CN107604927A - Composite pile anchor supporting device - Google Patents
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- CN107604927A CN107604927A CN201710923362.1A CN201710923362A CN107604927A CN 107604927 A CN107604927 A CN 107604927A CN 201710923362 A CN201710923362 A CN 201710923362A CN 107604927 A CN107604927 A CN 107604927A
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- 239000002131 composite material Substances 0.000 title claims abstract description 125
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 67
- 239000010959 steel Substances 0.000 claims abstract description 67
- 238000010276 construction Methods 0.000 claims abstract description 36
- 239000002689 soil Substances 0.000 claims abstract description 19
- 239000011440 grout Substances 0.000 claims abstract 2
- 238000013461 design Methods 0.000 claims description 33
- 230000002787 reinforcement Effects 0.000 claims description 27
- 239000004567 concrete Substances 0.000 claims description 22
- 238000009792 diffusion process Methods 0.000 claims description 22
- 239000000463 material Substances 0.000 claims description 19
- 238000000034 method Methods 0.000 claims description 17
- 238000004873 anchoring Methods 0.000 claims description 16
- 238000009434 installation Methods 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000011065 in-situ storage Methods 0.000 claims description 10
- 239000004568 cement Substances 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 102100040287 GTP cyclohydrolase 1 feedback regulatory protein Human genes 0.000 claims 5
- 101710185324 GTP cyclohydrolase 1 feedback regulatory protein Proteins 0.000 claims 5
- 230000035515 penetration Effects 0.000 claims 1
- 238000012423 maintenance Methods 0.000 abstract description 4
- 239000003365 glass fiber Substances 0.000 description 11
- 238000010586 diagram Methods 0.000 description 7
- 238000005260 corrosion Methods 0.000 description 5
- 230000007797 corrosion Effects 0.000 description 5
- 239000011208 reinforced composite material Substances 0.000 description 4
- 229920002430 Fibre-reinforced plastic Polymers 0.000 description 3
- 238000011161 development Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000004064 recycling Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 229910000746 Structural steel Inorganic materials 0.000 description 1
- 239000002253 acid Substances 0.000 description 1
- 239000003513 alkali Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 125000001309 chloro group Chemical class Cl* 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000000691 measurement method Methods 0.000 description 1
- 239000007769 metal material Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
本发明属于土木建筑基坑施工技术领域，涉及一种复合材料桩锚支护装置，紧固螺母的内端与应力扩散盘咬合相连，格构式钢垫分别与应力扩散盘和双腹板型复合材料腰梁相连；对中支架分别与锚杆孔和锚杆杆体相连，使锚杆杆体位于锚杆孔中央；锚杆孔内注有注浆体，锚杆孔四周为桩间土；双腹板型复合材料腰梁由复合材料腰梁上翼缘、复合材料腰梁下翼缘和两块复合材料腰梁腹板组成箱形截面，主筋和螺旋箍筋采用扎丝进行绑扎连接，灌注桩的桩端安装冠梁，钢垫片分别与螺栓和复合材料腰梁腹板相连；便于人工装配操作，施工安全便捷，降低运维费用，延长使用寿命，抗电磁干扰能力强、可循环使用，生产成本低，推广应用潜力大。
The invention belongs to the technical field of foundation pit construction in civil engineering, and relates to a pile-anchor support device made of composite materials. The composite material waist beam is connected; the centering bracket is connected with the anchor hole and the anchor body respectively, so that the anchor body is located in the center of the anchor hole; the anchor hole is injected with grout, and the anchor hole is surrounded by pile soil; double The web-type composite waist beam is composed of a composite material waist beam upper flange, a composite material waist beam lower flange and two composite material waist beam webs to form a box-shaped section. The crown beam is installed at the pile end, and the steel gasket is respectively connected with the bolt and the web of the composite material waist beam; it is convenient for manual assembly operation, safe and convenient in construction, reduces operation and maintenance costs, prolongs service life, has strong anti-electromagnetic interference ability, and can be recycled. The cost is low, and the promotion and application potential is great.
Description
技术领域：Technical field:
本发明属于土木建筑基坑施工技术领域，涉及一种新型复合材料桩锚支护装置，通过使用新型、轻质、高强、节能、环保的非金属材料制作的灌注桩、锚杆以及腰(冠)梁，形成一套全新的桩锚支护体系。The invention belongs to the technical field of foundation pit construction in civil engineering, and relates to a novel composite material pile-anchor support device, which uses new-type, lightweight, high-strength, energy-saving, and environmentally friendly non-metallic materials to make cast-in-place piles, anchor rods, and waist (crowns). ) beam, forming a new set of pile-anchor support system.
