WO2023077552A1 - 一种基坑围护及土方开挖的施工方法 - Google Patents

一种基坑围护及土方开挖的施工方法 Download PDF

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Publication number
WO2023077552A1
WO2023077552A1 PCT/CN2021/130514 CN2021130514W WO2023077552A1 WO 2023077552 A1 WO2023077552 A1 WO 2023077552A1 CN 2021130514 W CN2021130514 W CN 2021130514W WO 2023077552 A1 WO2023077552 A1 WO 2023077552A1
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WIPO (PCT)
Prior art keywords
excavation
construction
foundation pit
earthwork
road
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PCT/CN2021/130514
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English (en)
French (fr)
Inventor
鲍佳佳
段海涛
莫国军
刘启龙
马根宝
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浙江乔兴建设集团有限公司
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Publication of WO2023077552A1 publication Critical patent/WO2023077552A1/zh

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Classifications

    • 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
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/18—Making embankments, e.g. dikes, dams
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00—Keeping dry foundation sites or other areas in the ground
    • E02D19/06—Restraining of underground water
    • E02D19/10—Restraining of underground water by lowering level of ground water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
    • 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
    • E02D5/02—Sheet piles or sheet pile bulkheads
    • E02D5/03—Prefabricated parts, e.g. composite sheet piles
    • E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
    • 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
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F5/00—Sewerage structures
    • E03F5/04—Gullies inlets, road sinks, floor drains with or without odour seals or sediment traps
    • E—FIXED CONSTRUCTIONS
    • E03—WATER SUPPLY; SEWERAGE
    • E03F—SEWERS; CESSPOOLS
    • E03F5/00—Sewerage structures
    • E03F5/10—Collecting-tanks; Equalising-tanks for regulating the run-off; Laying-up basins
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/60—Planning or developing urban green infrastructure

Definitions

  • the invention relates to the technical field of foundation pit construction, in particular to a construction method for foundation pit enclosure and earthwork excavation.
  • the PC construction method is a combination of steel pipe piles and Larsen steel sheet piles, which has stronger support strength and stability. Cut off the connecting parts on both sides of the Larsen steel sheet pile, and weld the connecting parts to both sides of the steel pipe pile to form a lock. Drive the steel pipe pile and the Larsen steel sheet pile into the soil layer in turn, The locks of the Larsen sheet piles are mated with the connectors on the Larsen sheet piles.
  • Chinese Patent No. CN108612111A discloses a construction method of steel pipe piles, foundation pit enclosure structures and foundation pit enclosure structures.
  • the method includes the following steps: S1, steel pipe piles are driven into the soil layer; and the lock, the two locks are located on the same diameter of the steel pipe pile cross-section; a flushing pipe is added to the lock; during the process of driving the steel pipe pile into the soil layer, high-pressure water is flushed into the soil layer through the flushing pipe; S2 , align the connectors of the Larsen steel sheet pile with the lock in a plug-in manner, and drive the Larsen steel sheet pile into the soil layer; the depth of the Larsen steel sheet pile entering the soil layer is smaller than the depth of the steel pipe pile entering the soil layer; S3, drive in a steel pipe pile and 1-2 Larsen steel sheet piles in sequence according to the above method to form a closed enclosure unit, and each enclosure unit is connected to each other at the end to form a foundation pit enclosure structure.
  • the foundation pit enclosure structure disclosed above is simply constructed using the PC construction method, but in the construction process of the PC construction method, problems such as verticality deviation, pile top elevation deviation, and water leakage are prone to occur, and there is a certain degree of safety. Hidden danger.
  • the purpose of the present invention is to overcome the defects in the above-mentioned prior art and provide a construction method for foundation pit enclosure and earthwork excavation that is safe, reliable, efficient, and structurally stable.
  • a construction method for foundation pit enclosure and earthwork excavation comprising the following steps:
  • Step A Construction drawing design and joint review of drawings, drawing design for the required excavation area on site, and reviewing the designed drawings.
  • Step B Prepare the construction site, level the site and design elevation, arrange the construction site and site roads, set site entrances and exits, vehicle cleaning points, site hardening, site drainage points, steel cage processing platforms and steel bar yards.
  • Step C Set up the support enclosure, using the PC method to combine piles and concrete steel sections, including the surrounding support system, reinforcement in the pit, angle brace structure, symmetrical structure and column structure.
  • Step D Set drainage measures, set drainage ditches and water collection wells, and set tube well artesian dewatering wells in the foundation pit.
  • Step E Carry out earthwork excavation.
  • the earthwork excavation construction process sequentially includes side slope excavation, slope protection and dialing treatment, roof beam and internal support construction, construction of transportation channels, and earthwork excavation segmented to the bottom of the cushion , Remaining slope protection treatment, artificial repair of foundation pits and trenches, and sporadic slope treatment.
  • Step F pour the cushion, base plate and force transmission belt, pour the cushion at the bottom of the pit to the slope foot of the foundation pit, and construct the force transmission belt at the same time when pouring and tamping the foundation base plate concrete.
  • Step G Remove the support, remove the angle brace structure, symmetrical structure and reinforcement in the pit in sequence.
  • Step H Complete the construction of the basement structure, use the bottom slab in step F as the basement bottom slab, and set the basement exterior wall and basement roof according to the drawings.
  • Step I Earthwork backfilling. After the construction of the basement roof, the outer wall and the surrounding support system should be backfilled with plain soil in time; backfill the earthwork or pile up sand bags at the bottom of the foundation pit, and perform grouting operations at the bottom of the pit. Plus insert the wrong pipe and reinforce it with grouting;
  • Step J Combining piles with the PC construction method, the piles are pulled out by means of a vibratory hammer.
