CN217053674U - Structure is buried underground to inspection shaft - Google Patents

Structure is buried underground to inspection shaft Download PDF

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Publication number
CN217053674U
CN217053674U CN202220508486.XU CN202220508486U CN217053674U CN 217053674 U CN217053674 U CN 217053674U CN 202220508486 U CN202220508486 U CN 202220508486U CN 217053674 U CN217053674 U CN 217053674U
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geogrid
well
soil
inspection well
inspection
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陈出新
刘淑贤
周琪
谢其云
刘名坚
杨雪娟
潘永梅
单爽爽
胡成亮
邵瑶瑶
翁学润
周一勤
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Zhejiang Green Art Construction Co ltd
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Zhejiang Green Art Construction Co ltd
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Abstract

The utility model discloses an inspection well buries structure underground, including the foundation ditch, the sand bed course, end geogrid, the inspection well, the pipeline, domatic geogrid, outer geogrid and well side geogrid etc. and at end geogrid, fill back filling in the enclosure space between domatic geogrid and the well side geogrid, lay interior geogrid on pouring the stabilizing earth and pouring the stabilizing earth, geogrid and the horizontal laying of flat department of well top end looks department in should, and bend once more with well top department and upwards bury perpendicularly and hug closely well top back all around and pour many and fix the soil nail in the facial features. Obviously, the foundation strength of the soft soil foundation inspection well can be better enhanced by arranging the geogrid material which is low in price, excellent in performance and environment-friendly. Therefore, the utility model relates to a simple structure, construction convenience, low cost, safe and reliable, green's inspection shaft embedding structure, it combines corresponding construction method, has higher economic benefits and social.

Description

Inspection well embedding structure
Technical Field
The utility model relates to a green municipal works drainage field specifically indicates a structure is buried underground to inspection shaft.
Background
The inspection well is generally suitable for intersections, bends, pipe diameter or gradient changing positions, water falling positions and the like of buried drainage pipelines in the ranges of residential areas, public building areas, plant areas, roads and the like, is mainly a well-shaped structure for facilitating periodic inspection, cleaning and dredging or inspection of operation of going down a well, can be made of reinforced concrete, masonry, plastics and other materials, and is cylindrical or square-column in shape. The inspection well is built on the soft foundation, and differential settlement between the inspection well and the drainage pipeline connected with the inspection well is not uniform, so that the joint between the pipeline and the inspection well is easy to break or the drainage pipeline is broken to cause safety accidents, and therefore, the embedded structure of the inspection well needs to be reinforced, and differential settlement between the inspection well and the pipeline is avoided or reduced.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that overcome prior art's defect and provide a simple structure, construction facility, low cost, safe and reliable, green's inspection shaft structure of burying underground.
The technical problem of the utility model is realized through following technical scheme:
a kind of inspection well buries the structure underground, include excavating the foundation pit that is big end down and takes the form of square platform on foundation and stabilized soil that has already been processed, the said foundation pit base lays a layer of sand bedding course, the top surface of this sand bedding course lays two layers of bottom soil worker's gratings, and set up the pipeline of the inspection well and cut-in inspection well on two layers of bottom soil worker's gratings; laying slope geogrids on the bottom geogrids of the lower layer from bottom to top towards the slope surface around the foundation pit, and laying outer geogrids on the top surface of the stabilized soil extending to the outer edge of the top surface of the foundation pit; the bottom geogrid on the upper layer is upwards closely attached to and wraps the well wall of the inspection well to form a well side geogrid, and the top of the well side geogrid is cut off when reaching the top bottom of the well; filling backfill soil to the bottom surface of the stabilized soil in the enclosed space among the bottom geogrid, the slope geogrid and the well side geogrid, pouring stabilized soil on the backfill soil to the same height of the stabilized soil at the outer edge of the foundation pit, and laying an inner geogrid on the poured stabilized soil; the inner geogrid is horizontally laid at the horizontal position of the bottom of the well top, is bent again at the well top, is vertically turned upwards and is tightly attached to the periphery of the well top, and then a plurality of soil nails are embedded and fixed in the surface layer in a pouring mode.
The sand cushion layer is medium coarse sand with the thickness of 10 cm-15 cm; the backfill soil is gravel soil, and is backfilled and compacted in layers; the stabilized soil is cement gravel stabilized soil, the cement content is 3% -5%, and the stabilized soil is used as a base layer of a surface layer; the surface layer is a cement concrete pavement or an asphalt concrete pavement.