背景技术：Background technique:
目前，基坑支护方式主要有排桩支护、桩锚、桩撑、地下连续墙、钢板桩、水泥土挡墙及土钉墙等，这些支护方法存在钢材耗费多、抗腐蚀差、污染环境、需要大型施工机械等缺点。为简化施工工艺，保障施工与基坑使用安全，实现资源再利用与可持续发展，在基坑工程中探索采用新型支护材料与支护方法一直是业界努力的目标。玻璃纤维增强复合材料(glass fiberreinforced polymer，简称GFRP)与钢材相比，因其具有工程造价低、抗拉强度高、抗腐蚀性强、松弛性低、抗电磁干扰性强等特点，已得到土木工程界的广泛关注。传统桩锚支护结构采用钢筋锚杆(索)、型钢腰梁取代基坑支护内支撑，给支护排桩提供锚拉力，以减小支护排桩的位移与内力，并将基坑的变形控制在允许的范围内，支护体系其一般由钢筋、混凝土或型钢等材料制成，而这些组成材料易腐蚀、不能重复使用，耐久性差、浪费资源造成环境污染，由此可见，寻求一种新型且先进的桩锚支护装置势在必行，在基坑支护中采用玻璃纤维复合材料桩锚支护结构，既能节约钢材，保护环境，又能从根本上解决构件腐蚀问题，降低结构的运维费用，延长结构使用寿命，尤其是城市地铁隧道施工时，在围护桩的盾构机进洞位置采用玻璃纤维筋代替钢筋，盾构机进洞时可以直接切削围护桩掘进，从而避免了事前切断钢筋与凿除洞门的工作，不但可以简化施工工艺，加快施工进度，减少施工风险，降低成本，而且能够减少对围护桩后土体的扰动；而且通过改进工艺，对新型桩锚支护实现可拆卸式施工模式，还能实现腰梁的循环利用，降低工程成本。因此，对新型复合材料桩锚支护装置开发利用的意义重大。At present, the foundation pit support methods mainly include row pile support, pile anchor, pile support, underground diaphragm wall, steel sheet pile, cement-soil retaining wall and soil nail wall, etc. These support methods have the disadvantages of high steel consumption, poor corrosion resistance, Disadvantages such as polluting the environment and requiring large construction machinery. In order to simplify the construction process, ensure the safety of construction and foundation pit use, and realize resource reuse and sustainable development, it has always been the goal of the industry to explore and adopt new support materials and support methods in foundation pit engineering. Compared with steel, glass fiber reinforced polymer (GFRP) has been widely used in civil engineering because of its low engineering cost, high tensile strength, strong corrosion resistance, low relaxation, and strong anti-electromagnetic interference. widespread attention in the engineering community. The traditional pile-anchor support structure uses reinforced anchor rods (cables) and shaped steel waist beams to replace the inner support of the foundation pit support to provide anchor tension for the support row piles to reduce the displacement and internal force of the support row piles, and to reduce the foundation pit support. The deformation is controlled within the allowable range. The support system is generally made of steel, concrete or steel, and these materials are easy to corrode, cannot be reused, have poor durability, waste resources and cause environmental pollution. It can be seen that seeking A new and advanced pile-anchor support device is imperative. The glass fiber composite material pile-anchor support structure is used in foundation pit support, which can not only save steel, protect the environment, but also fundamentally solve the problem of component corrosion , reduce the operation and maintenance costs of the structure, and prolong the service life of the structure, especially during the construction of urban subway tunnels, glass fiber bars are used instead of steel bars at the position where the shield machine of the enclosure pile enters the hole, and the enclosure can be directly cut when the shield machine enters the hole pile excavation, thereby avoiding the work of cutting steel bars and chiseling holes in advance, which not only simplifies the construction process, speeds up the construction progress, reduces construction risks, reduces costs, but also reduces the disturbance to the soil behind the retaining piles; and through the improvement It realizes a detachable construction mode for the new pile-anchor support, and also realizes the recycling of waist beams, reducing project costs. Therefore, it is of great significance to develop and utilize new composite material pile-anchor support devices.
发明内容：Invention content:
本发明的目的在于克服现有技术存在的缺点，寻求设计提供一种复合材料桩锚支护装置，在基坑支护中采用玻璃纤维复合材料桩锚支护结构，既能节约钢材，保护环境，又能从根本上解决构件腐蚀问题，降低结构的运维费用，延长结构使用寿命。The purpose of the present invention is to overcome the shortcomings of the prior art, and seek to design and provide a composite material pile-anchor support device. The glass fiber composite material pile-anchor support structure is used in the foundation pit support, which can save steel and protect the environment. , and can fundamentally solve the problem of component corrosion, reduce the operation and maintenance costs of the structure, and prolong the service life of the structure.
为了实现上述目的，本发明所述复合材料桩锚支护装置的主体结构包括锚杆杆体、紧固螺母、应力扩散盘、格构式钢垫、桩间土、锚杆孔、对中支架、注浆体、双腹板型复合材料腰梁、灌注桩、主筋、螺旋箍筋、冠梁、内套筒、螺栓和钢垫片；锚杆杆体为玻璃纤维增强聚合物(GFRP)全螺纹实心结构；紧固螺母和应力扩散盘采用GFRP材料制成，尺寸与锚杆杆体配套，均以螺纹连接的方式与锚杆杆体相连，紧固螺母呈六边形，应力扩散盘呈圆盘状，紧固螺母的内端与应力扩散盘咬合相连，能够提供足够的锚固力；格构式钢垫由一块上翼钢板、一块下翼钢板和两块楔形钢板焊接而成的三棱柱体结构，格构式钢垫的中间预留孔洞，以便锚杆杆体通过，格构式钢垫分别与应力扩散盘和双腹板型复合材料腰梁相连；三角状结构的对中支架采用GFRP材料制成，其中心部位形成锚杆杆体的贯通圆孔，对中支架分别与锚杆孔和锚杆杆体相连，使锚杆杆体位于锚杆孔中央；锚杆孔内注有注浆体，锚杆孔四周为桩间土；双腹板型复合材料腰梁由复合材料腰梁上翼缘、复合材料腰梁下翼缘和两块复合材料腰梁腹板组成箱形截面，所用的复合材料为GFRP材料，通过模具经拉挤、固化一次成型，其截面尺寸根据设计要求灵活定制，复合材料腰梁上翼缘和复合材料腰梁下翼缘制有贯通的孔洞，使锚杆杆体从孔洞穿过，双腹板型复合材料腰梁将作用于围护结构上的水、土压力传递给锚杆杆体，并使各锚杆杆体的应力通过双腹板型复合材料腰梁得到均匀分配，而且双腹板型复合材料腰梁选用箱形截面，不仅能提高构件的整体稳定性和局部稳定性，还能为腰梁的连接和安装提供方便；灌注桩通过现场浇筑商品混凝土制成，灌注桩内部的主筋和螺旋箍筋均由GFRP材料制成，主筋和螺旋箍筋采用扎丝进行绑扎连接，灌注桩的截面尺寸和桩长、主筋和螺旋箍筋的截面形态和直径根据设计要求确定，其作用是保证建(构)筑物、管线及道路安全，在基坑开挖过程中及基坑的使用期间，维持临空面的土体稳定，减少结构变形，确保施工安全；灌注桩的桩端安装冠梁，冠梁经现场绑扎GFRP筋笼并浇筑混凝土制成，冠梁上预留孔洞便于锚杆杆体自由通过；当双腹板型复合材料腰梁长度不够，采用内套筒将两块双腹板型复合材料腰梁进行连接，保证双腹板型复合材料腰梁的连接点位于两锚杆中间；内套筒由4毫米厚的热轧钢板焊接而成的长方体结构，内套筒的长度为1米，其横截面略小于双腹板型复合材料腰梁的空腔截面，确保内套筒能够从双腹板型复合材料腰梁的空腔内自由穿过，同时内套筒与复合材料腰梁腹板的接触面预留孔洞，以便螺栓通过，采用内套筒连接的双腹板型复合材料腰梁能够获得较高的连接强度、刚度和稳定性，满足腰梁的使用要求；钢垫片分别与螺栓和复合材料腰梁腹板相连，用于均匀分散应力。