  • Step K Grouting after pulling out the piles, backfilling the pores existing after pulling out the piles, using clay or sand and grouting at the same time.
  • a plank road is provided at the entrance and exit in the step B, and the plank road adopts prestressed concrete pipe piles to reinforce the foundation soil.
  • the step B includes setting a slope surface in the process of leveling the site, and the construction of the slope surface sequentially includes positioning and setting out, excavating the slope, trimming the slope, anchoring steel bars, and hanging steel wires. Netting, spraying the first layer of concrete covering, laying steel mesh sheets, spraying the second layer of concrete covering and curing.
  • the PC construction method combined pile in the step C includes steel pipe piles and Larsen steel plates connected between adjacent steel pipe piles, and the top of the steel pipe piles is provided with a crown beam, and the crown beam A bottom form is provided between the steel pipe pile and the steel pipe pile.
  • the earthwork excavation in the step E is excavated to the bottom of the cushion layer by sections, including the first earthwork excavation and the second earthwork excavation, and before the first earthwork excavation, it is necessary to The structural strength of the surrounding support system can reach 80%.
  • the foundation pit is divided into corresponding areas A and B, and the excavation construction is carried out on the areas A and B at the same time.
  • a district and B district according to excavation direction and excavation road setting, set respectively main excavation road and secondary excavation road, secondary excavation road is to be connected with main excavation road.
  • the secondary excavation road is transported to the main excavation road, and the secondary excavation road is excavated back to the central main excavation road, and finally the main excavation road is excavated while retreating, and the road is excavated by oblique layering
  • the excavation is carried out in the form of steps from low to high.
  • spraying concrete is used for slope protection in the slope protection treatment in the step E.
  • the cushion in the step F is a concrete cushion or a wooden formwork.
  • the enclosure structure and the surrounding environment are comprehensively monitored, and the information construction is carried out.
  • the monitoring content includes: horizontal displacement of the top of the enclosure wall, settlement observation; Observation of deep lateral deformation and lateral displacement of deep soil; observation of supporting axial force; observation of horizontal displacement and settlement of underground pipelines; observation of horizontal level, settlement and cracks of adjacent buildings (structures); surface settlement outside pits, road cracks observe.
  • the beneficial effect of the present invention is: while paying attention to the construction quality of the enclosure, adopting reasonable and reliable foundation reinforcement measures in the pit, and pumping out the accumulated water in the pit in time, so that during the overall excavation process, the pit has Better stability. At the same time, excavation is carried out in sections and layers from top to bottom, and the slope is reasonably controlled to avoid cutting the slope toe to prevent slope instability, which has better safety.
  • Fig. 1 is a schematic flow sheet of the present invention
  • Figure 2 is a schematic diagram of the installation of PC construction method combined pile and concrete section steel combination
  • Fig. 3 is the earthwork excavation road map of foundation pit
  • Figure 4 is a schematic diagram of the division of the foundation pit
  • Fig. 5 is a schematic diagram of earthwork excavation
  • Fig. 6 is the front view of the PC construction method combined pile
  • Fig. 7 is the sectional view of a-a plane in Fig. 6;
  • a construction method for foundation pit enclosure and earthwork excavation includes the following steps:
  • Step A Construction drawing design and joint review of drawings, drawing design for the required excavation area on site, and reviewing the designed drawings.
  • Step B Prepare the construction site, level the site and design elevation, arrange the construction site and site roads, set site entrances and exits, vehicle cleaning points, site hardening, site drainage points, steel cage processing platforms and steel bar yards.
  • the prestressed concrete pipe piles are used to reinforce the foundation soil on the plank road.
  • a ring road is set up beside the foundation pit.
  • the construction road in the site passes through the concrete-poured heavy driveway. Drainage ditches are set up on the side of the road to ensure smooth drainage in the site area.
  • the steel cage processing platform and the steel bar yard are poured with 200 thick C20 concrete to harden.
  • the process of leveling the site includes setting the slope surface, and the construction of the slope surface includes positioning and setting out, slope excavation, slope trimming, reinforcement anchoring, steel wire hanging net, spraying the first layer of concrete protection, and laying reinforcement mesh. Sheet, shotcrete second coat and curing.
  • the slope part When excavating the foundation pit, the slope part is mechanically trimmed. After the soil is excavated, the surface soil is manually leveled with a shovel. Smooth, flat slope, flatness allowable deviation ⁇ 20mm.
  • the connections of the mesh pieces are all welded.
  • the steel bars should be laid along the slope.
  • the steel bars are pressed under the locking device and welded together with the locked steel bars.
  • the steel bars on the side walls extend to the surface, and their length should not be less than 0.3 meters.
  • the spraying operation is carried out in sections and sections in sequence, and the spraying sequence in the same section is from top to bottom.
  • the nozzle is perpendicular to the surface to be sprayed, and the distance is 0.6-1.0m.
  • the sprayed concrete label is C20, and the spraying thickness is 8cm. Spray once, with a thickness of 4cm each time. After spraying, the concrete surface should be kept smooth, shiny, and free from dry spots and slipping and flowing.
  • the slope In the process of excavating the slope, first check the stability of the slope, and then remove the loose soil and dangerous soil in the slope, and after the mechanical excavation, it should be supplemented by trimming the slope to make the slope smooth and remove the dust on the slope.
  • the mesh When hanging the steel wire mesh, ensure that there is a protective layer.
  • the mesh In order to prevent the disintegration of the soil, the mesh must be hanged and sprayed with concrete immediately after the construction of the reinforced skeleton.
