hard soil layer, and the tension-bearing anchoring section is subjected to stress due to the transition of the slow-pull section and the elastic stretching of the anchor rod body within the slow-pull section. Due to the setting of the slow-pull section, the deformation of the bottom of the pressure-bearing anchoring section is greater than the deformation of the top of the tension-bearing anchoring section, so that an initial deformation difference occurs when the tension-bearing anchoring section and the pressure-bearing anchoring section are subjected to load, which can make the pressure-bearing anchoring section and the tension-bearing anchoring section tend to reach the bearing capacity limit at the same time, thereby greatly improving the pull-out bearing capacity of the anchor rod.

Description

Improved back-pull type pull-press composite anchor rod and construction method thereof
Technical Field
The invention relates to an improved back-pull type pull-press composite anchor rod and a construction method thereof, which are used for anchoring and reinforcing of foundation pits, side slopes, tunnels and underground engineering, and are particularly suitable for the anchoring engineering that an anchor rod anchoring section passes through a hard soil layer and a soft soil layer simultaneously.
Background
ZL201420450678.5 discloses a draw-press compound stock, is provided with the bearing plate according to predetermineeing the position in the body of rod of its stock anchor section, makes the single anchor section of traditional stock break down into pressure-bearing anchor section and tension anchor section, has reduced the stress concentration phenomenon at anchor section and ground body interface greatly, makes anchor section and ground body's bonding strength obtain full play, when the same anchor section length, draws the compound stock of pressure and is showing and improve than the resistance to plucking bearing capacity of traditional pulling force formula stock and traditional pressure formula stock.
However, due to layering of the rock-soil body, the soil body in practical engineering is composed of different soil layers, and when the anchoring section of the anchor rod passes through the hard soil layer and then passes through the soft soil layer. The conventional tension type anchor rod for the stratum has the following problems that (1) an anchoring section positioned on a hard soil layer is stressed firstly and has serious stress concentration phenomenon, (2) the anchoring section positioned on a soft soil layer is stressed later and can bear little load even no load because the hard soil layer bears more load firstly, and (3) the anchoring section positioned on the hard soil layer and the soft soil layer bear load in a non-cooperative manner, so that the anchoring section of the soft soil layer is seriously wasted. The conventional pressure anchor rod for the stratum has the following problems that (1) an anchor section positioned on a soft soil layer is stressed firstly, the interface friction between the anchor section and the soft soil layer is very low, the bearing load is relatively small, and the material saving is not facilitated, and (2) the soft soil layer is relatively weak in constraint of the anchor section on grouting body, when the anchor rod body deviates from the center, the anchor section is in a biased compression state, and the grouting body is easy to break.
The tension-compression composite anchor rod disclosed in the patent ZL201420450678.5 can bear force through the pressure-bearing anchoring section and the tension anchoring section simultaneously, and the bearing capacity is improved compared with that of the traditional tension-type anchor rod and the traditional pressure-type anchor rod. However, as the bearing anchoring section is positioned on the front hard soil layer and the tension anchoring section is positioned on the rear soft soil layer, the rigidity and the bearing capacity of the bearing anchoring section and the tension anchoring section are greatly different. Based on deformation coordination of the bearing plate, the bearing anchoring section and the tension anchoring section are stressed simultaneously, and as the bonding strength of the soft soil layer interface is low and the bonding strength of the hard soil layer interface is high, when the bearing capacity of the tension anchoring section in the soft soil layer reaches the limit, the bearing capacity of the bearing anchoring section in the hard soil layer is far from the limit, the tension anchoring section in the soft soil layer is damaged firstly, the load born by the bearing anchoring section is transferred to the bearing anchoring section in the hard soil layer, the bearing anchoring section is further damaged, and the anchor rod is disabled.
Therefore, when the tension-compression composite anchor rod disclosed by ZL201420450678.5 is applied to a hard and soft staggered soil layer, the bearing capacity of a pressure-bearing anchoring section in the hard soil layer cannot be fully and cooperatively exerted, and the pulling-resistant bearing capacity of the anchor rod is low, so that an improvement and optimization space is provided.
Disclosure of Invention
In view of the above, the present invention aims to provide an improved pull-back type tension-compression composite anchor rod with high pullback resistance and bearing capacity, which can fully exert the bearing capacity of a bearing anchoring section in a hard soil layer.
In order to achieve the aim, the improved back-pulling type tension-compression composite anchor rod comprises an anchor rod body, wherein the anchor rod body is provided with a pressure-bearing anchoring section, a slow-pulling section and a tension-pulling anchoring section, a pressure-bearing plate is arranged at the junction of the pressure-bearing anchoring section and the slow-pulling section and is fixed on the anchor rod body, an outer sleeve is arranged on the anchor rod body in the range of the pressure-bearing anchoring section, a heat shrinkage tube is arranged on the anchor rod body in the range of the slow-pulling section, the pressure-bearing anchoring section is arranged corresponding to a hard soil layer at the upper part, the tension-pulling anchoring section is arranged corresponding to a soft soil layer at the lower part, and the slow-pulling section is simultaneously arranged corresponding to the hard soil layer and the soft soil layer.