In order to achieve the above object, the main structure of the composite material pile-anchor support device of the present invention includes an anchor rod body, a fastening nut, a stress diffusion disc, a latticed steel pad, soil between piles, an anchor hole, a centering bracket, Grouting body, double-web composite material waist beam, cast-in-place pile, main reinforcement, spiral stirrup, crown beam, inner sleeve, bolt and steel gasket; anchor rod body is glass fiber reinforced polymer (GFRP) fully threaded solid Structure; the fastening nut and the stress diffusion plate are made of GFRP material, the size is matched with the anchor rod body, and they are connected with the anchor rod body by thread connection. The fastening nut is hexagonal, and the stress diffusion plate is disc-shaped. The inner end of the fastening nut is occluded with the stress diffusion plate, which can provide sufficient anchoring force; the lattice steel pad is a triangular prism structure welded by an upper wing steel plate, a lower wing steel plate and two wedge-shaped steel plates. A hole is reserved in the middle of the structural steel pad for the passage of the anchor rod body, and the lattice steel pad is respectively connected with the stress diffusion disc and the double-web composite waist beam; the centering bracket of the triangular structure is made of GFRP material, The central part forms a through hole of the anchor rod body, and the centering bracket is connected with the anchor rod hole and the anchor rod body respectively, so that the anchor rod body is located in the center of the anchor rod hole; It is the soil between the piles; the double-web type composite waist beam is composed of a composite material waist beam upper flange, a composite material waist beam lower flange and two composite material waist beam webs to form a box-shaped section. The composite material used is GFRP material. The mold is formed by pultrusion and solidification at one time, and its cross-sectional size can be flexibly customized according to the design requirements. The upper flange of the composite material waist beam and the lower flange of the composite material waist beam are made with holes through which the anchor rod body can pass through the hole. Double web type The composite material waist beam transmits the water and soil pressure acting on the enclosure structure to the anchor rod body, and the stress of each anchor rod body is evenly distributed through the double web type composite material waist beam, and the double web type composite material The box-shaped section of the waist beam can not only improve the overall stability and local stability of the component, but also provide convenience for the connection and installation of the waist beam; The reinforcement is made of GFRP material, the main reinforcement and the spiral stirrup are bound and connected with wires, the cross-sectional size and pile length of the cast-in-situ pile, the cross-sectional shape and diameter of the main reinforcement and the spiral stirrup are determined according to the design requirements, and its function is to ensure that the construction ( In order to ensure the safety of structures, pipelines and roads, during the excavation of the foundation pit and during the use of the foundation pit, the soil on the free surface is kept stable, the structural deformation is reduced, and the construction safety is ensured; The crown beam is made by tying GFRP reinforcement cages on site and pouring concrete. Holes are reserved on the crown beam to facilitate the free passage of anchor rods; The composite material waist beam is connected to ensure that the connection point of the double-web type composite material waist beam is located in the middle of the two anchor rods; the inner sleeve is a cuboid structure welded by 4 mm thick hot-rolled steel plates, and the length of the inner sleeve is 1 m, its cross-section is slightly smaller than the hollow section of the double-web composite waist beam, ensuring that the inner sleeve can The cavity of the material waist beam can freely pass through, and at the same time, holes are reserved on the contact surface of the inner sleeve and the web of the composite waist beam to facilitate the passage of bolts. The double web type composite waist beam connected by the inner sleeve can obtain better High connection strength, rigidity and stability meet the requirements of the waist beam; steel gaskets are respectively connected with the bolts and the web of the composite waist beam for evenly dispersing the stress.
本发明实现桩锚支护的具体过程为：The concrete process that the present invention realizes pile anchor support is:
(1)按照实际设计要求将主筋和螺旋箍筋绑扎成钢筋笼，绑扎时螺旋箍筋缠绕于主筋并在交叉处用扎丝进行绑扎固定，将钢筋笼放入预先设置的灌注桩桩孔内并浇筑混凝土制成灌注桩，灌注桩采用隔桩施工，并在灌注混凝土24小时后进行临桩施工；待灌注桩达到设计要求的养护时间28天，或桩身混凝土强度达到设计抗压强度的75％，在灌注桩桩头位置施做冠梁，冠梁施工时预留孔洞以便于锚杆杆体自由通过；(1) Bind the main reinforcement and the spiral stirrup into a reinforcement cage according to the actual design requirements. When binding, the spiral stirrup is wound around the main reinforcement and bound and fixed at the intersection with tie wire, and the reinforcement cage is placed in the pre-set cast-in-place pile hole And pouring concrete to make cast-in-place piles, the cast-in-place piles are constructed with separated piles, and the pile construction is carried out 24 hours after pouring the concrete; the curing time for the cast-in-place piles to reach the design requirements is 28 days, or the concrete strength of the pile body reaches the design compressive strength. 75%, the crown beam is constructed at the head of the cast-in-situ pile, and holes are reserved during the construction of the crown beam to facilitate the free passage of the anchor rod body;
