WO2021013200A1 - 一种咬合桩与地连墙联合基坑支护结构及方法 - Google Patents

一种咬合桩与地连墙联合基坑支护结构及方法 Download PDF

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Publication number
WO2021013200A1
WO2021013200A1 PCT/CN2020/103603 CN2020103603W WO2021013200A1 WO 2021013200 A1 WO2021013200 A1 WO 2021013200A1 CN 2020103603 W CN2020103603 W CN 2020103603W WO 2021013200 A1 WO2021013200 A1 WO 2021013200A1
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Prior art keywords
occluding
steel
pile
wall
piles
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PCT/CN2020/103603
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English (en)
French (fr)
Inventor
王永洪
张明义
白晓宇
马加骁
王海刚
刘雪颖
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青岛理工大学
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Priority claimed from CN201910669401.9A external-priority patent/CN110485430A/zh
Priority claimed from CN201910669491.1A external-priority patent/CN110485431A/zh
Application filed by 青岛理工大学 filed Critical 青岛理工大学
Publication of WO2021013200A1 publication Critical patent/WO2021013200A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/02—Foundation pits
    • E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
    • 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
    • E02D5/18—Bulkheads or similar walls made solely of concrete in situ
    • 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
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds

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  • the invention belongs to the technical field of foundation pit support, and specifically relates to a combined foundation pit support structure and method of occluding piles and ground connecting walls.
  • Diaphragm wall is a kind of trenching machine used on the ground for foundation engineering, along the peripheral axis of the deep excavation project, trenching under the condition of mud protection, the steel cage is hoisted in the trench, and then underwater concrete is poured into a
  • the unit trough section is constructed section by section, and a continuous reinforced concrete wall is built underground as a water-cutting, anti-seepage, load-bearing, and water-retaining structure.
  • the underground continuous wall is constructed with high speed, low vibration and low noise.
  • the wall rigidity of the ground connecting wall is large, the bearing capacity after the excavation of the foundation pit is strong, and the stability is high.
  • the wall itself has good anti-seepage performance and is suitable for foundation pit projects with high groundwater level and high head pressure; occluding piles are part of the circumferential occlusion between adjacent rows of concrete piles, and a steel cage is hoisted into the occluding pile tunnel to form a good
  • the anti-seepage effect of the integral continuous waterproof, soil-retaining enclosure structure, the lower reinforcement ratio of the occluding piles reduces the reinforcement ratio of the supporting structure.
  • the construction of occlusal piles is flexible and can be turned as needed, making it more suitable for the construction of foundation pits with variable planes.
  • the combined foundation pit supporting structure of occlusal pile and ground connecting wall can make full use of the advantages of both, and can overcome the shortcomings of both, and has a wide range of application prospects and good economic effects. Therefore, it is urgent to design a reasonable and reliable occlusal pile and ground connecting wall combined foundation pit supporting structure and method.
  • the purpose of the present invention is to overcome the shortcomings of the prior art, and to design and provide a foundation pit supporting structure and method for the combined occlusal pile and ground connecting wall to enhance the stability and safety of the supporting structure.
  • the main structure of the combined supporting structure of occluding piles and ground connecting walls of the present invention includes ground connecting walls, occluding piles, crown beams, reinforced concrete supports, steel supports, external wall structures, purlins and occlusal Pile tunnel pile; according to different engineering geological conditions and technical requirements, choose ground connecting wall or occluding pile as the main supporting structure, occluding pile element pile and occluding pile tunnel pile occluding to form occluding pile body; connecting wall and occluding pile in ground At the joint, the occluding piles adjacent to the ground connecting wall are occluding piles, which are connected by occluding; the occluding piles are connected with the external wall structure to form a flat wall; the crown beams are respectively poured on the ground connecting wall and the upper part of the occluding pile; One support is a reinforced concrete support, which is connected
  • reinforced concrete corner braces, reinforced concrete counter braces, and reinforced concrete diagonal braces are used; connecting walls and external wall structures on the ground
  • the purlins are installed at the design elevation;
  • the second and third supports are steel supports with a double-piece structure, and the steel supports are connected with the purlins.
  • use steel support angle braces, steel braces, and steel braces Stay diagonally and take reinforcement measures.
  • the specific size of the underground continuous wall of the present invention is determined according to the specific project and the size of the occluding piles.
  • the width of the underground continuous wall is not more than 6m
  • the buried depth is 10m to 50m
  • the thickness is 0.5m to 1.2m, which is smaller than the adjacent occluding piles.
  • the diameter of the plain pile should be at least 200mm to facilitate the close occlusion of the two; the diameter and buried depth of the occluding pile should be determined according to the specific project, the diameter should not be less than 1000mm, at least C25 super retarded concrete should be poured, and the occlusion between adjacent piles should not be less than 300mm;
  • the diameter and buried depth of the occluding piles are determined according to the specific project, the diameter is not less than 1000mm, at least C45 underwater concrete pouring, and the adjacent piles are not less than 300mm; the size of the crown beam is 1200 ⁇ 1000mm , 1500 ⁇ 1000mm, with at least C45 concrete pouring; the type, length, and cross-sectional area of the reinforced concrete support are determined to be 800 ⁇ 1000mm according to the size of the foundation pit and the specific load, and at least C45 concrete should be used for pouring.
  • the external wall structure of the present invention includes a net shotcrete layer, a mortar leveling layer, a construction waterproof layer, and a side wall.
  • the net shotcrete is hung on the anchor steel bars on the inner side of the occluding pile to form a net shotcrete layer, the thickness is not less than 80mm, and the net shotcrete layer
  • the outside of the mortar leveling layer is a mortar leveling layer with a thickness of not less than 20mm.