  • the length of the nail in the slope can be 200mm ⁇ 8@3000 ⁇ 3000mm before spraying the concrete
  • the steel bar is used as a mark to control the thickness of the concrete protection layer. After the steel bar protective layer mark is installed, the slope surface is washed clean with tap water, and the surface of the soil layer is moistened, so that the concrete and the soil layer are well bonded together.
  • Step C Set up the support enclosure, using the PC construction method to combine piles and concrete steel sections, including the surrounding support system 1, reinforcement in the pit 4, corner brace structure 2, symmetrical structure 3 and column structure.
  • PC construction method combined pile includes steel pipe pile 11 and Larsen steel plate 13 connected between adjacent steel pipe piles 11, and the top of steel pipe pile 11 is provided with crown beam 12, and between crown beam 12 and steel pipe pile 11 is provided with
  • the bottom formwork, the crown beam 12 is provided with welded and fixed longitudinal steel bars.
  • the bottom formwork can be a concrete cushion or a wooden formwork.
  • the bearing capacity of the foundation soil under the support must ensure that no settlement or cracks greater than 5mm can occur in the support after pouring concrete.
  • the steel pipe pile 11 adopts spiral welded pipe, and a crane with a vibrating hammer is used during construction. To ensure the flatness and verticality, the verticality deviation should not be greater than 1/250, and the plane deviation should be 50mm.
  • the steel pipe pile 11 must be controlled Good sinking speed, the sinking speed of steel pipe piles is generally 1m/min, no twisting phenomenon is allowed during the construction of steel pipe piles 11, if there are joints for steel pipes, the bending, shearing and tensile strength of the joints should be ensured , the joints should be located 3m below the excavation surface, and the joints of two adjacent steel pipe piles should be staggered by more than 1m. If underground obstacles are encountered during the construction of steel pipe piles 11, the underground obstacles should be removed first and then backfilled with high-quality clay. Then carry out the sinking construction of the steel pipe pile again.
  • the Larsen steel plate 13 is constructed with small grooves to achieve water-stopping effect.
  • the steel pipe pile 11 and the Larsen steel plate 13 are piled alternately to ensure the quality of the groove and groove of the steel pipe pile 11 and the Larsen steel plate 13.
  • the steel pipe pile 11 should uniformly control the pile sinking speed, generally controlled at a sinking speed of 1m/min. During the sinking process, measures should be taken to ensure the verticality of the pile to ensure that the horizontal deviation is ⁇ 10mm and the elevation deviation is not greater than 100mm.
  • Reinforcement 4 in the pit The bottom of the pit is reinforced with biaxial cement mixing piles, the cement content is 18%, the empty part is 6%, and the position of reinforcement 4 in the pit is passively reinforced.
  • Corner brace structure 2 set reinforced concrete support and prestressed steel combined support at the corner of the foundation pit, and the reinforced concrete support and prestressed steel combined support are connected to two adjacent sides of the foundation pit.
  • the symmetrical structure 3 is a composite support of prestressed steel, which is used to connect the two sides in the width direction of the foundation pit.
  • the column structure is H-shaped steel, which is set vertically according to the actual position.
  • the horizontal deviation of the column structure shall not be greater than 50, the allowable deviation of the pile diameter shall be ⁇ 50, the filling coefficient shall be ⁇ 1.10, the thickness of the sediment at the bottom of the hole shall be ⁇ 50, and the column structure shall not exceed 50% at one time. It is completed intermittently. The time interval between the completion of the hole and the pouring of concrete should not exceed 24 hours.
  • the upper part of the column structure adopts a grid-shaped well-shaped steel frame, and the welding of the panel and the angle steel adopts surrounding welding. .
  • Step D set drainage measures, set drainage ditches 9 and water collection wells, and set tube well artesian dewatering wells 10 in the foundation pit;
  • Step E Carry out earthwork excavation and divide the pit foundation.
  • the earthwork excavation construction process includes side slope excavation 6, slope protection and allocation treatment, roof beam and inner support construction, construction and transportation channel construction, and earthwork excavation division. Sectional excavation to the bottom of the cushion layer, remaining slope protection treatment, artificial soil repair of foundation pits and trenches, and sporadic slope treatment.
  • Earthwork excavation shall be excavated in stages to the bottom of the cushion layer, including the first earthwork excavation 7 and the second earthwork excavation 8. Before the first earthwork excavation 7, the structural strength of the surrounding support system 1 shall reach 80%. .
  • the first earthwork excavation 7 includes the excavation of the first layer of earthwork and the excavation of the second layer of earthwork.
  • the first layer of earthwork is excavated from an absolute elevation of 3.50m to an absolute elevation of 2.00m. : Excavation from an absolute elevation of 2.00m to an absolute elevation of 0.500m, with an excavation depth of 1.5m.
  • the second earthwork excavation 8 includes the first layer of earthwork excavation, the second layer of earthwork excavation and the third layer of earthwork excavation, the first layer of earthwork: excavation from absolute elevation 0.50m to absolute elevation -1.100m, 1.60m, the second layer of earthwork: excavate from absolute elevation -1.100m to absolute elevation -1.500m, and the excavation depth is 0.40m, the third layer of earthwork: excavate from absolute elevation -1.500m to absolute elevation -2.60m, excavate The digging depth is 1.10m.
  • the position of the elevator shaft is excavated at one time by a 60-type excavator; the position of the cap and the ground beam is excavated by a large excavator, combined with a small excavator or manual trimming, and sporadic earthwork is cleaned up: small excavators and manual work are used to pile up sporadic earthwork , and the tower crane cooperates to lift it to the outside of the pit.
  • the foundation pit is divided into the corresponding areas A and B, and the excavation construction is carried out on the A and B areas at the same time.