(2)待冠梁养护28天或冠梁混凝土强度达到设计抗压强度的75％后，标明锚杆的开孔位置，然后进行土石方开挖，当土石方开挖至锚杆开孔位置以下0.5m时，用钻机在桩间土上钻进制成锚杆孔，锚杆孔的深度和直径由锚固力控制，此时要严格校验钻机的倾角及方位角，并保证钻机平台稳固；(2) After the crown beam is cured for 28 days or the concrete strength of the crown beam reaches 75% of the design compressive strength, mark the opening position of the anchor bolt, and then carry out earthwork excavation. When the earthwork is excavated to 0.5 below the anchor bolt opening position m, use a drilling rig to drill the anchor hole in the soil between the piles. The depth and diameter of the anchor hole are controlled by the anchoring force. At this time, the inclination and azimuth of the drilling rig must be strictly checked to ensure the stability of the drilling rig platform;
(3)先将对中支架间隔安装在锚杆杆体的外表面，用扎丝进行固定，对中支架的间距根据锚杆杆体的长度确定，对中支架的间距不大于2米；再将安装有对中支架的锚杆杆体人工送入入锚杆孔内，保证锚杆杆体平行伸直不发生扭曲，并将外接的注浆管和排气管接入锚杆孔的底端；(3) First install the centering brackets on the outer surface of the anchor rod body at intervals, and fix them with wires. The distance between the centering brackets is determined according to the length of the anchor rod body. The distance between the centering brackets is not more than 2 meters; The anchor rod body with the centering bracket is manually fed into the anchor rod hole to ensure that the anchor rod body is parallel and straight without distortion, and the external grouting pipe and exhaust pipe are connected to the bottom of the anchor rod hole;
(4)用注浆泵将纯水泥浆沿注浆管注入，注浆采用二次注浆工艺，水灰比为0.5～0.55，水泥采用425普通硅酸盐水泥，第一次注浆压力为0.5～0.8MPa，第二次注浆压力为1.0～2.0MPa，并且二次注浆在一次注浆形成的注浆体强度达到5.0MPa后进行；(4) Use a grouting pump to inject pure cement slurry along the grouting pipe. The grouting adopts the secondary grouting process, the water-cement ratio is 0.5-0.55, the cement is 425 ordinary Portland cement, and the first grouting pressure is 0.5-0.8MPa, the pressure of the second grouting is 1.0-2.0MPa, and the second grouting is carried out after the strength of the grouting body formed by the first grouting reaches 5.0MPa;
(5)注浆体的强度达到设计强度的80％后，在冠梁伸出的锚杆杆体上安装格构式钢垫，格构式钢垫预先由厚度均为2cm的一块上翼钢板、一块下翼钢板和两块楔形钢板焊接而成；然后在锚杆杆体上依次安装应力扩散盘和紧固螺母，应力扩散盘紧贴格构式钢垫的上翼钢板，通过拧紧紧固螺母使锚固力达到设计要求，为获得更大的锚固力，可根据实际需要将若干个紧固螺母串联在一起；(5) After the strength of the grouting body reaches 80% of the design strength, a lattice-type steel pad is installed on the bolt body protruding from the crown beam. A lower wing steel plate and two wedge-shaped steel plates are welded together; then the stress diffusion plate and fastening nuts are installed on the anchor body in sequence, the stress diffusion plate is close to the upper wing steel plate of the lattice steel pad, and the fastening nut is tightened to make the The anchoring force meets the design requirements. In order to obtain greater anchoring force, several fastening nuts can be connected in series according to actual needs;
(6)冠梁上的锚杆施工完成后，同样将土石方开挖至第二锚杆开孔位置以下0.5m时，标明第二层锚杆的开孔位置，重复步骤(2)、(3)、(4)；(6) After the anchor bolt construction on the crown beam is completed, when the earthwork is also excavated to 0.5m below the opening position of the second anchor bolt, the opening position of the second anchor bolt is marked, and steps (2) and (3) are repeated. ), (4);
(7)根据锚杆锚固力的大小和锚杆的位置确定双腹板型复合材料腰梁的截面尺寸，在复合材料腰梁上翼缘的中心和复合材料腰梁下翼缘钻孔，确保锚杆杆体能够从双腹板型复合材料腰梁的上翼缘和下翼缘自由穿过，其中，双腹板型复合材料腰梁孔位包括腰梁与内套筒的连接孔以及腰梁与锚杆的连接孔，腰梁与锚杆连接孔的直径为50cm，腰梁与内套筒连接孔的孔径为20cm；(7) Determine the cross-sectional size of the double-web type composite waist beam according to the anchoring force of the anchor bolt and the position of the anchor bolt, and drill holes in the center of the upper flange of the composite waist beam and the lower flange of the composite waist beam to ensure that the anchor rod The rod body can freely pass through the upper and lower flanges of the double-web type composite waist beam. The holes of the double-web type composite waist beam include the connecting hole between the waist beam and the inner sleeve and the waist beam and the anchor. The connection hole of the rod, the diameter of the connection hole between the waist beam and the anchor rod is 50cm, and the diameter of the connection hole between the waist beam and the inner sleeve is 20cm;
(8)人工安装双腹板型复合材料腰梁，将双腹板型复合材料腰梁抬至坑壁前摆放，使锚杆杆体穿过复合材料腰梁下翼缘和复合材料腰梁上翼缘，安装时复合材料腰梁下翼缘应密贴排桩，必要时可用垫板或其它填充材料进行找平；再在复合材料腰梁上翼缘上从内向外依次安装上安装格构式钢垫、应力扩散盘和紧固螺母，安装与固定方法与步骤(5)相同；双腹板型复合材料腰梁安装后需要检查其与灌注桩、格构式钢垫间是否为平面接触，不允许点接触；(8) Manually install the double-web type composite material waist beam, lift the double-web type composite material waist beam to the front of the pit wall, and make the anchor rod body pass through the composite material waist beam lower flange and the composite material waist beam upper flange During installation, the lower flange of the composite waist beam should be closely attached to the row of piles. If necessary, backing plates or other filling materials can be used for leveling; The method of installation and fixing of the diffuser and fastening nuts is the same as step (5); after installation of the double-web type composite waist beam, it is necessary to check whether it is in plane contact with the cast-in-place pile and the lattice steel pad, and point contact is not allowed ;
(9)将内套筒放入已经安装好的双腹板型复合材料腰梁一端，移动内套筒筒身，使内套筒的连接孔和双腹板型复合材料腰梁连接孔对应，插入螺栓将其紧密连接，使套筒定位，钢垫片位于螺栓和复合材料腰梁腹板之间，具有分散应力的作用。(9) Put the inner sleeve into one end of the double-web type composite material waist beam that has been installed, and move the inner sleeve body so that the connection hole of the inner sleeve corresponds to the double-web type composite material waist beam connection hole, Bolts are inserted to tightly connect them to position the sleeve, and steel gaskets are located between the bolts and the web of the composite waist beam, which has the effect of dispersing stress.