  • a waterproof layer is constructed on the outside of the mortar leveling layer, and side walls are poured on the outside of the waterproof layer with a thickness of not less than 20mm.
  • the surrounding purlin of the present invention adopts combined double-split I-beam steel, generally Q235B steel.
  • the surrounding purlin is erected on a triangular bracket.
  • the triangular bracket is connected to the ground connecting wall with a 20mm diameter YG2 expansion pipe bolt, and the connection length is not less than 280mm.
  • the anti-skid parts are embedded in the inner wall of the purlin with diagonal braces to enhance the anti-sliding ability of the purlin.
  • the anti-skid parts are welded by steel plates and steel bars.
  • the thickness of the steel plates is not less than 20mm.
  • the steel bars are ribbed steel bars.
  • the diameter is not less than 20mm.
  • the length, diameter, and wall thickness of the steel support of the present invention should be determined according to the size and specific load of the foundation pit. According to the shape of the foundation pit, steel support angle brace, steel support pair bracing, and steel support diagonal brace are used.
  • the fastening members of the steel support are The first round steel hook and the second round steel hook with a diameter of 20mm are respectively welded to the steel support and YG2 expansion pipe bolts. The first round steel hook and the second round steel hook are both bent into U by smooth round steel bars. Type, length is not less than 50mm,
  • the YG2 expander bolts are buried 800mm above the purlin.
  • the round steel hook and YG2 expander bolts are connected by a round steel S-type connector with a diameter of 20mm and fastening screws.
  • the steel support is diagonal bracing, the steel support and The shear blocks are welded between the purlins. The size and material of the shear blocks meet the specific engineering requirements.
  • the joint supporting method of the occluding pile and the ground connecting wall of the present invention is realized by the joint supporting structure of the occluding pile and the ground connecting wall, and the specific process is:
  • Step 1 Carry out the construction of the occluding piles.
  • the occluding piles adjacent to the ground connecting wall are plain piles, so that the ground connecting wall and the adjacent occluding pile plain piles are occluded.
  • the drill is in place, and the soil is taken to form a hole Until the designed hole bottom elevation, the meat pile should be hoisted after the hole formation inspection is qualified, and the steel cage shall be hoisted, and then the concrete shall be poured into the pile.
  • Step 2 Carry out the construction of the ground connecting wall, the laying of the ground connecting wall and the positioning guide wall construction, prepare the slurry, and after the groove is formed, the steel cage is hoisted to pour the concrete to form the ground connecting wall;
  • Step 3 Carry out the construction of the joint between the ground connecting wall and the occluding piles.
  • a rotary drill to enlarge the width of the groove wall to at least 200mm when the concrete is poured.
  • Flow around the back of the channel steel use a rotary drilling drill to remove part of the joints of the occluding piles, so that the ground wall and the adjacent occluding piles are at least 300mm occluded.
  • the steel bars are hoisted Cage, pouring concrete;
  • Step 4 Carry out the crown beam construction on the top of the occluding pile and the top of the ground connecting wall, first locate the line, then tie the steel bar, then support the formwork, pour the concrete to form the reinforced concrete crown beam, and reserve the reinforced concrete support
  • the connecting steel bars and the crown beams at the connection between the ground wall and the occluding piles shall be poured into one body;
  • Step 5 During the crown beam construction, construct the first reinforced concrete support, apply the cushion, rebar welding, lashing, installation, formwork installation and reinforcement, pouring the concrete, and curing the concrete after removing the form, until the support strength reaches 75% , Continue to dig down;
  • Step 6 Carry out the construction of pile-wall combination.
  • the anchored steel bar and net sprayed concrete to form a net shotcrete layer with a thickness of not less than 100mm.
  • a mortar leveling layer on the net shotcrete layer with a thickness of not less than 20mm.
  • a waterproof layer on the leveling layer and finally spray the concrete layer to form the side wall;
  • Step 7 Install the purlin according to the design elevation, install the triangular support on the purlin, fasten the triangular support with two YG2 type expansion pipe bolts with a diameter of 20mm, and fill the gap between the purlin and the side wall with C30 fine stone concrete; Hoist the steel purlin close to the wall, and then install YG2 expander bolts.
  • the steel purlin at the diagonal brace should be embedded with anti-skid moving parts;
  • Step 8 The integral splicing and hoisting of the steel support is installed by a 10t gantry crane. After the steel support is installed, two 100t hydraulic jacks are used to pre-apply the axial force on the movable end of the steel pipe support for each support, and lock it, and add a wedge. After the block, remove the jack to complete the installation of the steel support;
  • Step 9 After continuing the excavation, you should support first and then dig, and erect the third steel support in time; measure and position, anchor the triangular support, install the purlin and steel support, apply prestress, add the wedge block, remove the jack to complete the steel Support installation.
  • the invention combines the occlusal pile with the ground connecting wall, makes full use of the advantages of both, and can overcome the shortcomings of both, has good waterproof effect, flexible construction, strong impermeability, and has a wide range of applications Prospects and good economic effects.
  • Figure 1 is a plan view of the connection between the occlusal pile and the underground continuous wall of the present invention.
  • Figure 2 is a plan view of the inner wall of the occlusal pile according to the present invention.
  • Figure 3 is an elevation view of the internal support of the combined supporting structure of the occlusal pile and the underground continuous wall of the present invention.
  • Figure 4 is a plan view of the first reinforced concrete support of the occlusal pile and the underground continuous wall of the present invention.