As a preferable mode of the invention, the anchor rod body is ribbed steel bar, steel strand, finish rolled deformed steel bar or hollow deformed steel bar.
As a preferable mode of the invention, the anchor rod body is a ribbed steel bar, and the bearing plate is symmetrically and propped against the ribbed steel bar through the upper bar steel bar for welding and fixing on the ribbed steel bar.
As a preferable mode of the invention, the anchor rod body is a steel strand, and the bearing plate is fixed on the steel strand through the extrusion sleeve.
In a preferred mode of the invention, the anchor rod body is finish rolled deformed steel bar or hollow deformed steel bar, and the bearing plate is fixed on the finish rolled deformed steel bar or hollow deformed steel bar through a nut.
As a preferable mode of the invention, the heat-shrinkable tube is a heat-shrinkable PE tube.
The invention also provides an improved construction method of the back-pull type pull-press composite anchor rod, which comprises the following steps:
The method comprises the steps of A, fixing a bearing plate, namely, when a ribbed steel bar is adopted by an anchor rod body, symmetrically propping and welding the bearing plate on the ribbed steel bar through a side bar steel bar, when a steel strand is adopted by the anchor rod body, fixing the bearing plate on the steel strand through an extrusion sleeve, and when finish rolling threaded steel or hollow threaded steel bar is adopted by the anchor rod body, fixing the bearing plate on the finish rolling threaded steel or hollow threaded steel bar through a nut;
step C, packaging the heat-shrinkable PE pipe by the anchor rod body at the slow-pulling section position, namely sheathing the heat-shrinkable PE pipe into the slow-pulling section according to the designed length, heating the heat-shrinkable PE pipe by a heater, and stopping heating when the heat-shrinkable PE pipe is just contracted and attached to the anchor rod body;
And D, drilling holes in the soil layer, centering the anchor rod body into the drilled holes, enabling the bearing anchoring section to be located in the hard soil layer on the upper portion, enabling the tension anchoring section to be located in the soft soil layer on the lower portion, enabling the slow-pull section to be located in the hard soil layer and the soft soil layer at the same time, and injecting cement into the drilled holes to finish construction.
As a preferred mode of the present invention, the bearing plate is spaced 1-3m from the soft soil layer.
As a preferable mode of the invention, the heat shrinkage tube of the slow-pulling section stretches into the soft soil layer for 1-2m.
After the structure is adopted, the improved back-pulling type tension-compression composite anchor rod has the advantages that (1) when the anchor rod is acted by load, the pressure-bearing anchoring section is stressed firstly due to high strength of a hard soil layer, the tension anchoring section is stretched and stressed by the transition of the slow-pulling section and the elasticity of the anchor rod body in the slow-pulling section range, and (2) after the slow-pulling section is arranged at the junction of the hard soil layer and the soft soil layer, the deformation of the bottom of the pressure-bearing anchoring section is larger than the deformation of the top of the tension anchoring section, the initial deformation difference occurs when the tension anchoring section and the pressure-bearing anchoring section bear load, the pressure-bearing anchoring section and the tension anchoring section tend to reach the bearing capacity limit at the same time, and the pulling-resistant bearing capacity of the anchor rod is greatly improved.
Drawings
FIG. 1 is a schematic diagram of the structure of the present invention;
Fig. 2 is a schematic diagram of a load displacement curve of the pull-press composite anchor disclosed in ZL 201420450678.5;
Fig. 3 is a schematic representation of the load displacement curve of the improved bolt of the present invention.
In the figure, 1, an anchor rod body, 2, a pressure-bearing anchoring section, 3, an outer sleeve, 4, a grouting body, 5, a heat-shrinkable PE pipe, 6, drilling, A, a pressure-bearing anchoring section, B, a slow-pull section, C, a tension anchoring section, D, a hard soil layer, E, a soft soil layer, y=f (x), a stress-deformation curve diagram of the pressure-bearing anchoring section in the hard soil layer, y=g (x), a stress-deformation curve diagram of the tension anchoring section in the soft soil layer, Q1., a deformation amount corresponding to the ultimate bearing capacity of the tension anchoring section in the soft soil layer, Q2, a deformation corresponding to the ultimate bearing capacity of the pressure-bearing anchoring section in the hard soil layer, S, an initial deformation difference of the pressure-bearing load of the tension anchoring section in the hard soil layer and the tension anchoring in the soft soil layer.
Detailed Description
In order to further explain the technical scheme of the invention, the invention is explained in detail by specific examples.
The improved back-pulling type tension-compression composite anchor rod is shown in the figures 1-3, and is provided with a pressure-bearing anchoring section A, a slow-pulling section B and a tension anchoring section C, wherein the slow-pulling section B is positioned between the pressure-bearing anchoring section A and the tension anchoring section C, a pressure-bearing plate 2 is arranged at the juncture of the pressure-bearing anchoring section A and the slow-pulling section B (the pressure-bearing plate 2 adopts an assembled pressure-bearing plate), an outer sleeve 3 is arranged on an anchor rod body 1 in the range of the pressure-bearing anchoring section A, a heat shrink tube 5 (specifically a heat shrink PE tube) is arranged on the anchor rod body 1 in the range of the slow-pulling section B, the anchor rod body 1 in the tension anchoring section C is free of the outer sleeve and the heat shrink PE tube, the pressure-bearing anchoring section A is arranged on a hard soil layer D at the upper part, the tension anchoring section C is arranged on a soft soil layer E at the lower part, and the slow-pulling section B simultaneously penetrates through the hard soil layer D and the soft soil layer E.