(10)重复步骤(6)、(7)、(8)、(9)，按设计要求将基坑开挖到底，在进行地下结构施工的过程中，根据地下结构主体施工进度分步进行，当结构楼板的设计强度达到混凝土强度设计值的75％时，逐渐松动紧固螺母，切断锚杆，完成双腹板型复合材料腰梁的拆卸，进行下一循环使用。(10) Repeat steps (6), (7), (8), and (9) to excavate the foundation pit to the bottom according to the design requirements. During the construction of the underground structure, proceed step by step according to the construction progress of the main body of the underground structure. When the design strength of the structural floor reaches 75% of the design value of the concrete strength, gradually loosen the fastening nuts, cut off the anchor rods, and complete the disassembly of the double-web type composite waist beams for the next cycle.
本发明与现有技术相比，具有以下优点：一是采用玻璃纤维增强复合材料制成的腰梁、桩体骨架、冠梁骨架和锚杆，抗拉强度高、自重轻、显著提高基坑支护整体稳定性，便于人工装配操作，减少现场大型施工吊装机械的使用，施工安全便捷；二是玻璃纤维增强复合材料锚杆及桩体骨架有较强抗腐蚀性,可以在酸、碱、氯盐和潮湿的环境中长期使用,可降低结构的运维费用，延长结构的使用寿命；三是不同于传统钢筋，玻璃纤维增强复合材料的锚杆和桩体骨架为非磁体，抗电磁干扰能力强，所以能减少在基坑施工监测与后期使用过程中的电磁波或信号干扰，利于施工与使用安全；四是特制的连接装置使得腰梁能够拆卸，实现了腰梁的循环使用，利于可持续发展；五是特制的格构式钢垫增大锚具与GFRP腰梁的接触面积，减少应力集中，防止腰梁发生剪切破坏；六是玻璃纤维增强复合材料筋的抗剪切性能差，GFRP筋混凝土灌注桩容易被盾构机切削，便于提高盾构机进洞时的施工效率；七是玻璃纤维增强复合材料由于其低碳、环保、自重轻、可循环使用，会产生综合经济效益及环境效益，生产成本低，推广应用潜力大。Compared with the prior art, the present invention has the following advantages: First, the waist beam, pile frame, crown beam frame and anchor rod made of glass fiber reinforced composite material have high tensile strength, light weight, and significantly improve the foundation pit. The overall stability of the support is convenient for manual assembly operations, reducing the use of large-scale construction hoisting machinery on site, and the construction is safe and convenient; second, the glass fiber reinforced composite material anchor rod and pile body skeleton have strong corrosion resistance, and can be used in acid, alkali, Long-term use in chlorine salt and humid environments can reduce the operation and maintenance costs of the structure and prolong the service life of the structure; third, unlike traditional steel bars, the anchor rods and pile skeletons of glass fiber reinforced composite materials are non-magnetic and resistant to electromagnetic interference Strong ability, so it can reduce the electromagnetic wave or signal interference in the process of foundation pit construction monitoring and later use, which is conducive to construction and use safety; Fourth, the special connecting device enables the waist beam to be disassembled, realizing the recycling of the waist beam, which is beneficial to Continuous development; fifth, the special lattice steel pad increases the contact area between the anchorage and the GFRP waist beam, reduces stress concentration, and prevents shear failure of the waist beam; sixth, the shear resistance of glass fiber reinforced composite reinforcement is poor , GFRP-reinforced concrete pouring piles are easily cut by the shield machine, which is convenient to improve the construction efficiency when the shield machine enters the hole; Seventh, glass fiber reinforced composite materials will generate comprehensive economic benefits due to their low carbon, environmental protection, light weight, and recyclable use. Benefits and environmental benefits, low production costs, and great potential for popularization and application.
附图说明：Description of drawings:
图1为本发明所述复合材料桩锚支护装置总剖面图。Fig. 1 is a general sectional view of the composite material pile-anchor support device of the present invention.
图2为本发明所述复合材料桩锚支护装置剖面详图。Fig. 2 is a detailed cross-sectional view of the composite material pile-anchor support device of the present invention.
图3为本发明所述复合材料桩锚支护装置1-1截面结构原理图。Fig. 3 is a schematic diagram of the section structure of the composite material pile-anchor support device 1-1 of the present invention.
图4为本发明所述复合材料桩锚支护装置2-2截面结构原理图。Fig. 4 is a schematic diagram of the section structure of the composite material pile-anchor support device 2-2 of the present invention.
图5为本发明所述灌注桩结构示意图。Fig. 5 is a structural schematic diagram of the cast-in-situ pile according to the present invention.
图6为本发明所述内套筒连接结构原理示意图。Fig. 6 is a schematic diagram of the principle of the connection structure of the inner sleeve of the present invention.
图7为本发明所述锚杆锚固装置结构原理示意图。Fig. 7 is a schematic diagram of the structural principle of the bolt anchoring device of the present invention.
图8为本发明所述格构式钢垫结构原理示意图，其中(a)为主视图，(b)为俯视图。Fig. 8 is a schematic diagram of the principle of the latticed steel pad structure of the present invention, wherein (a) is a front view, and (b) is a top view.
图9本发明所述对中支架结构原理示意图。Fig. 9 is a schematic diagram of the structural principle of the centering support according to the present invention.
具体实施方式：detailed description:
下面通过实施例并结合附图对本发明做进一步说明。The present invention will be further described below through embodiments and in conjunction with the accompanying drawings.