  • the main excavation road 5 and the secondary excavation road 6, the secondary excavation road 6 is a branch road connected with the main excavation road 5, the secondary excavation road 6 transports to the main excavation road 5, and the secondary excavation road 6 to
  • the main excavation road 5 in the center is excavated back, and finally the main excavation road 5 is excavated while retreating, and the road is excavated in the form of oblique layered excavation, which is stepped from low to high, and the side slope is treated Slope protection with sprayed concrete.
  • Step F pouring the cushion, base plate and force transmission belt, the cushion at the bottom of the pit is poured to the slope foot of the foundation pit, and when the foundation base plate concrete is poured and tamped, the force transmission belt is constructed at the same time, and the cushion is a concrete cushion or wooden formwork.
  • the cushion layer should be excavated and rammed. After the soil is excavated to the design elevation, the cushion layer should be poured within 8 hours, and the cushion layer should reach the edge of the surrounding pile. The maximum exposed area of the bottom of the pit without cushion layer shall not exceed 200m.
  • Step G Remove the support, remove the angle brace structure 2, the symmetrical structure 3 and the reinforcement 4 in the pit in sequence.
  • the support removal uses the internal support beam as the opening channel of the turret machine, and the demolition uses the turret machine combined with manual chiseling to break concrete blocks.
  • the demolition should start with the corner brace structure 2, and then remove the symmetrical structure 3, starting from the corner of the foundation pit and The demolition was carried out gradually to the inside of the foundation pit; in order to prevent the structural damage caused by the sudden collapse of the supporting beams, the basement floor was densely paved with two-story bamboo scaffolding, and the demolition was carried out in sections, and the concrete supporting beams were divided into 2-3 meters of concrete sections. It is transported and loaded by tower crane, and transported out of the foundation pit.
  • Step H Complete the construction of the basement structure, use the bottom slab in step F as the basement bottom slab, and set the basement exterior wall and basement roof according to the drawings.
  • Step I Earthwork backfilling. After the construction of the basement roof, the outer wall and the surrounding support system 1 should be backfilled with plain soil in time; backfill the earthwork or pile up sand bags at the bottom of the foundation pit, and perform grouting at the bottom of the pit. Insert the wrong pipe outside the pit and reinforce it with grouting.