  • Fig. 5 is a plan view of the second and third double steel reinforcement supports of the occlusal pile and the underground continuous wall of the present invention.
  • Fig. 6 is an elevation view of the connection between the double-piece steel support, the purlin and the wall according to the present invention.
  • Fig. 7 is a plan view of the connection between the double-piece steel support, the purlin and the wall according to the present invention.
  • Figure 8 is an elevation view of the connection between the double-piece steel diagonal brace, the purlin and the wall according to the present invention.
  • Figure 9 is a plan view of the connection between the double-split steel diagonal brace, the purlin and the wall according to the present invention.
  • Figure 10 is a detailed view of the embedded anti-skid component of the present invention.
  • the main structure of the combined supporting structure of the occluding pile and the ground connecting wall in this embodiment includes the ground connecting wall 1, the occluding pile plain pile 2, the crown beam 3, the reinforced concrete support 4, the steel support 5, the external wall structure 6, and the purlin.
  • ground wall 1 or occluding pile as the main supporting structure, occluding pile element pile 2 and occluding pile tunnel pile 8 occluding to form an occluding pile body;
  • the occluding pile adjacent to the ground connecting wall 1 is the occluding pile element 2, and the two are occluded and connected;
  • the occluding pile is connected with the external wall structure 6 to form a flat wall;
  • Wall 1 and the upper part of the occluding pile are respectively poured with crown beam 3;
  • the first support is reinforced concrete support 4, which is connected with the reserved steel bars on crown beam 3.
  • reinforced concrete gussets and reinforced concrete are used.
  • the specific size of the underground continuous wall 1 in this embodiment is determined according to the specific project and the size of the occluding piles. Generally, the width of the underground continuous wall is not more than 6m, the buried depth is 10m to 50m, and the thickness is 0.5m to 1.2m, which is smaller than the adjacent
  • the occlusal pile 2 has a diameter of at least 200mm to facilitate the close occlusion of the two; the diameter and buried depth of the occluding pile 2 should be determined according to the specific project, and the diameter shall not be less than 1000mm. At least C25 super retarded concrete shall be used for pouring with adjacent piles.
  • the occlusion between the piles is not less than 300mm; the diameter and buried depth of the occluding pile 8 is determined according to the specific project, the diameter is not less than 1000mm, at least C45 underwater concrete is poured, and the occlusion between adjacent piles is not less than 300mm; crown beam 3
  • the size is 1200 ⁇ 1000mm, 1500 ⁇ 1000mm, and at least C45 concrete is used for pouring; the type, length, and cross-sectional area of the reinforced concrete support 4 is determined to be 800 ⁇ 1000mm according to the size of the foundation pit and the specific load, and at least C45 concrete is used for pouring.
  • the external wall structure 6 in this embodiment includes a shotcrete net layer 9, a mortar leveling layer 10, a construction waterproof layer 11, and a side wall 12.
  • the shotcrete net is hung on the anchor steel bar 13 inside the occluding pile to form a shotcrete net layer 9, thickness No less than 80mm
  • the outside of the net shotcrete layer 9 is a mortar leveling layer 10 with a thickness of not less than 20mm
  • a waterproof layer 11 is constructed outside the mortar leveling layer 10
  • side walls 12 are poured outside the waterproof layer 11 with a thickness of not less than 20mm.
  • the surrounding purlin 7 in this embodiment adopts combined double-joint I-beam steel, generally Q235B steel.
  • the surrounding purlin 7 is erected on a triangular bracket 23, and the triangular bracket 23 is connected to the ground connecting wall 1 by using a 20mm diameter YG2 type expansion bolt 19 ,
  • the connection length is not less than 280mm
  • the anti-skid member 24 is embedded in the inner wall of the purlin 7 with diagonal bracing to enhance the anti-slip ability of the purlin 7.
  • the anti-skid member 24 is welded by steel plate 29 and steel bar 30,
  • the thickness of the steel plate 29 is not less than 20mm
  • the steel bar 30 is a ribbed steel bar with a diameter of not less than 20mm.
  • the length, diameter, and wall thickness of the steel support 5 in this embodiment should be determined according to the size and specific load of the foundation pit. According to the shape of the foundation pit, steel support angle brace, steel support pair brace, steel support diagonal brace, and the tightness of steel support 5
  • the fixed component is the first round steel hook 21 and the second round steel hook 22 with a diameter of 20mm are welded to the steel support 5 and YG2 expander bolt 18 respectively, the first round steel hook 21 and the second round steel hook 22 are bent into a U-shape by smooth round steel bars, the length is not less than 50mm, the YG2 expander bolt 18 is buried 800mm above the purlin 7, and a circle with a diameter of 20mm is used between the round steel hooks 21, 22 and the YG2 expander bolt 18
  • the steel S-shaped connectors 26, 27 are connected with the fastening screws 28.
  • a shear block 25 is welded between the steel support 5 and the purlin 7.
  • the size and material of the steel support 5
  • the supporting structure described in Example 1 is used in the combined support of the occluding piles and the underground continuous wall of a subway station.
  • the main structure of the combined supporting of the occluding piles and the ground connecting wall includes the underground continuous wall 1, and the wall thickness is 800mm.
  • Step 1 Use ⁇ 1000 ⁇ 700mm casing occlusal piles.
  • the occluding piles adjacent to the ground connecting wall 1 are plain piles. After the line is set and positioned, the drill is in place, and the soil is taken to form a hole until the design hole Bottom elevation, such as occluding piles, hoisting steel cages after passing the hole inspection, and then pouring concrete to pull out the piles;
  • Step 2 Determine the location of connecting wall 1 according to the design requirements and the guide wall, and the slotting machine performs excavation.