实施例：Example:
本实施例所述复合材料桩锚支护装置的主体结构包括锚杆杆体1、紧固螺母2、应力扩散盘3、格构式钢垫4、桩间土5、锚杆孔6、对中支架7、注浆体8、双腹板型复合材料腰梁9、灌注桩13、主筋14、螺旋箍筋15、冠梁16、内套筒17、螺栓18和钢垫片19；锚杆杆体1为玻璃纤维增强聚合物(GFRP)全螺纹实心结构；紧固螺母2和应力扩散盘3采用GFRP材料制成，尺寸与锚杆杆体1配套，均以螺纹连接的方式与锚杆杆体1相连，紧固螺母2呈六边形，应力扩散盘3呈圆盘状，紧固螺母2的内端与应力扩散盘3咬合相连，能够提供足够的锚固力；格构式钢垫4由一块上翼钢板20、一块下翼钢板22和两块楔形钢板21焊接而成的三棱柱体结构，格构式钢垫4的中间预留孔洞，以便锚杆杆体1通过，格构式钢垫4分别与应力扩散盘3和双腹板型复合材料腰梁9相连；三角状结构的对中支架7采用GFRP材料制成，其中心部位形成锚杆杆体1的贯通圆孔，对中支架7分别与锚杆孔6和锚杆杆体1相连，使锚杆杆体1位于锚杆孔6中央；锚杆孔6内注有注浆体8，锚杆孔6四周为桩间土5；双腹板型复合材料腰梁9由复合材料腰梁上翼缘10、复合材料腰梁下翼缘11和两块复合材料腰梁腹板12组成箱形截面，所用的复合材料为GFRP材料，通过模具经拉挤、固化一次成型，其截面尺寸根据设计要求灵活定制，复合材料腰梁上翼缘10和复合材料腰梁下翼缘11制有贯通的孔洞，使锚杆杆体1从孔洞穿过，双腹板型复合材料腰梁9将作用于围护结构上的水、土压力传递给锚杆杆体1，并使各锚杆杆体1的应力通过双腹板型复合材料腰梁9得到均匀分配，而且双腹板型复合材料腰梁9选用箱形截面，不仅能提高构件的整体稳定性和局部稳定性，还能为腰梁的连接和安装提供方便；灌注桩13通过现场浇筑商品混凝土制成，灌注桩13内部的主筋14和螺旋箍筋15均由GFRP材料制成，主筋14和螺旋箍筋15采用扎丝进行绑扎连接，灌注桩13的截面尺寸和桩长、主筋14和螺旋箍筋15的截面形态和直径根据设计要求确定，其作用是保证建(构)筑物、管线及道路安全，在基坑开挖过程中及基坑的使用期间，维持临空面的土体稳定，减少结构变形，确保施工安全；灌注桩13的桩端安装冠梁16，冠梁16经现场绑扎GFRP筋笼并浇筑混凝土制成，冠梁16上预留孔洞便于锚杆杆体1自由通过；当双腹板型复合材料腰梁9长度不够，采用内套筒17将两块双腹板型复合材料腰梁9进行连接，保证双腹板型复合材料腰梁9的连接点位于两锚杆中间；内套筒17由4毫米厚的热轧钢板焊接而成的长方体结构，内套筒17的长度为1米，其横截面略小于双腹板型复合材料腰梁9的空腔截面，确保内套筒17能够从双腹板型复合材料腰梁9的空腔内自由穿过，同时内套筒17与复合材料腰梁腹板12的接触面预留孔洞，以便螺栓18通过，采用内套筒17连接的双腹板型复合材料腰梁9能够获得较高的连接强度、刚度和稳定性，满足腰梁的使用要求；钢垫片19分别与螺栓18和复合材料腰梁腹板12相连，用于均匀分散应力。The main structure of the composite material pile-anchor support device described in this embodiment includes an anchor rod body 1, a fastening nut 2, a stress diffusion plate 3, a lattice steel pad 4, soil between piles 5, an anchor hole 6, centering Bracket 7, grouting body 8, double web type composite material waist beam 9, cast-in-place pile 13, main reinforcement 14, spiral stirrup 15, crown beam 16, inner sleeve 17, bolt 18 and steel gasket 19; anchor rod body 1 is a glass fiber reinforced polymer (GFRP) full-threaded solid structure; the fastening nut 2 and the stress diffusion disc 3 are made of GFRP material, and the size is matched with the anchor rod body 1, and they are connected to the anchor rod body 1 by threaded connection , the fastening nut 2 is hexagonal, the stress diffusion plate 3 is disc-shaped, and the inner end of the fastening nut 2 is engaged with the stress diffusion plate 3, which can provide sufficient anchoring force; the latticed steel pad 4 consists of an upper The wing steel plate 20, a lower wing steel plate 22 and two wedge-shaped steel plates 21 are welded into a triangular prism structure. Holes are reserved in the middle of the lattice steel pad 4 to allow the bolt body 1 to pass through. The lattice steel pad 4 is respectively It is connected with the stress diffusion plate 3 and the double-web type composite material waist beam 9; the centering bracket 7 of the triangular structure is made of GFRP material, and its central part forms a through hole of the bolt body 1, and the centering bracket 7 is respectively connected with The anchor hole 6 is connected to the anchor body 1, so that the anchor body 1 is located in the center of the anchor hole 6; the anchor hole 6 is filled with a grouting body 8, and the anchor hole 6 is surrounded by pile soil 5; double web type The composite material waist beam 9 is composed of a composite material waist beam upper flange 10, a composite material waist beam lower flange 11 and two composite material waist beam webs 12 to form a box-shaped section. The composite material used is GFRP material. One-time solidification, its cross-sectional size can be flexibly customized according to the design requirements, the upper flange 10 of the composite material waist beam and the lower flange 11 of the composite material waist beam are made with through holes, so that the anchor rod body 1 can pass through the hole, double web type composite material The waist beam 9 transmits the water and soil pressure acting on the enclosure structure to the anchor rod body 1, and the stress of each anchor rod body 1 is evenly distributed through the double web type composite material waist beam 9, and the double web type Composite material waist beam 9 adopts box-shaped cross-section, which can not only improve the overall stability and local stability of the component, but also provide convenience for the connection and installation of the waist beam; The main reinforcement 14 and the spiral stirrup 15 are all made of GFRP material, and the main reinforcement 14 and the spiral stirrup 15 are bound and connected by tying wire. The diameter is determined according to the design requirements. Its function is to ensure the safety of buildings (structures), pipelines and roads. During the excavation of the foundation pit and during the use of the foundation pit, it can maintain the stability of the soil on the empty surface, reduce structural deformation, and ensure Construction safety; crown beam 16 is installed at the pile end of cast-in-situ pile 13, and crown beam 16 is made by tying GFRP reinforcement cage on site and pouring concrete. Holes are reserved on crown beam 16 to facilitate the free passage of anchor rod body 1; The material waist beam 9 is not long enough, and the inner sleeve 17 is used to connect two double web type composite material waist beams 9 to ensure The connection point of double-web type composite material waist beam 9 is located in the middle of the two anchor rods; the inner sleeve 17 is a cuboid structure welded by 4 mm thick hot-rolled steel plates, and the length of the inner sleeve 17 is 1 meter. The section is slightly smaller than the cavity section of the double-web type composite waist beam 9, ensuring that the inner sleeve 17 can freely pass through the cavity of the double-web type composite material waist beam 9, while the inner sleeve 17 and the composite material waist Holes are reserved on the contact surface of the beam web 12 so that the bolts 18 can pass through. The double-web type composite material waist beam 9 connected by the inner sleeve 17 can obtain higher connection strength, rigidity and stability, and meet the requirements of the waist beam. Requirements: Steel gaskets 19 are respectively connected with bolts 18 and composite waist beam webs 12 for evenly dispersing stress.