The plane size of the top part of the inspection well is smaller than or equal to the plane size of the main body of the inspection well, and the top of the inspection well is provided with a well cover.
The bottom geogrid, the slope geogrid, the well side geogrid, the outer geogrid and the inner geogrid are all bidirectional steel-plastic geogrids, the lengthening of the bidirectional steel-plastic geogrids is achieved through ultrasonic welding or lapping, and the lapping length during lapping is not less than 50 cm.
Compared with the prior art, the utility model mainly provides an inspection shaft buries structure underground through the geogrid material that sets up low price, superior performance, green to strengthen the foundation intensity of weak soil foundation inspection shaft. The utility model has the advantages of as follows: firstly, the slope geogrid of the inspection well installation foundation pit effectively overcomes differential settlement between the inspection well and the pipeline caused by local uneven settlement of a soft soil foundation, and reduces or avoids safety accidents of drainage pipeline breakage; secondly, the vertical well-side geogrid tightly attached to the wall of the inspection well supports the inspection well to bear force, so that the total post-construction settlement and the differential settlement between the inspection well and a pipeline are reduced; and thirdly, the provided design calculation method is clear in principle, scientific, reasonable, practical and easy to implement, can guide the design and construction of the embedded structure of the inspection well, saves the treatment cost of the soft soil foundation and improves the safety quality performance. Therefore, the utility model relates to a simple structure, construction convenience, low cost, safe and reliable, green's inspection shaft embedding structure, it combines corresponding construction method, has higher economic benefits and social.
Drawings
Fig. 1 is a schematic view of the structure elevation of the present invention.
FIG. 2 is a cross-sectional view of half I-I and half II-II of FIG. 1.
Fig. 3 is a left side view of the inspection well.
FIG. 4 is a force analysis diagram of an embedded structure of an inspection well.
Fig. 5 is a deformation coordination diagram of each section of geogrid.
Fig. 6 is a force calculation chart of each section of geogrid.
Detailed Description
The embodiments of the present invention will be described in detail below with reference to the drawings.
As shown in fig. 1 to 6, 1, a foundation, 2, a sand cushion, 3, an inspection well, 31, a well top, 4, backfill soil, 5, stabilized soil, 61, an outer geogrid, 62, an inner geogrid, 63, a well side geogrid, 64, a bottom geogrid, 65, a slope geogrid, 7, a surface layer, 8, soil nails and 9, pipelines.
An inspection well burying structure is shown in figures 1, 2 and 3, and belongs to the field of municipal engineering drainage, the inspection well 3 is a main structure of a drainage system, is usually arranged at the junction of buried drainage pipelines, a turning part, a pipe diameter or gradient changing part, a drop part, a straight pipe section and the like at certain intervals in the range of residential areas, public building areas, plant areas, roads and the like, is a well-shaped structure for facilitating periodic inspection, cleaning and dredging or operation inspection of going down to the well, can be made of materials such as reinforced concrete, masonry or plastics, is cylindrical or square, and can be integrally prefabricated and installed or manufactured on site.
The plane size of the top 31 part of the inspection well 3 is smaller than or equal to the main plane size of the inspection well, and the top 31 of the inspection well is also provided with a well cover.
The inspection well embedding structure comprises a foundation pit which is processed and is a square platform in the shape of a small bottom and a large top, wherein the foundation pit is excavated on the processed foundation 1 and stabilized soil 5, the foundation 1 is usually a soft soil foundation or a soft soil foundation which is simply processed, and the foundation is easy to uniformly subside and unevenly subside after being processed under the action of vehicle load and the self weight of a structural layer.
The length and the width of the bottom surface of the foundation pit need to be larger than the horizontal section of the inspection well 3 by certain sizes, a sand cushion layer 2 is laid on the base of the foundation pit, two layers of bottom geogrids 64 are laid on the top surface of the sand cushion layer, and the inspection well 3 and a pipeline 9 communicated with the inspection well are arranged on the two layers of bottom geogrids.
Wherein, the sand cushion layer 2 is medium coarse sand with the thickness of 10 cm-15 cm, and mainly plays a role of diffusing the stress of the upper structure layer; the pipeline 9 is made of steel, cement concrete, plastics and the like according to the characteristics of the discharged liquid, and the pipeline is connected and rotated through the inspection well. In order to make the pipeline and the inspection well settle synchronously, the pipeline needs to be reinforced by adopting a reinforcing measure.