  • the XCMG 480 hydraulic grab slotting machine is used to form the slot.
  • mud is used to protect the wall until the depth is equal to The adjacent occluding piles are buried at the same depth, and then the slot hole is accepted;
  • Step 3 Carry out the construction of the joint between the ground connecting wall 1 and the occluding pile plain pile 2.
  • the side close to the occluding pile plain pile 2 shall be expanded to a groove wall width of 200mm with a rotary drill to ensure pouring
  • the concrete can flow around the back of the channel steel; use a rotary drill to remove part of the joints of the occluding piles 2 so that the ground connecting wall 1 and the adjacent occluding piles 2 occlude 300mm, and the occluding piles 2 After painting the wall, hoist the steel cage and pour the concrete;
  • Step 4 Perform crown beam 3 construction on the top of the occluding pile 2 pile top and the ground connecting wall 1 wall. First locate the line and tie the steel bars, then support the template, pour the concrete to form the reinforced concrete crown beam 3, and reserve it with the steel The steel bars connected by the concrete brace 4, the crown beam 3 where the ground connecting wall 1 and the occluding pile 2 are connected should be poured into one body;
  • Step 5 During the construction of the crown beam 3, construct the first reinforced concrete support 4, apply the cushion, rebar welding, lashing, installation, formwork installation and reinforcement, pouring the concrete, and curing the concrete after removing the form, until the support strength reaches When 75%, continue to dig the soil downwards, use 2000mm ⁇ 2000mm ⁇ 300mm concrete slab braces at the corners of the foundation pit, and use reinforced concrete counter braces and reinforced concrete diagonal braces for the rest;
  • Step 6 At the construction site of the occlusal pile, use anchoring steel bars 13 to hang shotcrete to form a shotcrete layer 9, with a thickness of 100mm, and then make a mortar leveling layer 10 on the shotcrete layer 9 with a thickness of 20mm, and then on the leveling layer 10. Make waterproof layer 11, and finally spray concrete layer 12 with a thickness of 100mm to form side wall 6;