  • Step J Recovery of combined piles using the PC method, using a vibratory hammer to pull out piles.
  • the forced vibration generated by the vibrating hammer is used to disturb the soil quality and destroy the cohesion of the soil around the steel pipe pile 11 to overcome the pile pulling resistance, and the steel pipe pile 11 is pulled out by the additional lifting force.
  • the starting point of pile pulling should be more than 5 away from the corner piles.
  • the starting point of pile pulling can be determined according to the situation when the column is sinking, and the method of jumping and pulling can also be used if necessary.
  • the sequence of pulling piles is preferably opposite to that of pile driving.
  • Step K Grouting after pulling out the piles, backfilling the pores existing after pulling out the piles, using clay or sand and grouting at the same time.
  • the concrete filling coefficient of grouting is greater than 1.05, the grouting pressure is controlled at about 0.3 ⁇ 0.5MPa, and the maintenance time is required to be more than 3 minutes.
  • monitoring content includes: horizontal displacement of the top of the enclosure wall, settlement observation; deep lateral deformation of the enclosure wall, deep soil side Axial displacement observation; supporting axial force observation; underground pipeline horizontal displacement and settlement observation; adjacent buildings (structures) horizontal position Mu, settlement and crack observation; pit surface settlement and road crack observation.

Abstract

一种基坑围护及土方开挖的施工方法，包括以下步骤：施工图纸设计及图纸会审，施工现场准备，设置支撑围护，设置排水措施，进行土方开挖，浇筑垫层、底板和传力带，拆除支撑，完成地下室结构施工，土方回填，拔桩后注浆；通过坑内地基加固措施，且及时抽去基坑积水，使得整体挖坑过程中，基坑具有更好的稳定性，同时开挖由上而下分段分层、依次进行，合理控制坡度，避免切割坡脚防治边坡失稳，具有更好的安全性。

Description

一种基坑围护及土方开挖的施工方法 技术领域
本发明涉及基坑施工技术领域，具体涉及一种基坑围护及土方开挖的施工方法。
 背景技术
在基坑开挖过程中，为了防止或者减少基坑的塌方，通常会在基坑的四周制作围护结构，拉森钢板桩是常用的基坑围护材料，通过将多块拉森钢板打入土层中进行基坑边缘的围护，拉森钢板桩在基坑周壁形成闭合的形状，且相邻的两块拉森钢板桩之间互相插接配合。
随着城市建设的发展，地下空间的利用越来越重要，深基坑的开挖和围护也变成了重中之重。由于拉森钢板桩具有一定的柔性，纯粹的拉森钢板桩的基坑围护结构无法满足基坑支护的强度要求，会出现拉森钢板桩弯曲甚至破坏的情况。
在上述施工条件的要求下，PC工法因运而生。PC工法是钢管桩和拉森钢板桩的结合，它具有更强的支撑强度和稳定性。将拉森钢板桩两侧的连接件切割下来，并将连接件焊接于钢管桩的两侧形成锁扣，将钢管桩和拉森钢板桩依次打入土层中，同时钢管桩上的锁扣与拉森钢板桩上的连接件插接配合。
中国专利号CN108612111A公开了一种钢管桩和基坑围护结构及基坑围护结构的施工方法，法包括如下步骤：S1，钢管桩打入到土层中；钢管桩包括桩体和锁扣，两个锁扣位于钢管桩截面的同一直径上；锁扣上增设有冲水管；在将钢管桩打入土层的过程中通过冲水管往土层中冲高压水；S2，将拉森钢板桩的连接件与锁扣以插接的方式对齐，并将拉森钢板桩打入土层中；拉森钢板桩进入土层的深度小于钢管桩进入土层的深度；S3，按照上述方法依次打入一根钢管桩和1-2根拉森钢板桩形成闭合的围护单元，每个围护单元在端部互相连接形成基坑围护结构。
 技术问题
上述公开的这种基坑围护结构单纯采用PC工法的方式进行施工，而在PC工法的施工过程中易出现垂直度偏差、桩顶标高偏差、等易渗漏水的问题，存在一定的安全隐患。
 技术解决方案
本发明是为了克服上述现有技术中的缺陷，提供一种安全可靠，效率高效，结构稳定的基坑围护及土方开挖的施工方法。
为了实现上述发明目的，本发明采用以下技术方案：一种基坑围护及土方开挖的施工方法，包括以下步骤：