The invention also provides an improved construction method of the back-pull type pull-press composite anchor rod, which comprises the following steps:
The method comprises the steps of A, fixing a bearing plate, namely symmetrically propping and welding the bearing plate on ribbed steel bars through the ribbed steel bars when the anchor rod body 1 adopts the ribbed steel bars, fixing the bearing plate on the steel twisted wires through an extrusion sleeve when the anchor rod body 1 adopts the steel twisted wires, fixing the bearing plate on the finish rolling threaded steel or the hollow threaded steel bars through nuts when the anchor rod body 1 adopts the finish rolling threaded steel or the hollow threaded steel bars, and packaging an outer sleeve 3 by the anchor rod body 1 at the position of a bearing anchoring section A, namely sleeving the outer sleeve 3 into the anchor rod body 1 from the anchor head end of the anchor rod body 1, and sealing openings at two ends of the outer sleeve 3;
Step C, packaging the heat-shrinkable PE pipe by the anchor rod body 1 at the position of the slow-pulling section B, namely sleeving the heat-shrinkable PE pipe 5 into the slow-pulling section B according to the design length, heating the heat-shrinkable PE pipe 5 by a heater, and stopping heating when the heat-shrinkable PE pipe 5 is just contracted and attached to the anchor rod body 1;
And D, drilling holes in the soil layer to form drilling holes 6, centering the anchor rod body 1 into the drilling holes 6, enabling the bearing anchoring section A to be located in the hard soil layer on the upper portion, enabling the tension anchoring section to be located in the soft soil layer on the lower portion, enabling the slow-pulling section B to be located in the hard soil layer D and the soft soil layer E at the same time, and injecting cement paste into the drilling holes 6 to form grouting bodies 4, so that construction is completed.
As a preferred mode of the present invention, the bearing plate is spaced 1-3m from the soft soil layer.
As a preferable mode of the invention, the heat shrinkage pipe of the slow-pulling section B stretches into the soft soil layer for 1-2m.
The following combines the comparison ZL201420450678.5, the improved back-pull type pull-press composite anchor rod of the invention has the action principle and the advantages:
As shown in fig. 2, ZL201420450678.5 discloses a pull-compression composite anchor rod, when the anchor rod is stressed, the anchor head directly transmits force to the node of the bearing plate, and simultaneously the bearing anchoring section on the bearing plate starts to be compressed to provide resistance and the tension anchoring section under the bearing plate starts to be tensioned to provide resistance, when the bearing plate is displaced upwards to S1, the bearing capacity of the tension anchoring section in the soft soil layer reaches a limit value, and at this time, the bearing capacity of the bearing anchoring section in the hard soil layer does not reach a limit value because the upward displacement of the bearing plate does not reach S2. When the stress of the anchor rod is continuously increased, the tension anchoring section in the soft soil layer fails firstly because the displacement of the bearing plate exceeds S1 and the bearing load exceeds the limit bearing capacity, and after the tension anchoring section in the soft soil layer fails, the residual bearing capacity of the tension anchoring section is rapidly reduced, so that the bearing load shared by the bearing anchoring section in the hard soil layer is greatly increased and then is rapidly destroyed. The ultimate bearing capacity of the anchor is therefore less than (q1+q2).
As shown in fig. 3, in this embodiment, since the slow-pull section B is disposed between the pressure-bearing anchoring section a and the tension-anchoring section C, the slow-pull section B passes through the hard soil layer D and the soft soil layer E at the same time, and the outer sleeve 3 is disposed on the anchor body 1 in the range of the slow-pull section B, after the anchor is loaded, the pressure-bearing anchoring section a is pressed by the assembled pressure-bearing plate 2 first, so that the pressure-bearing anchoring section a is stressed first, and then the assembled pressure-bearing plate 2 moves upward, and since the lower portion of the assembled pressure-bearing plate 2 is connected with the slow-pull section B provided with the heat-shrink PE pipe 5, the anchor body 1 stretching the slow-pull section B first causes elastic tensile deformation when the assembled pressure-bearing plate 2 moves upward, and then the tension-bearing section C at the lower portion lags behind the load, so that the initial deformation difference S of the bearing load generated by the pressure-bearing anchoring section a in the hard soil layer D and the tension-bearing anchoring section C in the soft soil layer E can delay the tension-bearing section C in the soft soil layer E, so that the pressure-bearing anchoring section a in the hard soil layer D reaches the ultimate bearing capacity Q2 when the anchor is deformed S2, and the ultimate bearing capacity Q1 in the soft soil layer E reaches the ultimate bearing capacity Q1 when the anchor is synchronously stressed when the anchor section C1 reaches the ultimate bearing capacity q+q.
The improved back-pulling type tension-compression composite anchor rod is simple in structure, the defect that the bearing capacity of the tension-compression composite anchor rod in a hard and soft staggered soil layer cannot be fully and cooperatively exerted is successfully solved, and the pulling-resistant bearing capacity of the anchor rod is greatly improved.
The above examples and drawings are not intended to limit the form or form of the present invention, and any suitable variations or modifications thereof by those skilled in the art should be construed as not departing from the scope of the present invention.