  • Step 7 Install the purlin 7 according to the design elevation, install the triangular bracket 23 on the purlin 7, and fasten the triangular bracket 23 with two YG2 type expansion bolts 19 with a diameter of 20mm, and the gap between the purlin 7 and the side wall 12 Fill with C30 fine stone concrete; hoist the steel purlin 7 close to the wall, and then install the YG2 expansion bolt 18, the steel purlin 7 at the diagonal brace should be embedded with anti-skid moving parts 24;
  • Step 8 The overall splicing and hoisting of the steel support 5 is installed by a 10t gantry crane. After the steel support 5 is installed in place, two 100t hydraulic jacks are used to pre-apply the axial force on the movable end of the steel pipe support for each support, and lock it. After the wedge block 25 is set, the jack is removed to complete the installation of the steel support 5; the double-piece I56c type steel angle brace is used at the corner of the foundation pit, and the remaining double-piece steel support and double-piece steel support diagonal brace.
  • Step 9 After continuing the excavation, support first and then dig, erect the third steel support 5 in time, measure and position, anchor the triangular support 23, install the purlin 7, steel support 5, apply prestress, add the wedge block, and remove it. Lower the jack to complete the installation of the steel support.

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Abstract

本发明属于基坑支护技术领域，涉及一种咬合桩与地连墙联合基坑支护结构及方法，咬合桩素桩与咬合桩硂桩咬合形成咬合桩体；咬合桩与外墙结构相连形成平整墙面；在地连墙与咬合桩上部分别浇筑冠梁；第一道支撑为钢筋混凝土支撑，与冠梁上的预留钢筋相连；在地连墙和外墙结构上按设计标高安装围檩；第二、三道支撑为双拼结构的钢支撑，钢支撑与围檩相连，将咬合桩与地连墙相结合，充分利用两者的优点，又能克服两者的缺点，防水效果好，施工灵活，抗渗能力强，具有广泛的应用前景和良好的经济效应。

Description

一种咬合桩与地连墙联合基坑支护结构及方法 技术领域：
本发明属于基坑支护技术领域，具体涉及一种咬合桩与地连墙联合基坑支护结构及方法。
背景技术：
随着我国经济水平的提高，交通压力越来越大，深基坑工程随之兴起。由于地铁基坑深度大且周围建筑物多，水文地质条件复杂，对基坑支护的安全要求也越来越高。
目前常用的深基坑支护形式有地下连续墙、咬合桩，不仅支护形式存在差异，其优点缺点也各不相同。地下连续墙是基础工程在地面上采用一种挖槽机械，沿着深开挖工程的周边轴线，在泥浆护壁条件下开槽，在槽内吊放钢筋笼，然后灌筑水下混凝土筑成一个单元槽段，逐段进行施工，在地下筑成一道连续的钢筋混凝土墙壁，作为截水、防渗、承重、挡水结构，地下连续墙施工时速度快、振动小，噪音低，较适合在城市施工。地连墙墙体刚度大，基坑开挖后可承载能力强，稳定性高。墙体本身防渗性能好，适用于地下水位高，水头压力大的基坑工程；咬合桩是相邻混凝土排桩间部分圆周咬合，并于咬合桩硂桩内吊入钢筋笼，形成具有良好防渗作用的整体连续防水、挡土围护结构，咬合桩配筋率较低，降低支护结构的配筋率。咬合桩柱间不存在施工冷缝夹杂泥土，整体性强，抗渗能力强。咬合桩施工时灵活，可以依需要转折，更适合施工一些平面多变的基坑支护。
在基坑支护工程中，咬合桩与地连墙联合基坑支护结构可以充分利用两者的优点，又能克服两者的缺点，具有广泛的应用前景和良好的经济效应。因此，设计一种合理、可靠的咬合桩与地连墙联合基坑支护结构及方法迫在眉睫。
发明内容：
本发明的目的在于克服现有技术存在的缺点，设计提供一种咬合桩与地连墙联合基坑支护结构及方法，增强支护结构的稳定性与安全性。