步骤A:施工图纸设计及图纸会审，对实地所需挖坑地区进行图纸设计，并对设计好的图纸进行审核。
步骤B：施工现场准备，平整场地及设计标高，并对施工现场和现场道路进行布置，设置场地出入口、车辆清洗点、场地硬化、场地排水点、钢筋笼加工平台和钢筋料场。
步骤C:设置支撑围护，采用PC工法组合桩和混凝土型钢组合，包括四周支护体系、坑内加固、角撑结构、对称结构和立柱结构。
步骤D：设置排水措施，设置排水沟和集水井，并在基坑内设置管井自流降水井。
步骤E：进行土方开挖，土方开挖施工流程依次包括侧边坡开挖、边坡护拨处理、压顶梁及内支撑施工、施工运输通道修筑、土方开挖分段挖开至垫层底、剩余边坡护坡处理、基坑和沟槽的人工修土和零星边坡处理。
步骤F:浇筑垫层、底板和传力带，坑底垫层浇筑至基坑坡脚，浇捣基础底板混凝土时，同时施工传力带。
步骤G：拆除支撑，依次拆除角撑结构、对称结构和坑内加固。
步骤H：完成地下室结构施工，将步骤F中的底板作为地下室底板，且根据图纸设置地下室外墙和地下室顶板。
步骤I：土方回填，地下室顶板施工完后应及时将外墙与四周支护体系之间用素土回填密实；在基坑底部回填土方或堆放砂包，并在坑底进行注浆操作，坑外加插错管并注浆加固；
步骤J：PC工法组合桩，采用振动锤拔桩的方式进行拔桩操作。
步骤K：拔桩后注浆，对拔桩后存在的孔隙进行回填处理，采用粘土或砂石，同时采用压密注浆处理。
作为本发明的一种优选方案，所述步骤B中的出入口处设有栈道，栈道采用预应力混凝土管桩加固地基土。
作为本发明的一种优选方案，所述步骤B在平整场地过程中包括设置放坡面，放坡面的施工依次包括定位放线、边坡外挖、边坡修整、钢筋锚入、钢丝挂网、喷射第一层混凝土护面、铺设钢筋网片、喷射第二层混凝土护面和养护。
作为本发明的一种优选方案，所述步骤C中的PC工法组合桩包括钢管桩和连接于相邻钢管桩之间的拉森钢板，且钢管桩顶部设有冠梁，冠梁与钢管桩之间设有底模。
作为本发明的一种优选方案，所述步骤E中的土方开挖分段挖开至垫层底包括第一次土方开挖和第二次土方开挖，在第一次土方开挖前需满足四周支护体系的结构强度达到80%。
作为本发明的一种优选方案，所述步骤E的土方开挖过程中，将基坑分为对应的A区和B区，并同时对A区和B区进行开挖施工。
作为本发明的一种优选方案，在A区和B区内根据挖土方向和挖土道路设置分别设置主挖土道路和次挖土道路，次挖土道路为与主挖土道路相连通的分支道路，次挖土道路向主挖土道路运输，且次挖土道路向中心主挖土道路挖退，最后主挖土道路边退边挖，将道路挖除，采用斜向分层开挖的形式进行开挖，呈台阶状由低到高。
作为本发明的一种优选方案，所述步骤E边坡护坡处理中采用喷砼护坡。
作为本发明的一种优选方案，所述步骤F中垫层为混凝土垫层或木模。
作为本发明的一种优选方案，基坑开挖及地下室施工过程中，对围护结构及周围环境全面监测，信息化施工，监测内容包括：围护墙顶水平位移、沉降观测；围护墙深层侧向变形、深层土体侧向位移观测；支撑轴力观测；地下管线水平位移、沉降观测；邻近建(构)筑物的水平位穆、沉降及裂缝观测；坑外地表沉降、道路裂缝观测。
 有益效果
与现有技术相比，本发明的有益效果是：注重围护施工质量的同时，采用合理可靠的坑内地基加固措施，且及时抽去基坑积水，使得整体挖坑过程中，基坑具有更好的稳定性，同时开挖由上而下分段分层、依次进行，合理控制坡度，避免切割坡脚防治边坡失稳，具有更好的安全性。
 附图说明
图1是本发明的流程示意图；
图2是PC工法组合桩和混凝土型钢组合的安装示意图；
图3是基坑的土方开挖道路图；
图4是基坑的划分示意图；
图5是土方开挖示意图；
图6是PC工法组合桩的正视图；
图7是图6中a-a面的剖视图；
附图标记：四周支护体系1，角撑结构2，对称结构3，坑内加固4，主挖土道路5，次挖土道路6，第一次土方开挖7，第二次土方开挖8，排水沟9，管井自流降水井10，钢管桩11，冠梁12，拉森钢板13。
 本发明的实施方式
下面结合附图对本发明实施例作详细说明。
如图1-7所示，一种基坑围护及土方开挖的施工方法，包括以下步骤：
步骤A:施工图纸设计及图纸会审，对实地所需挖坑地区进行图纸设计，并对设计好的图纸进行审核。
步骤B：施工现场准备，平整场地及设计标高，并对施工现场和现场道路进行布置，设置场地出入口、车辆清洗点、场地硬化、场地排水点、钢筋笼加工平台和钢筋料场。
出入口处设有栈道，栈道采用预应力混凝土管桩加固地基土，出入口设置于基坑的相对两侧，为防止大量车辆频繁出入损坏市政道路及周围管线，在门口铺设厚度200mm左右的C20混凝土并铺设钢板保护，并在出入口设置指示牌和告示牌等，保证车辆人员进出平安。
在基坑边设置环通道路，场内施工道路通过浇筑混凝土的重车道，路边设置排水沟，保证场区内排水畅通，钢筋笼加工平台和钢筋料场浇筑200厚C20混凝土硬化。
在平整场地过程中包括设置放坡面，放坡面的施工依次包括定位放线、边坡外挖、边坡修整、钢筋锚入、钢丝挂网、喷射第一层混凝土护面、铺设钢筋网片、喷射第二层混凝土护面和养护。
基坑挖土时，放坡部分采用机械修整坡面，挖完土后，再人工用铲子将表面土铲平，施工前进行测量放样，施工时用样板控制，并经常验证，以保证线型顺适，坡面平整，平整度允许偏差±20mm。
钢丝挂网前，先在坡面上沿垂直坡面方向插入Φ14的钢筋，间距1500mm，长度1000mm，铺设钢筋网所用钢筋为双向网片，横向加强钢筋之间的连接及各施工段之间钢筋网片的连接均采用焊接，钢筋应随坡面铺设，钢筋压在紧锁装置下面，并与紧锁钢筋焊成一体，边壁上的钢筋网延伸至地表，其长度不宜小于0.3米。
喷射作业分段分片面依次进行，同一分段内喷射顺序自上而下，喷射时，喷头与受喷面垂直，距离为0.6-1.0m，喷射混凝土标号为C20，喷射厚度为8cm，分两次喷射，每遍4cm厚，喷射后要保持混凝土表面平整、光泽、无干斑及滑移流淌现象。
在挖坡过程中，先检查边坡的稳定性，再清除边坡中的松土、危土，且在机械开挖后应辅以修整坡面使坡面平整，清除坡面上的尘土，挂钢丝网时要确保有保护层，为防止土体崩解，钢筋骨架施工完毕后必须立即挂网喷砼，为控制砼的厚度，喷射砼前可在边坡中钉长200mmФ8@3000×3000mm钢筋作为控制砼保护厚度标志，钢筋保护层标志安装完后，用自来水将坡面冲刷干净，湿润土层表面，使砼与土层良好的粘结在一起。