In the two layers of bottom geogrids 64, slope geogrids 65 are laid on the bottom geogrids on the lower layer from bottom to top towards the slope surface around the foundation pit, and outer geogrids 61 are laid on the slope surface of the stabilized soil 5 extending to the outer edge of the top surface of the foundation pit by a certain length and width; the bottom geogrid 64 on the upper layer is tightly attached upwards to wrap the wall of the inspection well 3 to form a well side geogrid 63, and the top of the well side geogrid is cut off when reaching the bottom of the well top 31.
And backfilling 4 to the bottom surface of the stabilized soil 5 in the enclosed space among the bottom geogrid 64, the slope geogrid 65 and the well side geogrid 63, pouring the stabilized soil on the backfilling 4 to the same height of the stabilized soil at the outer edge of the foundation pit, and paving the inner geogrid 62 on the poured stabilized soil.
The inner geogrid 62 is horizontally laid at the bottom of the well top 31, is bent again at the well top 31, is vertically turned upwards to be tightly attached to the periphery of the well top 31, and is embedded with a plurality of soil nails 8 which are poured and fixed in the surface layer 7.
The bottom geogrid 64, the slope geogrid 65, the well side geogrid 63, the outer geogrid 61 and the inner geogrid 62 are all bidirectional steel-plastic geogrids which have high tensile strength, the extension of each section of geogrid can be welded by ultrasonic waves or lapped, and the lapping length is not less than 50cm during lapping.
The backfill soil 4 is gravel soil, backfilled in layers and compacted by a small road roller; the stabilized soil 5 is cement gravel stabilized soil, has the cement content of 3-5%, has higher strength, stability and bearing capacity, and can be used as a base layer of the surface layer 7; the surface layer 7 is a cement concrete pavement or an asphalt concrete pavement.
The soil nails 8 are steel nails and are used for fixing the inner geogrid 62, the surface layer 7 and the wall of the inspection well 3; the soil nails 8 fixed in the surface layer 7 extend from the inner geogrid 62 to pass through the bottom of the well top 31 and are vertically turned upwards and then fixed in the surface layer 7 through the soil nails 8.
The inspection well 3 takes the vertical center line of the vertical surface as a symmetry axis to enclose all sections of geogrids and half square platform-shaped inner stabilized soil 5 and backfill soil 4 of all sections of geogrids, and b is taken 1 Width of =1m as spacer S 1 S 2 S 3 S 4 S 5 Performing a force analysis in which S 1 Laying of starting points, S, for the outer geogrid 61 2 Is the intersection point S of the outer geogrid and the top end of the slope geogrid 65 3 Is the intersection point S of the inner geogrid 26 and the upper end of the well wall of the adjacent inspection well 3 4 Is the intersection point S of the lower end of the well side geogrid 63 and the bottom geogrid 64 5 The intersection point of the bottom geogrid of the lower layer and the bottom end of the slope geogrid 65; the length of the outer geogrid 61 is
Figure DEST_PATH_IMAGE001
The inner geogrid 62, excluding the roof portion, has a length of
Figure DEST_PATH_IMAGE002
The length of the well-side geogrid 63 is
Figure DEST_PATH_IMAGE003
The length of the bottom geogrid 64 is
Figure DEST_PATH_IMAGE004
The length of the slope geogrid 65 is
Figure DEST_PATH_IMAGE005
(ii) a The distance between the bottom end of the slope geogrid 65 and the wall of the well of the adjacent inspection well 3 is c, and the inclination angle between the slope geogrid 65 and the vertical surface is c
Figure DEST_PATH_IMAGE006
(ii) a The thickness of the surface layer 7 is h m Severe is gamma m (ii) a The thickness of the stabilized soil 5 is h w Severe is gamma w (ii) a The thickness of the backfill soil 4 is h t Severe is gamma t (ii) a The total height of the inspection well 3, namely the height from the foundation pit base to the surface layer top, is h, and the height from the well top bottom of the inspection well 3 to the bottom of the inspection well is h j Length d; the friction coefficient between each section of geogrid and the stabilized soil 5, the backfill soil 4 and the inspection well 3 is
Figure DEST_PATH_IMAGE007
(ii) a The vehicle load calculation width is B, and the load value is
Figure DEST_PATH_IMAGE008
The top surface load of the stabilized soil 5 is
Figure DEST_PATH_IMAGE009
The top surface load of the backfill soil 4 is
Figure DEST_PATH_IMAGE010
According to the balance principle of soil mechanics, elasticity and force, the calculation formulas are as follows:
the formula I is as follows: calculating the pressure and frictional resistance of stabilized soil and backfill soil borne by each section of geogrid