本实施例实现桩锚支护的具体过程为：The concrete process that present embodiment realizes pile-anchor support is:
(1)按照实际设计要求将主筋14和螺旋箍筋15绑扎成钢筋笼，绑扎时螺旋箍筋15缠绕于主筋14并在交叉处用扎丝进行绑扎固定，将钢筋笼放入预先设置的灌注桩桩孔内并浇筑混凝土制成灌注桩13，灌注桩13采用隔桩施工，并在灌注混凝土24小时后进行临桩施工；待灌注桩13达到设计要求的养护时间28天，或桩身混凝土强度达到设计抗压强度的75％，在灌注桩13桩头位置施做冠梁16，冠梁16施工时预留孔洞以便于锚杆杆体1自由通过；(1) Bind the main reinforcement 14 and the spiral stirrup 15 into a reinforcement cage according to the actual design requirements. When binding, the spiral reinforcement 15 is wound around the main reinforcement 14 and bound and fixed with binding wire at the intersection, and the reinforcement cage is put into the pre-set perfusion Concrete is poured into the pile holes to make cast-in-place piles 13. The cast-in-place piles 13 are constructed with pile intervals, and the pile construction is carried out 24 hours after pouring the concrete; the curing time for the cast-in-situ piles 13 to reach the design requirements is 28 days, or the pile body concrete When the strength reaches 75% of the designed compressive strength, a crown beam 16 is constructed at the pile head position of the cast-in-place pile 13, and holes are reserved during the construction of the crown beam 16 so that the anchor rod body 1 can pass freely;
(2)待冠梁16养护28天或冠梁混凝土强度达到设计抗压强度的75％后，标明锚杆的开孔位置，然后进行土石方开挖，当土石方开挖至锚杆开孔位置以下0.5m时，用钻机在桩间土5上钻进制成锚杆孔6，锚杆孔6的深度和直径由锚固力控制，此时要严格校验钻机的倾角及方位角，并保证钻机平台稳固；(2) After the crown beam 16 has been cured for 28 days or the concrete strength of the crown beam reaches 75% of the design compressive strength, mark the opening position of the anchor bolt, and then carry out earthwork excavation. When the earthwork excavation reaches below the anchor bolt opening position At 0.5m, use a drilling rig to drill into the soil 5 between the piles to form the anchor hole 6. The depth and diameter of the anchor hole 6 are controlled by the anchoring force. stable platform;
(3)先将对中支架7间隔安装在锚杆杆体1的外表面，用扎丝进行固定，对中支架7的间距根据锚杆杆体1的长度确定，对中支架的间距不大于2米；再将安装有对中支架7的锚杆杆体1人工送入入锚杆孔6内，保证锚杆杆体1平行伸直不发生扭曲，并将外接的注浆管和排气管接入锚杆孔6的底端；(3) First install the centering brackets 7 on the outer surface of the anchor rod body 1 at intervals, and fix them with tie wires. The distance between the centering brackets 7 is determined according to the length of the anchor rod body 1, and the distance between the centering brackets is not more than 2 meters. ; Then the anchor rod body 1 with the centering support 7 is manually sent into the anchor rod hole 6 to ensure that the anchor rod body 1 is straightened in parallel and does not twist, and the external grouting pipe and exhaust pipe are connected to the anchor the bottom end of the rod hole 6;
(4)用注浆泵将纯水泥浆沿注浆管注入，注浆采用二次注浆工艺，水灰比为0.5～0.55，水泥采用425普通硅酸盐水泥，第一次注浆压力为0.5～0.8MPa，第二次注浆压力为1.0～2.0MPa，并且二次注浆在一次注浆形成的注浆体8强度达到5.0MPa后进行；(4) Use a grouting pump to inject pure cement slurry along the grouting pipe. The grouting adopts the secondary grouting process, the water-cement ratio is 0.5-0.55, the cement is 425 ordinary Portland cement, and the first grouting pressure is 0.5-0.8MPa, the pressure of the second grouting is 1.0-2.0MPa, and the second grouting is carried out after the strength of the grouting body 8 formed by the first grouting reaches 5.0MPa;
(5)注浆体8的强度达到设计强度的80％后，在冠梁16伸出的锚杆杆体1上安装格构式钢垫4，格构式钢垫4预先由厚度均为2cm的一块上翼钢板20、一块下翼钢板22和两块楔形钢板21焊接而成；然后在锚杆杆体1上依次安装应力扩散盘3和紧固螺母2，应力扩散盘3紧贴格构式钢垫4的上翼钢板20，通过拧紧紧固螺母2使锚固力达到设计要求，为获得更大的锚固力，可根据实际需要将若干个紧固螺母2串联在一起；(5) After the strength of the grouting body 8 reaches 80% of the design strength, a latticed steel pad 4 is installed on the anchor bar body 1 stretched out from the crown beam 16. An upper wing steel plate 20, a lower wing steel plate 22 and two wedge-shaped steel plates 21 are welded together; then the stress diffusion disc 3 and the fastening nut 2 are sequentially installed on the anchor rod body 1, and the stress diffusion disc 3 is close to the lattice steel The upper wing steel plate 20 of the pad 4, by tightening the fastening nut 2, the anchoring force can meet the design requirements. In order to obtain a greater anchoring force, several fastening nuts 2 can be connected in series according to actual needs;
(6)冠梁16上的锚杆施工完成后，同样将土石方开挖至第二锚杆开孔位置以下0.5m时，标明第二层锚杆的开孔位置，重复步骤(2)、(3)、(4)；(6) After the anchor bolt construction on the crown beam 16 is completed, when the earthwork is also excavated to 0.5m below the opening position of the second anchor bolt, the opening position of the second anchor bolt is marked, and steps (2), ( 3), (4);