为了实现上述目的，本发明所述咬合桩与地连墙联合支护结构的主体结构包括地连墙、咬合桩素桩、冠梁、钢筋混凝土支撑、钢支撑、外墙结构、围檩和咬合桩硂桩；根据不同的工程地质条件、技术要求，选择地连墙或咬合桩作为主体支护结构，咬合桩素桩与咬合桩硂桩咬合形成咬合桩体；在地连墙与咬合桩接缝 处，与地连墙相邻的咬合桩为咬合桩素桩，两者咬合相连；咬合桩与外墙结构相连，形成平整墙面；在地连墙与咬合桩上部分别浇筑冠梁；第一道支撑为钢筋混凝土支撑，与冠梁上的预留钢筋相连，根据基坑形状及受力特点使用钢筋混凝土角撑、钢筋混凝土对撑、钢筋混凝土斜撑；在地连墙和外墙结构上按设计标高安装围檩；第二、三道支撑为双拼结构的钢支撑，钢支撑与围檩相连，根据基坑形状及受力特点使用钢支撑角撑、钢支撑对撑、钢支撑斜撑并采取加固措施。
本发明所述地下连续墙的具体尺寸根据具体工程与咬合桩的尺寸确定，一般地下连续墙幅宽不大于6m，埋深为10m至50m，厚度为0.5m至1.2m，小于相邻咬合桩素桩直径至少200mm，便于两者咬合紧密；咬合桩素桩的直径和埋深应根据具体工程确定，直径不小于1000mm，至少用C25超缓凝混凝土浇筑，与相邻桩桩间咬合不小于300mm；咬合桩硂桩的直径和埋深根据具体工程确定，直径不小于1000mm，至少用C45水下混凝混凝土浇筑，与相邻桩桩间咬合不小于300mm；冠梁的尺寸为1200×1000mm、1500×1000mm，至少用C45混凝土浇筑；钢筋混凝土支撑的类型、长度、横截面积根据基坑尺寸及具体荷载确定为800×1000mm，至少用C45混凝土浇筑。
本发明所述外墙结构包括网喷混凝土层、砂浆找平层、施工防水层、侧墙，在咬合桩内侧锚固钢筋上挂网喷射混凝土形成网喷混凝土层，厚度不小于80mm，网喷混凝土层的外侧为厚度不小于20mm的砂浆找平层，砂浆找平层外侧施工防水层，在防水层外侧浇筑侧墙，厚度不小于20mm。
本发明所述围檩采用组合双拼工字钢，一般采用Q235B钢，围檩架设在三角形支架上，三角形支架采用直径20mm的YG2型胀管螺栓与地连墙相连，连接长度不小于280mm，在设置斜撑的围檩内侧墙体内预埋防滑件，用于增强围檩的抗滑移能力，防滑件由钢板和钢筋焊接而成，钢板的厚度不小于20mm，钢筋为带肋钢筋，直径不小于20mm。
本发明所述钢支撑的长度、直径、壁厚应根据基坑尺寸及具体荷载确定，根据基坑形状采用钢支撑角撑、钢支撑对撑、钢支撑斜撑，钢支撑的紧固构件为将直径20mm的第一圆钢吊钩、第二圆钢吊钩分别与钢支撑、YG2胀管螺栓间焊接，第一圆钢吊钩、第二圆钢吊钩均由光圆钢筋弯曲成U型，长度不小于50mm，
YG2胀管螺栓埋设在围檩上方800mm处，圆钢吊钩与YG2胀管螺栓之间用直径20mm的圆钢S型连接件和紧固螺丝连接，钢支撑为斜撑时，在钢支撑与围 檩之间焊接剪力块，剪力块的尺寸与材料符合具体工程要求。
本发明咬合桩与地连墙联合支护方法，通过咬合桩与地连墙联合支护结构实现，具体过程为：
步骤1：进行咬合桩的施工，注意与地连墙相邻的咬合桩为素桩，以便于地连墙与相邻咬合桩素桩咬合，放线定位后，钻机就位，取土成孔直至设计孔底标高，荤桩应在成孔检查合格后吊放钢筋笼，后浇筑混凝土拔管成桩。
步骤2：进行地连墙的施工，地连墙的放线定位导墙施工，制备泥浆，成槽后，吊放钢筋笼浇筑混凝土，形成地连墙；
步骤3：进行地连墙与咬合桩接缝处的施工，地连墙成槽时，靠近咬合桩素桩一侧采用旋挖钻扩大成槽墙体宽度至少200mm，确保浇筑混凝土时，混凝土能绕流过槽钢背面；采用旋挖钻钻除部分接缝处咬合桩素桩，使地连墙与相邻咬合桩素桩至少有300mm咬合，对咬合桩素桩刷壁后，吊放钢筋笼，浇筑混凝土；
步骤4：在咬合桩素桩桩顶与地连墙墙顶进行冠梁施工，先定位放线，再绑扎钢筋，然后支护模板，浇筑混凝土形成钢筋混凝土冠梁，并预留与钢筋混凝土撑连接的钢筋，地连墙与咬合桩素桩相连处的冠梁应浇筑成一体；
步骤5：在冠梁施工时，施工第一道钢筋混凝土支撑，施作垫层，钢筋焊接、绑扎、安装，模板安装及加固，浇筑混凝土，拆模后养护混凝土，待支撑强度达到75％时，继续向下挖土；
步骤6：进行桩墙结合施工，在咬合桩已施工部位采用锚固钢筋挂网喷射混凝土形成网喷混凝土层，厚度不小于100mm，再在网喷混凝土层上做砂浆找平层，厚度不小于20mm，然后在找平层上做防水层，最后喷射混凝土层形成侧墙；
步骤7：按设计标高安装围檩，在围檩上安装三角形支架、用两根直径20mm的YG2型胀管螺栓紧固三角形支架，围檩与侧墙之间的空隙用C30细石混凝土充填；吊装钢围檩紧贴墙身，再安装YG2胀管螺栓，斜撑处的钢围檩应预埋防滑移件；
步骤8：钢支撑整体拼接吊装采用10t龙门吊安装，钢支撑安装就位后，每榀支撑用两台100t台液压千斤顶在钢管支撑活动端预加分级施加轴力，并进行锁定，加设楔形块后，拆下千斤顶完成钢支撑的安装；
步骤9：继续开挖后应先撑后挖，及时架设第三道钢支撑；测量定位，锚固三角形支架，安装围檩、钢支撑，施加预应力，加设楔形块后，拆下千斤顶完成钢支撑的安装。
本发明与现有技术相比，将咬合桩与地连墙相结合，充分利用两者的优点，又能克服两者的缺点，防水效果好，施工灵活，抗渗能力强，具有广泛的应用前景和良好的经济效应。
附图说明:
图1为本发明所述咬合桩与地下连续墙连接平面图。
图2为本发明所述咬合桩内侧成墙平面图。
图3为本发明所述咬合桩与地下连续墙联合支护结构的内支撑立面图。
图4为本发明所述咬合桩与地下连续墙第一道钢筋混凝土支撑平面图。
图5为本发明所述咬合桩与地下连续墙第二、三道双拼钢筋支撑平面图。
图6为本发明所述双拼钢支撑、围檩和墙体连接立面图。
图7为本发明所述双拼钢支撑、围檩和墙体连接平面图。
图8为本发明所述双拼钢斜撑、围檩和墙体连接立面图。
图9为本发明所述双拼钢斜撑、围檩和墙体连接平面图。
图10为本发明所述预埋防滑件详图。
具体实施方式：
下面通过具体实例并结合附图对本发明做进一步详细说明。但不应将此理解为本发明上述主题的范围仅限于以下的实例，凡基于本发明内容所实现的技术均属于本发明的范围。