1. The positive pressure and the frictional resistance applied to the outer geogrid 61 and the inner geogrid 62 are respectively
Figure DEST_PATH_IMAGE011
2. Horizontal pressure and frictional resistance of stabilized soil 5 applied to slope geogrid 65 and well-side geogrid 63
Stabilized soil
Figure DEST_PATH_IMAGE012
Has a Poisson ratio of
Figure DEST_PATH_IMAGE013
Vertical strain and transverse strain are respectively
Figure DEST_PATH_IMAGE014
Then, then
Figure DEST_PATH_IMAGE015
3. Active soil pressure and frictional resistance of backfill soil 4 borne by slope geogrid 65 and well-side geogrid 63
Backfill soil
Figure DEST_PATH_IMAGE016
The friction angle with the slope geogrid 65 and the well side geogrid 63 is
Figure DEST_PATH_IMAGE017
The included angle between the slope geogrid 65 and the vertical surface is
Figure DEST_PATH_IMAGE018
The inner friction angle of the backfill soil 4 is
Figure DEST_PATH_IMAGE019
According to the Coulomb initiative soil pressure theory, the slope geogrid 65 and the well side geogrid 63 are subjected to initiative soil pressure and frictional resistance
Figure DEST_PATH_IMAGE021
4. Vertical positive pressure and frictional resistance to the bottom geogrid 65
Figure DEST_PATH_IMAGE022
The second formula is as follows: calculating tension of each section of geogrid and each joint
1. For is to
Figure DEST_PATH_IMAGE023
Moment of taking
Figure DEST_PATH_IMAGE024
To obtain
Figure DEST_PATH_IMAGE026
Wherein
Figure DEST_PATH_IMAGE028
Figure DEST_PATH_IMAGE029
2. To the spacer S 1 S 2 S 3 S 4 S 5 In the horizontal direction
Figure DEST_PATH_IMAGE030
To obtain
Figure DEST_PATH_IMAGE032
3. Under the action of self weight and vehicle load, when the inspection well 3 is uniformly settled, all sections of geogrids are stressed under the same assumption as the original state and are not stressed; when the inspection well
Figure DEST_PATH_IMAGE033
Uneven vertical settlement
Figure DEST_PATH_IMAGE034
、
Figure DEST_PATH_IMAGE035
When not settling, the inner geogrid 62 is stretched in tension according to deformation coordination conditions
Figure DEST_PATH_IMAGE036
In coordination with the pulling force, obtain
Figure DEST_PATH_IMAGE037
Thus obtaining
Figure DEST_PATH_IMAGE038
4. Tension of each section of geogrid
Figure DEST_PATH_IMAGE039
The formula III is as follows: the inspection well 3 is allowed to be settled and each section of geogrid is allowed to be pulled
Figure DEST_PATH_IMAGE040
The symbols in formula one, formula two and formula three are defined as:
Figure DEST_PATH_IMAGE041
the length between the two outer edges of the outer geogrid 61,
Figure DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE043
the length of the outer geogrid 61, the horizontal projection length of the slope geogrid 65 and the calculated width of the burying structure of the inspection well 3 are respectively
Figure DEST_PATH_IMAGE044
Namely the unit width, the length of the bottom geogrid 64 and the length of the inspection well 3,
Figure 814861DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE045
the height from the foundation pit base to the top of the surface layer and the thickness of the surface layer 7 are respectively the height from the inspection well 3 to the well top 31, the thickness of the stabilized soil 5, the thickness of the backfilled soil 4 and the height from the inspection well 3 to the well top bottom,
Figure 872947DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE046
the dead weight of the stabilized soil 5 and the dead weight of the backfill soil 4 are respectively the unit width,
Figure DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE048
the horizontal distance from the gravity center of the stabilized soil 5 to the adjacent inspection well wall and the horizontal distance from the gravity center of the backfill soil 4 to the adjacent inspection well wall are respectively the unit width,
Figure 872258DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE049
the horizontal distance of the stabilized soil 5 at any position from the adjacent inspection well wall and the horizontal distance of the backfill 4 at any position from the adjacent inspection well wall are respectively the unit width,
Figure 346096DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE050
the vertical depth of the unit width at any position from the top surface of the stabilized soil 5 and the vertical depth of the unit width at any position from the top surface of the backfill soil 4,
Figure 35835DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE051
the horizontal strain of the stabilized soil 5, the vertical strain of the stabilized soil 5, the Poisson ratio of the stabilized soil, and the friction coefficient of each section of geogrid are respectively dimensionless;
Figure DEST_PATH_IMAGE052
the tensile elastic modulus of each section of the geogrid with unit width,
Figure DEST_PATH_IMAGE053