Claims (9)

1.一种改进的后拉式拉压复合型锚杆，包括锚杆本体，其特征在于：锚杆本体具有承压锚固段、缓拉段和受拉锚固段，承压锚固段和缓拉段交界处设置有承压板，承压板固定在锚杆本体上，承压锚固段范围的锚杆本体设置有外套管，缓拉段范围的锚杆本体设置有热缩管，承压锚固段对应处于上部的硬土层设置，受拉锚固段对应处于下部的软土层设置，缓拉段同时对应硬土层和软土层设置。1. An improved post-pull type tension-compression composite anchor rod, comprising an anchor rod body, characterized in that: the anchor rod body has a pressure-bearing anchoring section, a slow-pull section and a tension anchoring section, a pressure-bearing plate is provided at the junction of the pressure-bearing anchoring section and the slow-pull section, the pressure-bearing plate is fixed on the anchor rod body, the anchor rod body within the pressure-bearing anchoring section is provided with an outer sleeve, the anchor rod body within the slow-pull section is provided with a heat shrinkable tube, the pressure-bearing anchoring section is provided corresponding to the hard soil layer at the top, the tension anchoring section is provided corresponding to the soft soil layer at the bottom, and the slow-pull section is provided corresponding to both the hard soil layer and the soft soil layer. 2.根据权利要求1所述的改进的后拉式拉压复合型锚杆，其特征在于：所述锚杆本体为带肋钢筋、钢绞线、精轧螺纹钢或中空螺纹钢筋。2. The improved post-pull type tension-compression composite anchor rod according to claim 1 is characterized in that the anchor rod body is a ribbed steel bar, a steel strand, a precision-rolled threaded steel bar or a hollow threaded steel bar. 3.根据权利要求2所述的改进的后拉式拉压复合型锚杆，其特征在于：所述锚杆本体为带肋钢筋，所述承压板通过帮条钢筋对称抵顶焊接固定在带肋钢筋上。3. The improved post-pull type tension-compression composite anchor rod according to claim 2 is characterized in that: the anchor rod body is a ribbed steel bar, and the pressure plate is fixed to the ribbed steel bar by symmetrically abutting and welding the supporting steel bars. 4.根据权利要求2所述的改进的后拉式拉压复合型锚杆，其特征在于：所述锚杆本体为钢绞线，所述承压板通过挤压套筒固定在钢绞线上。4. The improved post-pull type tension-compression composite anchor rod according to claim 2, characterized in that the anchor rod body is a steel strand, and the pressure plate is fixed to the steel strand by an extrusion sleeve. 5.根据权利要求2所述的改进的后拉式拉压复合型锚杆，其特征在于：所述锚杆本体为精轧螺纹钢或中空螺纹钢筋，所述承压板通过螺帽固定在精轧螺纹钢或中空螺纹钢筋上。5. The improved post-pull type tension-compression composite anchor rod according to claim 2 is characterized in that: the anchor rod body is a precision-rolled threaded steel bar or a hollow threaded steel bar, and the pressure plate is fixed on the precision-rolled threaded steel bar or the hollow threaded steel bar by a nut. 6.根据权利要求1所述的改进的后拉式拉压复合型锚杆，其特征在于：所述热缩管为热缩PE管。6. The improved post-pull type tension-compression composite anchor rod according to claim 1, characterized in that the heat shrinkable tube is a heat shrinkable PE tube. 7.