步骤C:设置支撑围护，采用PC工法组合桩和混凝土型钢组合，包括四周支护体系1、坑内加固4、角撑结构2、对称结构3和立柱结构。
PC工法组合桩包括钢管桩11和连接于相邻钢管桩11之间的拉森钢板13，且钢管桩11顶部设有冠梁12，冠梁12与钢管桩11之间设有底模，冠梁12内设有焊接固定的纵向钢筋，底模可采用混凝土垫层或采用木模，支撑下地基土承载力必须确保浇筑混凝土后支撑不能出现大5mm的沉降和裂缝，采用混凝土垫层作底模时，应有隔离措施(如采用油毛毡等材料予以隔离)，挖土时及时清除。
根据钢管桩11的轴线开挖导向沟，在沟槽边设置定位型钢，并在定位型钢上标出钢管桩11和拉森钢板13的插入位置。
钢管桩11采用螺旋焊管，且在施工中采用吊机带振锤施打，要确保平整度和垂直度，垂直度偏差不应大于1/250，平面偏差为50mm，钢管桩11必须控制好下沉速度，钢管桩下沉速度一般为1m/min，钢管桩11施工过程中不允许出现扭曲现象，钢管若有接头，应保证接头的抗弯、抗剪及抗拉的等强度，接头应位于开挖面以下3m，且相邻两根钢管桩接头应错开1m以上，钢管桩11施工过程中如遇地下障碍物，应先行清除地下障碍物后用优质粘土回填密实，然后重新进行钢管桩的下沉施工。
拉森钢板13采用小企口施工，以达到止水作用，沉桩时，钢管桩11和拉森钢板13交替沉桩，以保证钢管桩11与拉森钢板13企口搭接质量，钢管桩11应均匀控制沉桩速度，一般控制在下沉速度1m/min，在下沉过程中应采用措施保证桩的垂直度，确保水平偏差≤10mm，标高偏差不大于100mm。
坑内加固4：采用双轴水泥搅拌桩坑底加固，水泥掺量18%，空搅部分6%，坑内加固4的所在位置进行被动式土体加固
角撑结构2：在基坑的角落处设置钢筋混凝土支撑和预应力型钢组合支撑，钢筋混凝土支撑和预应力型钢组合支撑与基坑的相邻两个侧边相连。
对称结构3为预应力型钢组合支撑，用于连接基坑宽度方向的两个侧边。
立柱结构为H型钢，根据实际需要位置进行竖直设置，立柱结构水平偏差不得大于50，桩径允许偏差为±50，充盈系数应≥1.10，孔底沉渣厚度应≤50，立柱结构应一次不间断地完成，成孔完毕至灌注混凝土的时间间隔不应大于24小时，立柱结构上部采用格构式井字形钢构架，缀板与角钢的焊接采用围焊，未注明焊缝高度不小于8mm。
立柱结构安装应遵循先主要构件、后次要构件的原则，宜按围檩、立柱、支撑牛腿、托梁、三角传力件和型钢支撑的顺序进行，尽快形成封闭受力体系并施加预应力。
步骤D：设置排水措施，设置排水沟9和集水井，并在基坑内设置管井自流降水井10；
步骤E：进行土方开挖，对坑基进行划分，土方开挖施工流程依次包括侧边坡开挖6、边坡护拨处理、压顶梁及内支撑施工、施工运输通道修筑、土方开挖分段挖开至垫层底、剩余边坡护坡处理、基坑和沟槽的人工修土和零星边坡处理。
土方开挖分段挖开至垫层底包括第一次土方开挖7和第二次土方开挖8，在第一次土方开挖7前需满足四周支护体系1的结构强度达到80%。
第一次土方开挖7包括第一层土方开挖和第二层土方开挖，第一层土方：绝对标高3.50m开挖至绝对标高2.00m，开挖深度为1.50m，第二层土方：绝对标高2.00m开挖至绝对标高0.500m，开挖深度为1.5m。
基坑四周边坡土方开挖至第二层时，在基坑四周放坡顶部设置钢管加安全网式临时围挡，并悬挂醒目的安全警示标志，护坡施工完成后，在放坡顶部沿基坑一圈采用砖砌300×400排水沟，内用20厚水泥砂浆抹面，并分段设置集水井。
第二次土方开挖8包括第一层土方开挖、第二层土方开挖和第三层土方开挖，第一层土方：绝对标高0.50m开挖至绝对标高-1.100m，开挖深度为1.60m，第二层土方：绝对标高-1.100m开挖至绝对标高-1.500m，开挖深度为0.40m，第三层土方：绝对标高-1.500m开挖至绝对标高-2.60m，开挖深度为1.10m。
电梯井位置采用1台60型挖机一次开挖；承台、地梁位置采用大挖机开挖，小挖机或人工修整结合，零星土方清理：采用小挖机和人工将零星土方归堆，塔吊配合吊运至坑外。
土方开挖过程中，将基坑分为对应的A区和B区，并同时对A区和B区进行开挖施工，在A区和B区内根据挖土方向和挖土道路设置分别设置主挖土道路5和次挖土道路6，次挖土道路6为与主挖土道路5相连通的分支道路，次挖土道路6向主挖土道路5运输，且次挖土道路6向中心主挖土道路5挖退，最后主挖土道路5边退边挖，将道路挖除，采用斜向分层开挖的形式进行开挖，呈台阶状由低到高，边坡护坡处理中采用喷砼护坡。
步骤F:浇筑垫层、底板和传力带，坑底垫层浇筑至基坑坡脚，浇捣基础底板混凝土时，同时施工传力带，垫层为混凝土垫层或木模。
垫层应做到随挖随捣，挖土到设计标高后，应8小时内浇筑垫层，垫层至围护桩边，无垫层坑底最大暴露面积不得大于200m。
定位土方开挖至第一次土方开挖7的标高后，进行凿桩修整，并对该层进行垫层施工、钢筋安装和模板安装，进行隐蔽验收后，进行浇砼和养护达到设计强度80%以上后进行第二次土方开挖8。
步骤G：拆除支撑，依次拆除角撑结构2、对称结构3和坑内加固4。
支撑拆除利用内部支撑梁作为炮台机的开行通道，拆除采用炮台机结合人工凿碎砼块进行拆除，拆除应由角撑结构2开始，然后对对称结构3进行拆除，从基坑的角部并逐步向基坑内部进行拆除；为防止支撑梁突然塌落造成对结构的破坏，地下室楼板采取密铺二层竹脚手板，拆除分段拆除，将混凝土支撑梁分成2-3米的混凝土段，通过塔吊吊运装车，运出基坑。
步骤H：完成地下室结构施工，将步骤F中的底板作为地下室底板，且根据图纸设置地下室外墙和地下室顶板。
步骤I：土方回填，地下室顶板施工完后应及时将外墙与四周支护体系1之间用素土回填密实；在基坑底部回填土方或堆放砂包，并在坑底进行注浆操作，坑外加插错管并注浆加固。
步骤J：PC工法组合桩回收，采用振动锤拔桩的方式进行拔桩操作。
割除掉焊接在钢管桩11上的支撑钢筋，并修割平整后(在割除钢筋时不得伤及钢管桩母材)，回沙或填土，且让出拔除钢管桩的工作面，即可以开始拔除钢管桩11。
利用振动锤产生的强迫振动，扰动土质，破坏钢管桩11周围土的粘聚力以克服拔桩阻力，依靠附加起吊力的作用将钢管桩11拔除。
对封闭式钢板桩墙，拔桩起点应离开角桩5根以上。可根据沉柱时的情况确定拔桩起点，必要时也可用跳拔的方法，拔桩的顺序最好与打桩时相反。
拔桩时，可先用振动锤将板桩锁口振活以减小土的粘附，然后边振边拔。对较难拔除的板桩可先用柴油锤将桩振下100-300mm，再与振动锤交替振打，为及时回填拔桩后的土孔，当把板桩拔至比基础底板略高时暂停引拔，用摄动锤振动儿分钟，尽量让土孔填实一部分。