；
Figure DEST_PATH_IMAGE054
the coulomb active soil pressure coefficient between the backfill soil 4 and the slope geogrid 65 and the coulomb active soil pressure coefficient between the backfill soil 4 and the well side geogrid 63 are respectively in unit width, and dimensions are not required;
Figure DEST_PATH_IMAGE055
the included angle between the slope geogrid 65 and the vertical surface, the included angle between the pressure strength of the backfill soil 4 and the vertical surface of the well side geogrid 63, the included angle between the pressure strength of the backfill soil 4 and the slope geogrid 65, and the internal friction angle of the backfill soil 4 are respectively,
Figure DEST_PATH_IMAGE056
；
Figure DEST_PATH_IMAGE057
the sum of the vehicle load strength on the surface layer 7 with unit width, the sum of the vehicle load strength on the surface layer, the dead weight of the surface layer and the dead weight of the stabilized soil, the sum of the vehicle load on the surface layer and the dead weight of each layer below the surface layer,
Figure DEST_PATH_IMAGE058
；
Figure DEST_PATH_IMAGE059
the weight of the surface layer 7, the weight of the stabilized soil 5 and the weight of the backfill soil 4 are respectively unit width,
Figure DEST_PATH_IMAGE060
；
Figure DEST_PATH_IMAGE061
the vertical pressure strength of the outer geogrid 61 and the inner geogrid 62 of the stabilized soil top, the horizontal pressure strength of the inner slope geogrid 65 of the stabilized soil 5, the horizontal pressure strength of the inner well side geogrid 63 of the stabilized soil 5, the pressure strength of the inner slope geogrid 65 of the backfill soil 4, the pressure of the inner well side geogrid 63 of the backfill soil 4 and the vertical pressure strength of the bottom geogrid 64 are respectively the unit width,
Figure 760427DEST_PATH_IMAGE058
；
Figure DEST_PATH_IMAGE062
the frictional resistance to the outer geogrid 61 and the inner geogrid 62 of the stabilized soil top in unit width, the frictional resistance to the geogrid on the inner slope of the stabilized soil layer, the frictional resistance to the geogrid on the well side in the stabilized soil layer, the frictional resistance to the geogrid on the inner slope of the backfill soil layer, the frictional resistance to the geogrid on the well side in the backfill soil layer, and the frictional resistance to the geogrid 64 on the bottom soil layer are respectively,
Figure 168406DEST_PATH_IMAGE058
；
Figure DEST_PATH_IMAGE063
-outer geogrids of unit width respectively
Figure DEST_PATH_IMAGE064
The horizontal tension of the earth work grille
Figure DEST_PATH_IMAGE065
Horizontal tension and bottom geogrid
Figure DEST_PATH_IMAGE066
Is onThe horizontal tension of the steel wire is obtained,
Figure 383618DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE067
-external geogrid of unit width
Figure DEST_PATH_IMAGE068
Geogrid for horizontal tension or slope surface
Figure 476599DEST_PATH_IMAGE068
Is subjected to the horizontal pulling force of the outer geogrid,
Figure 283013DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE069
geogrid for slope with unit width
Figure 178287DEST_PATH_IMAGE068
The horizontal tension of the inner geogrid to which it is subjected,
Figure 977616DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE070
-geogrid in unit width
Figure 579630DEST_PATH_IMAGE065
Vertical tension of or against the well-side geogrid
Figure 822523DEST_PATH_IMAGE065
The vertical pulling force of the inner geogrid is applied,
Figure 392045DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE071
-side geogrid of unit width well
Figure 542535DEST_PATH_IMAGE066
Vertical tension of, or bottom geogrids, to which the site is subjected
Figure 451585DEST_PATH_IMAGE066
The vertical pulling force of the well side geogrid on the well side,
Figure 599801DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE072
geogrid for slope with unit width
Figure DEST_PATH_IMAGE073
Horizontal tension of, or bottom geogrids to which the site is subjected
Figure 531985DEST_PATH_IMAGE073
The horizontal pulling force of the geogrid on the slope surface is applied,
Figure 417989DEST_PATH_IMAGE047
；
Figure DEST_PATH_IMAGE074
respectively the amount of uneven settlement of the inspection well 3 and the amount of elongation of the inner geogrid 62 caused by uneven settlement of the inspection well,
Figure 994595DEST_PATH_IMAGE042
；
Figure DEST_PATH_IMAGE075
the allowable uneven settlement for the inspection well 3, the allowable tensile stress for each section of geogrid,
Figure DEST_PATH_IMAGE076
；
Figure DEST_PATH_IMAGE077
-the maximum value of the tensile force to which each section of geogrid is subjected,
Figure 782554DEST_PATH_IMAGE047
。
according to the inspection well burying structure, the construction method mainly comprises the following steps:
step one, drawing up the size of an embedding structure of an inspection well
Figure DEST_PATH_IMAGE079
According to the terrain and geological drilling data, the size, the arrangement form and the engineering material of the embedded structure of the preliminary inspection well are selected;
Figure DEST_PATH_IMAGE081
calculating and rechecking by a formula I, a formula II and a formula III, determining the size and the arrangement form of the embedded structure of the inspection well, and selecting qualified engineering materials;
thirdly, compiling a construction organization design file and organizing construction;
step two, excavating an inspection well and embedding a foundation pit
Figure 139717DEST_PATH_IMAGE079
Pouring cement stabilized soil on the soft soil foundation or the soft soil foundation subjected to simple treatment, and maintaining to be qualified;
measuring and lofting, and determining the size, the plane position and the elevation of a foundation pit of the inspection well according to design paper;
excavating a foundation pit, wherein the plane size and elevation meet the design requirements;
checking whether the position of the embedded pipeline is correspondingly matched with the position of the inspection well 3;
Figure DEST_PATH_IMAGE083
beating the base and the slope of the foundation pit by using an excavator bucket, wherein the leveling and the firmness are required;
step three, mounting the prefabricated inspection well
Figure 897588DEST_PATH_IMAGE079
Backfill the sand cushion 2, pat closely knit level with the excavator scraper bowl:
secondly, two layers of bottom geogrids 64 are paved on the sand cushion layer 2, and the two layers of bottom geogrids are tensioned and paved;
thirdly, the inspection well 3 is hoisted to be accurately positioned on the two layers of bottom geogrids 64;
fourthly, connecting the pipelines 9 at the two sides and sealing the joint of the inspection well 3 and the pipelines;
closely attaching and tensioning the upper bottom geogrid 64 upwards along the well wall of the inspection well 3 to form a well side geogrid 63, fixing the well wall of the inspection well 3 and the well side geogrid 63 by using soil nails 8, and cutting off the well side geogrid of the collision part when the well side geogrid is collided with the cross section of the pipeline 9, namely the well side geogrid is overlapped;
sixthly, paving a slope geogrid 65 on the bottom geogrid 64 on the lower layer from bottom to top towards the slope surface around the foundation pit, wherein the slope geogrid extends to the top surface of the stabilized soil 5 on the outer edge of the top surface of the foundation pit, and the top surface has a certain length and width which are the outer geogrid 61;
Figure DEST_PATH_IMAGE085
backfilling 4 to a designed height in a layered manner, beating with an excavator bucket to be compact, wherein the excavator bucket does not touch the paved slope geogrid 65 and the well side geogrid 63;
Figure DEST_PATH_IMAGE087
pouring foundation pitThe inner cement stabilized soil is compacted by a small-sized road roller and is maintained to be qualified, and the outer geogrid 61 and the well side geogrid 63 are matched and arranged manually in the compaction process to prevent the road roller from being damaged;
Figure DEST_PATH_IMAGE089
tightening and flatly paving an inner geogrid 61 on the poured stable soil, wherein the inner geogrid is horizontally laid at the bottom horizontal position of the well top 31, and the length and the width of an inner geogrid 62 with the same height as the well top are reserved;
Figure DEST_PATH_IMAGE091
reserving an installation space for installing the well top block piece in the mold for installing the well top block piece, turning the inner geogrid 62 upwards along the four walls of the mold of the well top 31 part to be tightly attached to the periphery of the mold, reserving a plurality of soil nails 8 in the inner geogrid 62, and solidifying the plurality of soil nails when the surface layer 7 is constructed; finishing the construction surface layer and maintaining the construction surface layer to be qualified, and protecting the laid inner geogrid 62 during construction;
step four, installing a well top block piece
Figure DEST_PATH_IMAGE093
Dismantling the die reserved for the space of the well top block piece, and cleaning up sundries left during surface layer construction;
Figure DEST_PATH_IMAGE095
installing a well top block, including a well cover of the inspection well 3;
and step one to step three, prefabricating and installing the inspection well, wherein if the inspection well main body and the prefabricated well top are constructed on site, the process of constructing on site in the step three and the step three for installing the prefabricated inspection well is carried out, and the rest steps are unchanged.