实施例1：
本实施例所述咬合桩与地连墙联合支护结构的主体结构包括地连墙1、咬合桩素桩2、冠梁3、钢筋混凝土支撑4、钢支撑5、外墙结构6、围檩7和咬合桩硂桩8；根据不同的工程地质条件、技术要求，选择地连墙1或咬合桩作为主体支护结构，咬合桩素桩2与咬合桩硂桩8咬合形成咬合桩体；在地连墙1与咬合桩接缝处，与地连墙1相邻的咬合桩为咬合桩素桩2，两者咬合相连；咬合桩与外墙结构6相 连，形成平整墙面；在地连墙1与咬合桩上部分别浇筑冠梁3；第一道支撑为钢筋混凝土支撑4，与冠梁3上的预留钢筋相连，根据基坑形状及受力特点使用钢筋混凝土角撑、钢筋混凝土对撑、钢筋混凝土斜撑；在地连墙1和外墙结构6上按设计标高安装围檩7；第二、三道支撑为双拼结构的钢支撑5，钢支撑5与围檩7相连，根据基坑形状及受力特点使用钢支撑角撑、钢支撑对撑、钢支撑斜撑并采取加固措施。
本实施例所述地下连续墙1的具体尺寸根据具体工程与咬合桩的尺寸确定，一般地下连续墙幅宽不大于6m，埋深为10m至50m，厚度为0.5m至1.2m，小于相邻咬合桩素桩2直径至少200mm，便于两者咬合紧密；咬合桩素桩2的直径和埋深应根据具体工程确定，直径不小于1000mm，至少用C25超缓凝混凝土浇筑，与相邻桩桩间咬合不小于300mm；咬合桩硂桩8的直径和埋深根据具体工程确定，直径不小于1000mm，至少用C45水下混凝混凝土浇筑，与相邻桩桩间咬合不小于300mm；冠梁3的尺寸为1200×1000mm、1500×1000mm，至少用C45混凝土浇筑；钢筋混凝土支撑4的类型、长度、横截面积根据基坑尺寸及具体荷载确定为800×1000mm，至少用C45混凝土浇筑。
本实施例所述外墙结构6包括网喷混凝土层9、砂浆找平层10、施工防水层11、侧墙12，在咬合桩内侧锚固钢筋13上挂网喷射混凝土形成网喷混凝土层9，厚度不小于80mm，网喷混凝土层9的外侧为厚度不小于20mm的砂浆找平层10，砂浆找平层10外侧施工防水层11，在防水层11外侧浇筑侧墙12，厚度不小于20mm。
本实施例所述围檩7采用组合双拼工字钢，一般采用Q235B钢，围檩7架设在三角形支架23上，三角形支架23采用直径20mm的YG2型胀管螺栓19与地连墙1相连，连接长度不小于280mm，在设置斜撑的围檩7内侧墙体内预埋防滑件24，用于增强围檩7的抗滑移能力，防滑件24由钢板29和钢筋30焊接而成，钢板29的厚度不小于20mm，钢筋30为带肋钢筋，直径不小于20mm。
本实施例所述钢支撑5的长度、直径、壁厚应根据基坑尺寸及具体荷载确定，根据基坑形状采用钢支撑角撑、钢支撑对撑、钢支撑斜撑，钢支撑5的紧固构件为将直径20mm的第一圆钢吊钩21、第二圆钢吊钩22分别与钢支撑5、YG2胀管螺栓18间焊接，第一圆钢吊钩21、第二圆钢吊钩22均由光圆钢筋弯曲成U型，长度不小于50mm，YG2胀管螺栓18埋设在围檩7上方800mm处，圆钢吊钩21、 22与YG2胀管螺栓18之间用直径20mm的圆钢S型连接件26、27和紧固螺丝28连接，钢支撑5为斜撑时，在钢支撑5与围檩7之间焊接剪力块25，剪力块25的尺寸与材料符合具体工程要求。
实施例2：
本实施例将实施例1所述支护结构用于某地铁站咬合桩与地下连续墙联合支护中，所述咬合桩与地连墙联合支护主体结构包括地下连续墙1，墙厚800mm，幅宽6.0m，埋深26m，用C45水下混凝土浇筑，地连墙1之间采用H型钢连接；咬合桩素桩2，直径1000mm，与邻桩咬合300mm，埋深26m，用C25超缓凝混凝土浇筑；咬合桩混凝土桩8，直径1000mm，与邻桩咬合300mm，埋深26m，采用C45水下混凝土浇筑；冠梁3，地连墙1的冠梁3尺寸为1200×1000mm，咬合桩的冠梁3尺寸为1500×1000mm；混凝土支撑4，混凝土支撑作为第一道支撑，尺寸为800×1000mm，采用C45混凝土浇筑而成；钢支撑5采用双拼钢支撑，双拼钢支撑采用Φ609mm、壁厚t＝16mm钢管；围檩7采用双拼I56c组合工字钢，钢材材料均采用Q235B钢。
本实施例的具体实施方法为：
步骤1：采用Φ1000×700mm套管咬合桩，进行咬合桩的施工时，与地连墙1相邻的咬合桩为素桩2，放线定位后，钻机就位，取土成孔直至设计孔底标高，如为咬合桩硂桩在成孔检查合格后吊放钢筋笼，后浇筑混凝土拔管成桩；
步骤2：根据设计要求及导墙确定地连墙1位置，成槽机进行开挖作业，本实施例采用徐工480型液压抓斗成槽机成槽，成槽时采用泥浆护壁，直至深度与相邻咬合桩埋深相同，再进行槽孔验收；
步骤3：进行地连墙1与咬合桩素桩2接缝处的施工，地连墙1成槽时，靠近咬合桩素桩2一侧采用旋挖钻扩大成槽墙体宽度200mm，确保浇筑混凝土时，混凝土能绕流过槽钢背面；采用旋挖钻钻除部分接缝处咬合桩素桩2，使地连墙1与相邻咬合桩素桩2咬合300mm，对咬合桩素桩2刷壁后，吊放钢筋笼，浇筑混凝土；
步骤4：在咬合桩2桩顶与地连墙1墙顶进行冠梁3施工，先定位放线，再绑扎钢筋，然后支护模板，浇筑混凝土形成钢筋混凝土冠梁3，并预留与钢筋混凝土撑4连接的钢筋，地连墙1与咬合桩素桩2相连处的冠梁3应浇筑成一体；
步骤5：在冠梁3施工的时候，施工第一道钢筋混凝土支撑4，施作垫层，钢筋焊接、绑扎、安装，模板安装及加固，浇筑混凝土，拆模后养护混凝土，待支撑强度达到75％时，继续向下挖土，基坑转角处采用2000mm×2000mm×300mm的混凝土板撑，其余使用钢筋混凝土对撑和钢筋混凝土斜撑；
步骤6：在咬合桩已施工部位采用锚固钢筋13挂网喷射混凝土形成网喷混凝土层9，厚度100mm，后在网喷混凝土层9上做砂浆找平层10，厚度20mm，再在找平层10上做防水层11，最后喷射混凝土层12，厚度100mm形成侧墙6；