一种改进的后拉式拉压复合型锚杆的施工方法，其特征在于：包括如下步骤：7. An improved post-pull tension-compression composite anchor bolt construction method, characterized in that it comprises the following steps: 步骤A,承压板固定：当锚杆本体采用带肋钢筋时，承压板通过帮条钢筋对称抵顶焊接固定在带肋钢筋上；当锚杆本体采用钢绞线时，承压板通过挤压套筒固定在钢绞线上；当锚杆本体采用精轧螺纹钢或中空螺纹钢筋时，承压板通过螺帽固定在精轧螺纹钢或中空螺纹钢筋上；Step A, fixing the pressure plate: When the anchor rod body is made of ribbed steel bars, the pressure plate is fixed to the ribbed steel bars by symmetrically welding the supporting bars; when the anchor rod body is made of steel strands, the pressure plate is fixed to the steel strands by extrusion sleeves; when the anchor rod body is made of precision-rolled threaded steel bars or hollow threaded steel bars, the pressure plate is fixed to the precision-rolled threaded steel bars or hollow threaded steel bars by nuts; 步骤B,承压锚固段位置锚杆本体封装外套管：将外套管从锚杆本体的锚头端套设入锚杆本体，并将外套管两端开口密封；Step B, encapsulating the outer sleeve of the anchor rod body at the pressure-bearing anchoring section: inserting the outer sleeve into the anchor rod body from the anchor head end of the anchor rod body, and sealing the openings at both ends of the outer sleeve; 步骤C,缓拉段位置锚杆本体封装热缩PE管：将热缩PE管按设计长度套入缓拉段，采用加热机对热缩PE管加热，当热缩PE管刚好缩径贴于锚杆本体时，停止加热；Step C: Encapsulate the anchor bolt body with a heat-shrinkable PE tube at the slow-pull section: insert the heat-shrinkable PE tube into the slow-pull section according to the designed length, and heat the heat-shrinkable PE tube with a heating machine. Stop heating when the heat-shrinkable PE tube shrinks just enough to fit the anchor bolt body. 步骤D,锚杆本体下孔与注浆：在土层中钻孔，将锚杆本体对中放入钻孔中，使得承压锚固段位于上部的硬土层中，受拉锚固段位于下部的软土层，缓拉段同时位于硬土层和软土层中，向钻孔内注入水泥浆，即完成施工。Step D, anchor body lower hole and grouting: drill a hole in the soil layer, align the anchor body and place it in the hole so that the pressure anchoring section is located in the upper hard soil layer, the tension anchoring section is located in the lower soft soil layer, and the slow-pull section is located in both the hard soil layer and the soft soil layer. Inject cement slurry into the hole to complete the construction. 8.如权利要求7所述的一种改进的后拉式拉压复合型锚杆的施工方法，其特征在于：所述承压板距离所述软土层1-3m。8. The improved post-tensioned tension-compression composite anchor construction method according to claim 7, wherein the pressure plate is 1-3 m away from the soft soil layer. 9.如权利要求8所述的一种改进的后拉式拉压复合型锚杆的施工方法，其特征在于：所述缓拉段的热缩管伸入所述软土层1-2m。9. The improved post-pull type tension-compression composite anchor construction method according to claim 8, wherein the heat shrink tube of the slow-pull section extends into the soft soil layer by 1-2 m.
CN202111454378.5A 2021-12-01 2021-12-01 An improved post-pull tension-compression composite anchor rod and its construction method Active CN113931181B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202111454378.5A CN113931181B (en) 2021-12-01 2021-12-01 An improved post-pull tension-compression composite anchor rod and its construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202111454378.5A CN113931181B (en) 2021-12-01 2021-12-01 An improved post-pull tension-compression composite anchor rod and its construction method