Obviously, bury the design of structure underground through above-mentioned inspection shaft, reunion corresponding construction method makes the utility model has the advantages of simple structure, construction convenience, low cost, safe and reliable, green to higher economic benefits and social have.
The embodiments of the present invention are only used for illustrating the present invention and are not used for limiting the scope of the present invention. It should also be understood that various changes and modifications of the present invention may be effected by those skilled in the art after reading the teachings herein, and such equivalents are intended to be within the scope of the appended claims.

Claims (4)

1. An inspection well burying structure comprises a foundation pit which is excavated on a processed foundation (1) and stabilized soil and has a square platform shape with a small lower part and a large upper part, and is characterized in that a sand cushion layer (2) is laid on the foundation pit base, two layers of bottom geogrids (64) are laid on the top surface of the sand cushion layer, and an inspection well (3) and a pipeline (9) communicated with the inspection well are arranged on the two layers of bottom geogrids; a slope geogrid (65) is laid on the bottom geogrid (64) on the lower layer from bottom to top towards the slope surface around the foundation pit, and an outer geogrid (61) is laid on the top surface of the stabilized soil (5) extending to the outer edge of the top surface of the foundation pit; the bottom geogrid (64) on the upper layer is upwards closely attached to and wraps the wall of the inspection well (3) to form a well side geogrid (63), and the top of the well side geogrid is cut off when reaching the bottom of the well top (31); filling backfill soil (4) to the bottom surface of the stabilized soil (5) in the enclosed space among the bottom geogrid (64), the slope geogrid (65) and the well side geogrid (63), pouring the stabilized soil (5) on the backfill soil to the same height of the stabilized soil at the outer edge of the foundation pit, and paving an inner geogrid (62) on the poured stabilized soil; the inner geogrid is horizontally laid at the bottom of the well top (31), is bent again at the well top, is vertically turned upwards and is tightly attached to the periphery of the well top in a close mode, and a plurality of soil nails (8) are embedded and fixed in the surface layer (7) in a pouring mode.
2. The manhole burying structure according to claim 1, wherein the sand cushion (2) is medium coarse sand, and has a thickness of 10-15 cm; the backfill soil (4) is gravel soil, and is backfilled layer by layer and compacted; the stabilized soil (5) is cement gravel stabilized soil, the cement content is 3% -5%, and the stabilized soil is used as a base layer of the surface layer (7); the surface layer (7) is a cement concrete pavement or an asphalt concrete pavement.
3. An embedded inspection well structure according to claim 1, wherein the plan dimension of the top (31) of the inspection well (3) is less than or equal to the plan dimension of the main body of the inspection well, and the top (31) is provided with a well cover.
4. The manhole burying structure according to claim 1, wherein the bottom geogrid (64), the slope geogrid (65), the well side geogrid (63), the outer geogrid (61) and the inner geogrid (62) are all two-way steel-plastic geogrids, the lengthening of the two-way steel-plastic geogrids is achieved by ultrasonic welding or overlapping, and the overlapping length during overlapping is not less than 50 cm.
CN202220508486.XU 2022-03-10 2022-03-10 Structure is buried underground to inspection shaft Active CN217053674U (en)

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CN202220508486.XU CN217053674U (en) 2022-03-10 2022-03-10 Structure is buried underground to inspection shaft

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202220508486.XU CN217053674U (en) 2022-03-10 2022-03-10 Structure is buried underground to inspection shaft

Publications (1)

Publication Number Publication Date
CN217053674U true CN217053674U (en) 2022-07-26

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