步骤7：按设计标高安装围檩7，在围檩7上安装三角形支架23、用两根直径20mm的YG2型胀管螺栓19紧固三角形支架23，围檩7与侧墙12之间的空隙用C30细石混凝土充填；吊装钢围檩7紧贴墙身，再安装YG2胀管螺栓18，斜撑处的钢围檩7应预埋防滑移件24；
步骤8：钢支撑5整体拼接吊装采用10t龙门吊安装，钢支撑5安装就位后，每榀支撑用2台100t台液压千斤顶在钢管支撑活动端预加分级施加轴力，并进行锁定，加设楔形块25后，拆下千斤顶完成钢支撑5的安装；在基坑转角处采用双拼I56c型钢角撑，其余采用双拼钢支撑对撑和双拼钢支撑斜撑。
步骤9：继续开挖后应先撑后挖，及时架设第三道钢支撑5，测量定位，锚固三角形支架23，安装围檩7、钢支撑5，施加预应力，加设楔形块后，拆下千斤顶完成钢支撑的安装。

Claims (6)

  1. 一种咬合桩与地连墙联合基坑支护结构，其特征在于，主体结构包括地连墙、咬合桩素桩、冠梁、钢筋混凝土支撑、钢支撑、外墙结构、围檩和咬合桩硂桩；选择地连墙或咬合桩作为主体支护结构，咬合桩素桩与咬合桩硂桩咬合形成咬合桩体；在地连墙与咬合桩接缝处，与地连墙相邻的咬合桩为咬合桩素桩，两者咬合相连；咬合桩与外墙结构相连，形成平整墙面；在地连墙与咬合桩上部分别浇筑冠梁；第一道支撑为钢筋混凝土支撑，与冠梁上的预留钢筋相连；在地连墙和外墙结构上按设计标高安装围檩；第二、三道支撑为双拼结构的钢支撑，钢支撑与围檩相连。
  2. 根据权利要求1所述咬合桩与地连墙联合基坑支护结构，其特征在于，所述地连墙幅宽不大于6m，埋深为10m至50m，厚度为0.5m至1.2m，小于相邻咬合桩素桩直径至少200mm；咬合桩素桩直径不小于1000mm，与相邻桩桩间咬合不小于300mm；咬合桩硂桩直径不小于1000mm，与相邻桩桩间咬合不小于300mm；冠梁的尺寸为1200×1000mm、1500×1000mm；钢筋混凝土支撑的横截面积确定为800×1000mm。
  3. 根据权利要求1所述咬合桩与地连墙联合基坑支护结构，其特征在于，所述外墙结构包括网喷混凝土层、砂浆找平层、施工防水层、侧墙，在咬合桩内侧锚固钢筋上挂网喷射混凝土形成网喷混凝土层，厚度不小于80mm，网喷混凝土层的外侧为厚度不小于20mm的砂浆找平层，砂浆找平层外侧为施工防水层，在施工防水层外侧浇筑侧墙，厚度不小于20mm。
  4. 根据权利要求1所述咬合桩与地连墙联合基坑支护结构，其特征在于，所述围檩采用组合双拼工字钢，围檩架设在三角形支架上，三角形支架采用胀管螺栓与地连墙相连，连接长度不小于280mm，在设置斜撑的围檩内侧墙体内预埋防滑件，防滑件由钢板和钢筋焊接而成，钢板的厚度不小于20mm，钢筋为带肋钢筋，直径不小于20mm。
  5. 根据权利要求1所述咬合桩与地连墙联合基坑支护结构，其特征在于，所述钢支撑的紧固构件为将第一圆钢吊钩、第二圆钢吊钩分别与钢支撑、胀管螺栓间焊接，第一圆钢吊钩、第二圆钢吊钩均由光圆钢筋弯曲成U型，长度不小于50mm，胀管螺栓埋设在围檩上方，圆钢吊钩与胀管螺栓之间用圆钢S型连接件和紧固螺丝连接，钢支撑为斜撑时，在钢支撑与围檩之间焊接剪力块。
  6. 一种咬合桩与地连墙联合基坑支护方法，其特征在于，采用如权利要求 1-5任一项所述的咬合桩与地连墙联合基坑支护结构实现咬合桩与地连墙联合支护，具体过程为：
    步骤1：进行咬合桩的施工，与地连墙相邻的咬合桩为素桩，以便于地连墙与相邻咬合桩素桩咬合，放线定位后，钻机就位，取土成孔直至设计孔底标高，荤桩应在成孔检查合格后吊放钢筋笼，后浇筑混凝土拔管成桩。
    步骤2：进行地连墙的施工，地连墙的放线定位导墙施工，制备泥浆，成槽后，吊放钢筋笼浇筑混凝土，形成地连墙；
    步骤3：进行地连墙与咬合桩接缝处的施工，地连墙成槽时，靠近咬合桩素桩一侧采用旋挖钻扩大成槽墙体宽度至少200mm，确保浇筑混凝土时，混凝土能绕流过槽钢背面；采用旋挖钻钻除部分接缝处咬合桩素桩，使地连墙与相邻咬合桩素桩至少有300mm咬合，对咬合桩素桩刷壁后，吊放钢筋笼，浇筑混凝土；
    步骤4：在咬合桩素桩桩顶与地连墙墙顶进行冠梁施工，先定位放线，再绑扎钢筋，然后支护模板，浇筑混凝土形成钢筋混凝土冠梁，并预留与钢筋混凝土支撑连接的钢筋，地连墙与咬合桩素桩相连处的冠梁应浇筑成一体；
    步骤5：在冠梁施工时，施工第一道钢筋混凝土支撑，施作垫层，钢筋焊接、绑扎、安装，模板安装及加固，浇筑混凝土，拆模后养护混凝土，待支撑强度达到75％时，继续向下挖土；
    步骤6：进行桩墙结合施工，在咬合桩已施工部位采用锚固钢筋挂网喷射混凝土形成网喷混凝土层，厚度不小于100mm，再在网喷混凝土层上做砂浆找平层，厚度不小于20mm，然后在找平层上做防水层，最后喷射混凝土层形成侧墙；
    步骤7：按设计标高安装围檩，在围檩上安装三角形支架、用两根胀管螺栓紧固三角形支架，围檩与侧墙之间的空隙用细石混凝土充填；吊装钢围檩紧贴墙身，再安装胀管螺栓，斜撑处的钢围檩应预埋防滑移件；
    步骤8：钢支撑整体拼接吊装采用龙门吊安装，钢支撑安装就位后，每榀支撑用两台液压千斤顶在钢管支撑活动端预加分级施加轴力，并进行锁定，加设楔形块后，拆下千斤顶完成钢支撑的安装；
    步骤9：继续开挖后应先撑后挖，及时架设第三道钢支撑；测量定位，锚固三角形支架，安装围檩、钢支撑，施加预应力，加设楔形块后，拆下千斤顶完成钢支撑的安装。
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