(7)根据锚杆锚固力的大小和锚杆的位置确定双腹板型复合材料腰梁9的截面尺寸，在复合材料腰梁上翼缘10的中心和复合材料腰梁下翼缘11钻孔，确保锚杆杆体1能够从双腹板型复合材料腰梁9的上翼缘10和下翼缘11自由穿过，其中，双腹板型复合材料腰梁9孔位包括腰梁与内套筒的连接孔以及腰梁与锚杆的连接孔，腰梁与锚杆连接孔的直径为50cm，腰梁与内套筒17连接孔的孔径为20cm；(7) Determine the cross-sectional size of the double-web type composite waist beam 9 according to the size of the bolt anchoring force and the position of the anchor bolt, and drill holes at the center of the upper flange 10 of the composite waist beam and the lower flange 11 of the composite waist beam, Ensure that the anchor rod body 1 can freely pass through the upper flange 10 and the lower flange 11 of the double web type composite material waist beam 9, wherein the hole position of the double web type composite material waist beam 9 includes the waist beam and the inner sleeve The connection holes of the waist beam and the anchor rod, the diameter of the waist beam and the anchor rod connection hole is 50cm, and the aperture of the waist beam and the inner sleeve 17 connection holes is 20cm;
(8)人工安装双腹板型复合材料腰梁9，将双腹板型复合材料腰梁9抬至坑壁前摆放，使锚杆杆体1穿过复合材料腰梁下翼缘11和复合材料腰梁上翼缘10，安装时复合材料腰梁下翼缘11应密贴排桩，必要时可用垫板或其它填充材料进行找平；再在复合材料腰梁上翼缘10上从内向外依次安装上安装格构式钢垫4、应力扩散盘3和紧固螺母2，安装与固定方法与步骤(5)相同；双腹板型复合材料腰梁9安装后需要检查其与灌注桩13、格构式钢垫4间是否为平面接触，不允许点接触；(8) Manually install the double-web type composite material waist beam 9, lift the double-web type composite material waist beam 9 to the front of the pit wall, and place the anchor rod body 1 through the composite material waist beam lower flange 11 and the composite The upper flange 10 of the material waist beam, the lower flange 11 of the composite material waist beam should be closely attached to the row of piles during installation, and can be leveled with backing plates or other filling materials if necessary; The installation and fixing method of lattice steel pad 4, stress diffusion plate 3 and fastening nut 2 are the same as step (5); after installation of double web type composite material waist beam 9, it needs to be checked that it is compatible with cast-in-situ pile 13 and lattice type Whether the 4 steel pads are in plane contact, point contact is not allowed;
(9)将内套筒17放入已经安装好的双腹板型复合材料腰梁9一端，移动内套筒17筒身，使内套筒的连接孔和双腹板型复合材料腰梁9连接孔对应，插入螺栓18将其紧密连接，使套筒定位，钢垫片19位于螺栓18和复合材料腰梁腹板12之间，具有分散应力的作用。(9) Put the inner sleeve 17 into one end of the installed double web type composite material waist beam 9, and move the inner sleeve 17 cylinder body so that the connecting hole of the inner sleeve and the double web type composite material waist beam 9 Corresponding to the connection holes, insert bolts 18 to tightly connect them to position the sleeve. The steel gasket 19 is located between the bolts 18 and the web 12 of the composite material waist beam, which has the effect of dispersing stress.
(10)重复步骤(6)、(7)、(8)、(9)，按设计要求将基坑开挖到底，在进行地下结构施工的过程中，根据地下结构主体施工进度分步进行，当结构楼板的设计强度达到混凝土强度设计值的75％时，逐渐松动紧固螺母2，切断锚杆，完成双腹板型复合材料腰梁9的拆卸，进行下一循环使用。(10) Repeat steps (6), (7), (8), and (9) to excavate the foundation pit to the bottom according to the design requirements. During the construction of the underground structure, proceed step by step according to the construction progress of the main body of the underground structure. When the design strength of the structural floor reaches 75% of the design value of the concrete strength, the fastening nut 2 is gradually loosened, the anchor rod is cut off, and the disassembly of the double-web type composite waist beam 9 is completed, and the next cycle is used.
本实施例所述双腹板型复合材料腰梁9沿水平方向是连续的，当双腹板型复合材料腰梁9的长度不够，对其采用内套筒17进行连接，保证双腹板型复合材料腰梁9的连接点位于两锚杆中间；土石方开挖时，宜进行分段、分层对称开挖，以减小围护结构的变形，基坑开挖严格等到水位下降到开挖面以下0.5m后进行，冠梁16处的锚杆要及时施工并施加锚固力，保证基坑稳定；锚索间距及角度的精准测量是复合材料腰梁现场安装施工最关键工序，锚杆间距采用钢卷尺测量，为保证精度要求，采用往返测量方法；锚杆的倾角采用水平倾角测量仪进行测量。The double-web type composite material waist beam 9 described in this embodiment is continuous along the horizontal direction. When the length of the double-web type composite material waist beam 9 is not enough, the inner sleeve 17 is used to connect it to ensure the double-web type The connection point of the composite material waist beam 9 is located in the middle of the two anchor rods; when excavating earth and stone, it is advisable to carry out segmented, layered and symmetrical excavation to reduce the deformation of the enclosure structure, and the excavation of the foundation pit must be strictly waited until the water level drops to the excavation level. After 0.5m below the surface, the anchor bolts at the 16th place of the crown beam should be constructed in time and the anchor force should be applied to ensure the stability of the foundation pit; the accurate measurement of the distance and angle of the anchor cables is the most critical process for the on-site installation and construction of the composite waist beam. The steel tape is used for measurement, and in order to ensure the accuracy requirements, the round-trip measurement method is used; the inclination angle of the anchor rod is measured by a horizontal inclination measuring instrument.
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