步骤K：拔桩后注浆，对拔桩后存在的孔隙进行回填处理，采用粘土或砂石，同时采用压密注浆处理。
注浆的混凝土充盈系数大于1.05以上，注浆压力控制在0.3~0.5MPa左右，要求维持时间3min以上。
基坑开挖及地下室施工过程中，对围护结构及周围环境全面监测，信息化施工，监测内容包括：围护墙顶水平位移、沉降观测；围护墙深层侧向变形、深层土体侧向位移观测；支撑轴力观测；地下管线水平位移、沉降观测；邻近建(构)筑物的水平位穆、沉降及裂缝观测；坑外地表沉降、道路裂缝观测。
在出入口位置设置车辆清洗点，且在车辆清洗点处设置过水槽，车辆清洗点冲洗池旁设置沉淀池，沉淀池同时与排水沟9相连通，现场降、排水统一经过沉淀池杂物沉淀后再排入市政管网，车辆清洗时可也利用沉淀池内的水源，两者结合使用即节约用水又能保护环境。
对所公开的实施例的上述说明，使本领域专业技术人员能够实现或使用本发明。对这些实施例的多种修改对本领域的专业技术人员来说将是显而易见的，本文中所定义的一般原理可以在不脱离本发明的精神或范围的情况下，在其它实施例中实现；因此，本发明将不会被限制于本文所示的这些实施例，而是要符合与本文所公开的原理和新颖特点相一致的最宽的范围。
尽管本文较多地使用了图中附图标记：四周支护体系1，角撑结构2，对称结构3，坑内加固4，主挖土道路5，次挖土道路6，第一次土方开挖7，第二次土方开挖8，排水沟9，管井自流降水井10，钢管桩11，冠梁12，拉森钢板13等术语，但并不排除使用其它术语的可能性。使用这些术语仅仅是为了更方便地描述和解释本发明的本质；把它们解释成任何一种附加的限制都是与本发明精神相违背的。

Claims (10)

  1. 一种基坑围护及土方开挖的施工方法，其特征在于，包括以下步骤：
    步骤A:施工图纸设计及图纸会审，对实地所需挖坑地区进行图纸设计，并对设计好的图纸进行审核；
    步骤B：施工现场准备，平整场地及设计标高，并对施工现场和现场道路进行布置，设置场地出入口、车辆清洗点、场地硬化、场地排水点、钢筋笼加工平台和钢筋料场；
    步骤C:设置支撑围护，采用PC工法组合桩和混凝土型钢组合，包括四周支护体系（1）、坑内加固（4）、角撑结构（2）、对称结构（3）和立柱结构；
    步骤D：设置排水措施，设置排水沟（9）和集水井，并在基坑内设置管井自流降水井（10）；
    步骤E：进行土方开挖，对坑基进行划分，土方开挖施工流程依次包括侧边坡开挖（6）、边坡护拨处理、压顶梁及内支撑施工、施工运输通道修筑、土方开挖分段挖开至垫层底、剩余边坡护坡处理、基坑和沟槽的人工修土和零星边坡处理；
    步骤F:浇筑垫层、底板和传力带，坑底垫层浇筑至基坑坡脚，浇捣基础底板混凝土时，同时施工传力带；
    步骤G：拆除支撑，依次拆除角撑结构（2）、对称结构（3）和坑内加固（4）；
    步骤H：完成地下室结构施工，将步骤F中的底板作为地下室底板，且根据图纸设置地下室外墙和地下室顶板；
    步骤I：土方回填，地下室顶板施工完后应及时将外墙与四周支护体系（1）之间用素土回填密实；在基坑底部回填土方或堆放砂包，并在坑底进行注浆操作，坑外加插错管并注浆加固；
    步骤J：PC工法组合桩回收，采用振动锤拔桩的方式进行拔桩操作；
    步骤K：拔桩后注浆，对拔桩后存在的孔隙进行回填处理，采用粘土或砂石，同时采用压密注浆处理。
  2. 根据权利要求1所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤B中的出入口处设有栈道，栈道采用预应力混凝土管桩加固地基土。
  3. 根据权利要求2所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤B在平整场地过程中包括设置放坡面，放坡面的施工依次包括定位放线、边坡外挖、边坡修整、钢筋锚入、钢丝挂网、喷射第一层混凝土护面、铺设钢筋网片、喷射第二层混凝土护面和养护。
  4. 根据权利要求1所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤C中的PC工法组合桩包括钢管桩（11）和连接于相邻钢管桩（11）之间的拉森钢板（13），且钢管桩（11）顶部设有冠梁（12），冠梁（12）与钢管桩（11）之间设有底模。
  5. 根据权利要求1所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤E中的土方开挖分段挖开至垫层底包括第一次土方开挖（7）和第二次土方开挖（8），在第一次土方开挖（7）前需满足四周支护体系（1）的结构强度达到80%。
  6. 根据权利要求5所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤E的土方开挖过程中，将基坑分为对应的A区和B区，并同时对A区和B区进行开挖施工。
  7. 根据权利要求6所述的一种基坑围护及土方开挖的施工方法，其特征在于，在A区和B区内根据挖土方向和挖土道路设置分别设置主挖土道路（5）和次挖土道路（6），次挖土道路（6）为与主挖土道路（5）相连通的分支道路，次挖土道路（6）向主挖土道路（5）运输，且次挖土道路（6）向中心主挖土道路（5）挖退，最后主挖土道路（5）边退边挖，将道路挖除，采用斜向分层开挖的形式进行开挖，呈台阶状由低到高。
  8. 根据权利要求7所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤E边坡护坡处理中采用喷砼护坡。
  9. 根据权利要求1所述的一种基坑围护及土方开挖的施工方法，其特征在于，所述步骤F中垫层为混凝土垫层或木模。
  10. 根据权利要求1所述的一种基坑围护及土方开挖的施工方法，其特征在于，基坑开挖及地下室施工过程中，对围护结构及周围环境全面监测，信息化施工，监测内容包括：围护墙顶水平位移、沉降观测；围护墙深层侧向变形、深层土体侧向位移观测；支撑轴力观测；地下管线水平位移、沉降观测；邻近建(构)筑物的水平位穆、沉降及裂缝观测；坑外地表沉降、道路裂缝观测。
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