Publications (2)

Publication Number Publication Date
CN113931181A CN113931181A (en) 2022-01-14
CN113931181B true CN113931181B (en) 2025-09-02

Family

ID=79288658

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202111454378.5A Active CN113931181B (en) 2021-12-01 2021-12-01 An improved post-pull tension-compression composite anchor rod and its construction method

Country Status (1)

Country Link
CN (1) CN113931181B (en)

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN216664114U (en) * 2021-12-01 2022-06-03 中建东设岩土工程有限公司 Improved back-pull type tension-compression composite anchor rod

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP5016521B2 (en) * 2008-02-27 2012-09-05 西松建設株式会社 Earth anchor and its removal method
CN104164875A (en) * 2014-08-11 2014-11-26 华侨大学 Tension and compression combination-type anchor rod
CN108589721A (en) * 2018-04-18 2018-09-28 华侨大学 A kind of improved rear pressure type tension and compression composite anchor-rod
CN109723480B (en) * 2018-12-27 2020-04-24 山东科技大学 Tension-compression coupling yielding energy-absorbing grouting anchor rod for large deformation of surrounding rock and working method
CN111945721B (en) * 2020-08-31 2025-01-28 华侨大学 A prestressed tension-compression composite anti-floating anchor rod and construction method thereof

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN216664114U (en) * 2021-12-01 2022-06-03 中建东设岩土工程有限公司 Improved back-pull type tension-compression composite anchor rod

Also Published As

Publication number Publication date
CN113931181A (en) 2022-01-14

Similar Documents

Publication Publication Date Title
WO2018006558A1 (en) Confined high-strength concrete support system applicable to underground tunnel
CN101126321B (en) Expansion anchor
CN104532860A (en) Recoverable soil nail
CN113585251A (en) Pouring and prestress construction method for umbrella-shaped enlarged footing prestress rock-soil anchoring structure
CN209082489U (en) There are the anchors under cavity condition in a kind of slopes
CN107143361A (en) A kind of application method of energy mechanical swelling and the partially recycled lock pin anchor tube of energy
CN213773506U (en) Anti structure of floating of prestressed anchorage pole
CN115853566B (en) Prefabricated tunnel prestressed anchor rod and its manufacturing method and use method
CN113931181B (en) An improved post-pull tension-compression composite anchor rod and its construction method
CN109469055B (en) Local pipe seam type end expansion energy-absorbing anchor rod and construction method thereof
CN216664114U (en) Improved back-pull type tension-compression composite anchor rod
CN112942685A (en) Novel anchoring system and anchoring method for fiber reinforced resin composite material rod
CN106836217A (en) A kind of construction method of expansion end formula soil bolt or soil nailing
CN211472484U (en) Pre-reaming post-planting buttress type umbrella-shaped expanding head
CN109778841A (en) Recoverable presstressed reinforcing steel bored concrete pile and its construction method for foundation pit enclosure
CN118223479A (en) Fastening type anchor rod device and construction method thereof
CN113931670B (en) Combined grouting prestress large-deformation anchor rod and construction method thereof
CN116792112A (en) Shield tunnel slurry bag reinforcing structure and construction method thereof
CN217206466U (en) Curved middle wall anti-deflection structure of multi-arch tunnel under terrain bias pressure
CN112901232B (en) A Multi-level Yield Anchor Rod Compensating for Prestress Loss
CN214787464U (en) A kind of underground roadway support device
CN111997672B (en) Collaborative prestress array anchor rod device and construction method thereof
Kadoya et al. Experimental study on strength and stiffness of bare type CFT column base with central reinforcing bars
CN209669867U (en) Glass multiple anchor cable muscle and glass multiple anchor cable
CN223344080U (en) Bag-type reducing steel reinforcement cage anchor rod

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant