CN113323691A - Foundation pit outer tunnel deformation control method based on liquid grout blocking wall - Google Patents

Foundation pit outer tunnel deformation control method based on liquid grout blocking wall Download PDF

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CN113323691A
CN113323691A CN202110625899.6A CN202110625899A CN113323691A CN 113323691 A CN113323691 A CN 113323691A CN 202110625899 A CN202110625899 A CN 202110625899A CN 113323691 A CN113323691 A CN 113323691A
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barrier
deformation
wall
foundation pit
liquid
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CN113323691B (en
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杜一鸣
刁钰
张立明
谢光耀
何金明
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Tianjin University
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    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/18Making embankments, e.g. dikes, dams
    • EFIXED CONSTRUCTIONS
    • E21EARTH OR ROCK DRILLING; MINING
    • E21FSAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F17/00Methods or devices for use in mines or tunnels, not covered elsewhere

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Abstract

本发明公开了一种基于液态阻浆墙的基坑外隧道变形控制方法,采用液态阻隔浆墙代替传统刚性阻隔体系,有效控制坑外主动区“牵拉效应”,通过液体的剪切变形释放坑外主动区位移场变形能量达到有效控制基坑外隧道变形的效果;在基坑施工完成后对液态阻隔浆墙进行填埋处理,使场地恢复原状。本发明方法提出的全新液态阻隔浆墙,将坑外主动区土体依据场地土体特性划分为“牵拉效应”影响区,在其内部设置一段泥浆为主体的液态阻隔浆墙,在有效阻隔水平方向主应力σ3在场地传播的同时,采用液体剪切变形释放场地变形能量,有效阻断水平变形传播。通过设置合理设计参数,有效提高液体阻隔浆墙变形控制效果,同时可有效降低工程造价。

Figure 202110625899

The invention discloses a method for controlling the deformation of a tunnel outside a foundation pit based on a liquid barrier grout wall. The liquid barrier grout wall is used to replace the traditional rigid barrier system, so as to effectively control the "pull effect" of the active zone outside the pit, and release it through the shear deformation of the liquid. The deformation energy of the displacement field in the active area outside the pit can effectively control the deformation of the tunnel outside the foundation pit; after the foundation pit construction is completed, the liquid barrier grout wall is buried to restore the site to its original state. The new liquid barrier grout wall proposed by the method of the present invention divides the soil in the active area outside the pit into the "pulling effect" affected area according to the soil properties of the site, and sets a section of the liquid barrier grout wall with the mud as the main body inside it to effectively block the soil. While the horizontal principal stress σ 3 propagates on the site, the liquid shear deformation is used to release the site deformation energy, effectively blocking the horizontal deformation propagation. By setting reasonable design parameters, the deformation control effect of the liquid barrier grout wall can be effectively improved, and the project cost can be effectively reduced.

Figure 202110625899

Description

Foundation pit outer tunnel deformation control method based on liquid grout blocking wall
Technical Field
The invention belongs to the field of basic engineering and tunnel engineering, and particularly relates to an engineering method for protecting an existing subway tunnel of a city and controlling the deformation development of the existing subway tunnel.
Background
The construction of urban rail transit effectively drives the development and utilization of various peripheral underground spaces, and a large number of deep and large foundation pit engineering projects are continuously emerging. Meanwhile, the foundation pit engineering around the urban rail transit is developing towards the direction of large-depth excavation. When the deep and large foundation pit engineering construction is carried out on the adjacent existing subway tunnel, the tunnel deformation caused by the foundation pit construction is controlled, and the method is a great problem in the foundation pit engineering in weak soil.
In the process of excavation of the foundation pit, the enclosure structure can generate horizontal displacement towards the inner direction of the pit under the combined action of water pressure and soil pressure inside and outside the pit, and simultaneously cause uplift deformation of the bottom of the foundation pit, and influence is generated on the surrounding environment to a certain extent, the influence is firstly expressed as settlement and horizontal displacement of the surface outside the pit, and further coordinated deformation of the existing subway tunnel in the field can be caused. The urban subway tunnel usually adopts shield construction, and the section of jurisdiction of assembling is highly sensitive to the deformation, if design construction is improper, causes too big tunnel deformation, will seriously threaten its operation safety.
In engineering practice, the following two methods are often used for tunnel deformation control: (1) increasing the design rigidity of a foundation pit supporting structure to control the deformation of the foundation pit and further control the deformation of the tunnel; (2) and (4) driving an isolation pile between the foundation pit and the tunnel to carry out the deformation propagation control of the soil body in the active area, thereby achieving the purpose of controlling the deformation of the tunnel. However, the traditional method often has the following problems in the practical process: (1) the traditional method has unclear stress mechanism and is difficult to carry out quantitative design analysis; (2) passive control measures are adopted, the control effect is poor, and the fine control of the whole process of tunnel deformation is difficult; (3) the construction measures are high in manufacturing cost and are mostly permanent measures, and the foundation pit is considered to be a temporary engineering structure, so that the engineering economy is poor.
The traditional design method of the barrier system is usually based on engineering experience, the stress mechanism is unclear, professional quantitative design analysis is difficult to perform, and then the deformation control effect is optimized. Meanwhile, the traditional separation measures mostly adopt a through-long rigid structure design (such as a row pile or an underground continuous wall), the construction cost is high, and the permanent underground structure in the field can not be recycled after the use, so that the economical efficiency is poor. Based on the research results completed by the applicant, the traditional rigid barrier system has a blocking effect on the shallow soil mass of the active region outside the pit and a pulling effect on the deep soil mass of the active region, and the pulling effect of the rigid section has an opposite effect on the horizontal deformation control of the deep tunnel outside the pit.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a method for controlling the deformation of a tunnel outside a foundation pit based on a liquid grout blocking wall, which aims to solve the problem of poor tunnel deformation control effect caused by unloading of foundation pit excavation by traditional engineering measures in the background art.
In order to achieve the purpose, the invention provides the following technical scheme:
a deformation control method for a tunnel outside a foundation pit based on a liquid-state slurry blocking wall is characterized in that the liquid-state slurry blocking wall is adopted to replace a traditional rigid blocking system, the 'traction effect' of an active area outside the pit is effectively controlled, and the deformation energy of a displacement field of the active area outside the pit is released through the shearing deformation of liquid; and after the foundation pit construction is finished, the liquid blocking slurry wall is subjected to landfill treatment, so that the site is restored to the original state.
The method specifically comprises the following steps:
(1) determining design parameters of the barrier slurry wall by combining site engineering conditions and site soil conditions; the design parameters comprise the design depth L of the liquid slurry wall, the design width w of the liquid slurry wall, the distance D from the foundation pit support structure, the excavation depth H of the foundation pit, the clear distance D between the tunnel and the foundation pit support structure, the center burial depth S of the tunnel and the internal friction angle of the soil body in the active area of the field
Figure BDA0003102107740000023
Comprehensively determining the design parameters of the barrier slurry wall;
(2) constructing the barrier slurry wall based on the determined design parameters; excavating a separation slurry wall by adopting underground continuous wall excavation grooving equipment, and preparing slurry while excavating; after the construction of the blocking slurry wall is finished, preparing slurry in the blocking slurry wall, and sealing the top of the blocking slurry wall by using a steel plate;
(3) and excavating the foundation pit, and after the excavation of the foundation pit is finished and the tunnel is deformed stably, carrying out backfill construction on the separation slurry wall.
Determining a position parameter D of the blocking slurry wall according to the clear distance D between the tunnel and the foundation pit support structure, wherein when the D is 0.6-0.8D, the deformation control effect of the blocking slurry wall is obvious; secondly, determining the design depth L of the barrier slurry wall, and working according to the stress diffusion angle of the soil body in the field
Figure BDA0003102107740000021
When the control effect is optimal, the blocking paste wall reaches the optimal control effect if the control effect is optimal
Figure BDA0003102107740000022
At this time, the value L is equal to S; and finally, determining the design width w of the barrier slurry wall according to the excavation depth H of the foundation pit, and taking w as (0.1-0.12). H, so that the deformation control effect of the barrier slurry wall can be maximized.
And (2) preparing the slurry by adopting water, cement and bentonite, wherein the bentonite comprises the following components in volume ratio: cement: water 1: 1.52: 3.13, and the specific gravity of the slurry is controlled to be 1.12-1.34.
And (3) backfilling the groove by using fine sand, and discharging the prepared slurry, wherein the backfilling is preferably performed by using the fine sand with the average particle size of 0.3-0.6 mm, and the backfilling pore ratio is controlled within the range of 0.67-0.95.
And (3) the steel cover plate and the peripheral soil body are in free lap joint in the step (2).
Compared with the prior art, the invention has the beneficial effects that:
1. the design concept of the liquid barrier slurry wall adopting the prepared slurry as the main body is provided. The invention adopts the prepared slurry as the barrier in the designThe system body replaces a rigid structure in a traditional barrier system and effectively blocks the principal stress sigma in the horizontal direction3When the tunnel is spread in a field, the deformation energy of the displacement field of the active region outside the pit is released through the shear deformation of the liquid, the 'traction effect' of the active region outside the pit is reduced, and the horizontal deformation of the tunnel outside the pit caused by the unloading of the foundation pit is further controlled.
2. The traditional design method of the barrier system is usually based on engineering experience, the engineering stress mechanism is unclear, and quantitative design analysis is difficult to carry out. Based on research results of the applicant, the method can be used for excavating the foundation pit according to the excavation depth H of the foundation pit, the clear distance D between the tunnel and the enclosure structure, the center burial depth S of the tunnel and the internal friction angle of the soil body in the ground active region
Figure BDA0003102107740000031
And the engineering characteristics and the physical and mechanical parameters of the soil body are equal, the optimized design parameters of the liquid barrier slurry wall are provided, and the deformation control effect on the tunnel outside the foundation pit is maximized.
3. The invention provides the optimized design parameters of the grout wall and simultaneously gives consideration to construction feasibility and economy. The underground diaphragm wall grooving equipment is used for construction, and the specialized prepared slurry is used as a filling main body. In the construction process, slurry wall grooving construction is carried out firstly, professional slurry preparation is carried out while grooving is carried out, and after the construction is completed, a steel cover plate is adopted for sealing the top of the slurry wall. And after the foundation pit construction is finished and the tunnel is deformed stably, backfilling the groove by adopting fine sand, and discharging the prepared slurry. The invention is easy to construct in actual operation, can effectively reduce the construction cost, and can ensure that the planning and use at the later stage of the site are not influenced after the fine sand is backfilled.
The novel liquid-state blocking slurry wall provided by the method divides the soil body of the active area outside the pit into 'traction effect' influence areas according to the characteristics of the soil body of the field, and a section of liquid-state blocking slurry wall taking slurry as a main body is arranged in the liquid-state blocking slurry wall, so that the main stress sigma in the horizontal direction is effectively blocked3When the field is spread, the deformation energy of the field is released by adopting liquid shearing deformation, and the horizontal deformation spreading is effectively blocked. Through setting reasonable design parameters, the deformation control of the liquid separation slurry wall is effectively improvedThe effect is achieved, and meanwhile, the construction cost can be effectively reduced.
Drawings
FIG. 1 is a sectional view of a liquid insulation grout wall under construction conditions;
FIG. 2 is a cross-sectional layout view of a liquid insulation slurry wall after backfilling;
reference numbers in the drawings and corresponding part names;
1-preparing slurry in a slurry wall, 2-building a foundation pit enclosure structure, 3-digging soil in a pit, 4-an out-of-pit tunnel, 5-a soil body of an 'traction effect' influence area outside the pit, 6-a steel cover plate at the top of the slurry wall, and 7-backfilling fine sand in the slurry wall.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention.
The construction and post-backfilling of the liquid barrier slurry wall of the present invention will be further described with reference to the accompanying drawings and the specific embodiments. The following examples are given for the purpose of illustration only and are not intended to be limiting.
As shown in fig. 1 and 2, the invention relates to a liquid barrier grout wall for controlling the deformation of a tunnel caused by unloading. The device disclosed by the invention is a pure liquid barrier system which takes prepared slurry as a main body, and maximizes the control effect on the deformation of the tunnel caused by unloading by utilizing the physical and mechanical characteristics of the prepared slurry. Firstly, determining design parameters of the barrier slurry wall by combining site engineering conditions and site soil conditions, wherein the distance D between the barrier slurry wall and the foundation pit enclosure structure is 0.6-0.8D, and the design depth of the barrier slurry wall
Figure BDA0003102107740000041
When in use
Figure BDA0003102107740000042
At the moment, the value L is equal to S, the design width w of the blocking slurry wall is equal to (0.1-0.12) H (wherein D is the clear distance between the tunnel and the foundation pit enclosure structure, H is the excavation depth of the foundation pit, S is the center buried depth of the existing tunnel,
Figure BDA0003102107740000043
the inner friction angle of the soil body in the active area of the field) is obtained, and the deformation control effect of the grout blocking wall is optimal under the condition of the design parameters. And then, constructing the blocking slurry wall based on the determined design parameters and excavating a foundation pit, as shown in the attached drawing 1. And after the foundation pit is excavated and the tunnel is deformed stably, backfilling construction of the blocking slurry wall is carried out, as shown in the attached figure 2. Firstly, the construction of the foundation pit support structure 2 is completed before the foundation pit is excavated into the soil body 3 in the pit. The main body 1 and 6 of the separation grout wall is constructed before the soil body 3 in the pit is excavated. And (3) adopting underground continuous wall grooving equipment to perform the groove forming construction of the blocking slurry wall between the foundation pit enclosure structure 2 and the existing tunnel 4 outside the pit, and preparing the slurry 1 in the slurry wall while forming the groove on the blocking slurry wall. In the process of forming the groove, slurry circulation is carried out by adopting a slurry circulation method, and the inside of the groove is filled with prepared slurry 1 along with the completion of excavation of the soil body 3 in the groove. In order to optimize the fluidity of slurry 1 in the separation slurry wall, simultaneously ensure that the specific gravity of the slurry meets the requirements and prevent the soil body 5 of the 'traction effect' affected area outside the pit from collapsing, water, cement and bentonite are adopted for preparing the slurry, and the volume ratio of the three components is bentonite: cement: water 1: 1.52: 3.13, the specific gravity of the slurry 1 is controlled to be 1.12-1.34. After the construction of the separation slurry wall is finished, the interior of the separation slurry wall is filled with the prepared slurry 1, and the top of the separation slurry wall is sealed by a steel cover plate 6, so that the steel cover plate 6 is in free lap joint with the peripheral soil body 5 to ensure the deformation control effect. In order to prevent hole collapse caused by overload, the site in the range of 10-15 m around the hole is forbidden to be loaded. So far, this separation thick liquid wall construction is accomplished, can dig the interior earthwork 3 of hole. In the process, the blocking slurry wall can effectively control the horizontal deformation of the existing tunnel 4 outside the pit. And after the whole construction of the foundation pit is finished and the tunnel 4 outside the pit is deformed and stabilized, backfilling the isolation slurry wall, which is shown in the attached figure 2. And removing the steel cover plate 6 at the top of the slurry wall, backfilling the slurry wall in the groove by adopting the fine sand 7, preferably adopting a replacement method for backfilling, and circularly replacing the fine sand 7 and preparing the slurry 1 in the groove. In order to ensure the backfilling quality, the backfilling is preferably made of fine sand with the average grain diameter of 0.3-0.6 mm, and the backfilling pore ratio is controlled within the range of 0.67-0.95. After the prepared slurry 1 in the groove is completely discharged and the fine sand 7 is backfilled to the ground surface, the backfilling construction of the slurry blocking wall is finished, the site is recovered to the original state, and the subsequent site planning is not influenced so that the subsequent site planning is not influencedThe application is as follows.
Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that various changes in the embodiments and/or modifications of the invention can be made, and equivalents and modifications of some features of the invention can be made without departing from the spirit and scope of the invention.

Claims (6)

1.一种基于液态阻浆墙的基坑外隧道变形控制方法,其特征在于,采用液态阻隔浆墙代替传统刚性阻隔体系,有效控制坑外主动区“牵拉效应”,通过液体的剪切变形释放坑外主动区位移场变形能量;在基坑施工完成后对液态阻隔浆墙进行填埋处理,使场地恢复原状。1. a method for controlling the deformation of the tunnel outside the foundation pit based on the liquid barrier grout wall, it is characterized in that, adopt the liquid barrier grout wall to replace the traditional rigid barrier system, effectively control the "pulling effect" of the active zone outside the pit, and by the shearing of the liquid The deformation releases the deformation energy of the displacement field in the active area outside the pit; after the foundation pit construction is completed, the liquid barrier grout wall is buried to restore the site to its original state. 2.根据权利要求1所述基于液态阻浆墙的基坑外隧道变形控制方法,其特征在于,具体包括以下步骤:2. The method for controlling the deformation of the outer tunnel of the foundation pit based on the liquid grout barrier wall according to claim 1, is characterized in that, specifically comprises the following steps: (1)结合现场工程条件及场地土质条件确定阻隔浆墙设计参数;所述设计参数包括液态浆墙设计深度L,液态浆墙设计宽度w,距离基坑围护结构距离d,需要根据基坑开挖深度H、隧道与基坑围护结构净距D、隧道中心埋深S和场地主动区土体内摩擦角
Figure FDA0003102107730000011
综合确定该阻隔浆墙设计参数;
(1) Determine the design parameters of the barrier grout wall in combination with the site engineering conditions and the site soil conditions; the design parameters include the design depth L of the liquid grout wall, the design width w of the liquid grout wall, and the distance d from the foundation pit enclosure structure. Excavation depth H, clear distance between tunnel and foundation pit enclosure D, tunnel center buried depth S and soil friction angle in the active area of the site
Figure FDA0003102107730000011
Comprehensively determine the design parameters of the barrier grout wall;
(2)基于以上确定的设计参数施工该阻隔浆墙;采用地下连续墙开挖成槽设备开挖阻隔浆墙,在开挖同时进行泥浆制备;阻隔浆墙施工完成后,应使其内部充盈制备泥浆,并在顶部采用钢板封盖;(2) The barrier grout wall is constructed based on the design parameters determined above; the barrier grout wall is excavated by using the underground diaphragm wall excavation equipment to form a groove, and the slurry is prepared at the same time as the excavation; after the construction of the barrier grout wall is completed, the interior should be filled. Slurry is prepared and covered with steel plates on top; (3)开挖基坑,待基坑开挖完成,隧道变形稳定后,进行阻隔浆墙回填施工,并去除钢盖板。(3) Excavation of the foundation pit. After the excavation of the foundation pit is completed and the deformation of the tunnel is stable, the backfill construction of the barrier grout wall is carried out, and the steel cover plate is removed.
3.根据权利要求2所述基于液态阻浆墙的基坑外隧道变形控制方法,其特征在于,步骤(1)根据隧道与基坑围护结构净距D确定该阻隔浆墙位置参数d,当d=0.6~0.8D时,阻隔浆墙变形控制效果显著;其次,确定阻隔浆墙设计深度L,根据场地中土体应力扩散角度,当
Figure FDA0003102107730000021
时,阻隔浆墙阻隔浆墙达到最优控制效果,若当
Figure FDA0003102107730000022
此时应取值L=S;最后,根据基坑开挖深度H确定阻隔浆墙设计宽度w,取w=(0.1~0.12)·H,可最大化阻隔浆墙的变形控制效果。
3. the method for controlling the deformation of the tunnel outside the foundation pit based on the liquid slurry barrier wall according to claim 2, is characterized in that, step (1) determines this barrier slurry wall position parameter d according to the clear distance D between the tunnel and the foundation pit enclosure structure, When d=0.6~0.8D, the deformation control effect of the barrier grout wall is significant; secondly, the design depth L of the barrier grout wall is determined. According to the soil stress diffusion angle in the site, when
Figure FDA0003102107730000021
When , the barrier grout wall achieves the optimal control effect.
Figure FDA0003102107730000022
At this time, the value L=S should be taken; finally, the design width w of the barrier grout wall is determined according to the excavation depth H of the foundation pit, and w=(0.1~0.12)·H can maximize the deformation control effect of the barrier grout wall.
4.根据权利要求2所述基于液态阻浆墙的基坑外隧道变形控制方法,其特征在于,步骤(2)泥浆制备采用水、水泥及膨润土进行,其三者体积配比为膨润土:水泥:水=1:1.52:3.13,泥浆比重控制在1.12~1.34之间。4. the method for controlling the deformation of the tunnel outside the foundation pit based on the liquid grout wall according to claim 2, is characterized in that, step (2) mud preparation adopts water, cement and bentonite to carry out, and its three volume ratios are bentonite: cement : Water = 1: 1.52: 3.13, and the specific gravity of the mud is controlled between 1.12 and 1.34. 5.根据权利要求2所述基于液态阻浆墙的基坑外隧道变形控制方法液,回填宜采用平均粒径为0.3~0.6mm细砂,回填孔隙比控制在0.67~0.95范围内。5. According to the method for controlling the deformation of the tunnel outside the foundation pit based on the liquid grout barrier wall according to claim 2, the backfill should use fine sand with an average particle size of 0.3-0.6mm, and the backfill porosity ratio is controlled within the range of 0.67-0.95. 6.根据权利要求2所述基于液态阻浆墙的基坑外隧道变形控制方法,其特征在于,步骤(2)钢盖板与周边土体为自由搭接,步骤(3)阻隔浆墙回填同时去除钢盖板。6. The method for controlling deformation of a tunnel outside a foundation pit based on a liquid slurry barrier wall according to claim 2, wherein in step (2) the steel cover plate and the surrounding soil are freely lapped, and in step (3) the barrier slurry wall is backfilled Also remove the steel cover.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN117592172A (en) * 2024-01-18 2024-02-23 华东交通大学 Reverse design method and system for deformation control of foundation pit support structure

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