CN114396071B - Soil retaining assembly and connecting and bar planting anchoring method thereof - Google Patents
Soil retaining assembly and connecting and bar planting anchoring method thereof Download PDFInfo
- Publication number
- CN114396071B CN114396071B CN202210044389.4A CN202210044389A CN114396071B CN 114396071 B CN114396071 B CN 114396071B CN 202210044389 A CN202210044389 A CN 202210044389A CN 114396071 B CN114396071 B CN 114396071B
- Authority
- CN
- China
- Prior art keywords
- pile
- bored
- soil
- piles
- retaining wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The utility model relates to the technical field of soil blocking, in particular to a soil blocking assembly and a connecting and bar planting anchoring method thereof, wherein the soil blocking assembly comprises a soil blocking wall and a bored pile, an inner arc-shaped steel plate is arranged on the inner side of an annular steel reinforcement cage, an outer arc-shaped steel plate is arranged on the outer side of the annular steel reinforcement cage, the soil blocking wall is connected with connecting bar planting bars, the connecting bar planting bars penetrate through the inner arc-shaped steel plate and the outer arc-shaped steel plate, and the inner arc-shaped steel plate and the outer arc-shaped steel plate clamp the side wall of the annular steel reinforcement cage from the two sides of the side wall of the annular steel reinforcement cage through a first locking nut and a second locking nut. The utility model provides a soil retaining subassembly is through rotatory first lock nut and second lock nut for interior arc shaped steel board and outer arc shaped steel board clamp ring reinforcement cage's lateral wall from the both sides of ring reinforcement cage lateral wall, with the completion connection anchor of connecting planting muscle and bored pile, plant the muscle through adjustment second lock nut and connection, can effectively take up to be connected and plant the muscle, make to connect and plant the pulling force between muscle can effectively transfer retaining wall and the bored pile.
Description
Technical Field
The utility model relates to the technical field of soil retaining, in particular to a soil retaining assembly and a connecting and bar planting anchoring method thereof.
Background
The Lalin railway is a passage from Lassa to Linzhi of a Sichuan-Tibetan railway, is positioned in the southeast part of an autonomous region of the Tibet, is positioned in a Tibetan south valley between the Gangsu mountain and the Himalaya mountain, and is characterized in that most of line positions Yu Yalu are reserved in the Zangjiang seam area, the mountain valley along the line is deep, the climate is extremely severe, and new construction exercises and earthquakes frequently occur. The method is characterized in that the valley aeolian sand is deposited (called as 'valley aeolian sand') in the Yangtze river basin in which geological history period is widely developed to form a large amount of loose slope sand layers, the valley aeolian sand is intensively developed in wide valley sections of the river, the deposition time is relatively short, sediment particles mainly carry mechanically and physically weathered, chemical weathering is weak, the maximum thickness is 50 meters, and the natural gradient is 8-29 degrees different.
The traditional supporting and blocking structures such as pile plate walls, anchoring piles, anchor cable piles and the like are mature in technology and good in anti-seismic performance, and particularly the prestressed anchor cable piles are better in anti-seismic performance than the rigid supporting and blocking structures, and the anti-sliding piles mainly adopt manual hole digging piles, but holes are easy to collapse and difficult to form holes in loose sand layers, and manual hole digging is adopted in a large area under severe high-cold and anoxic environments, so that personal safety of workers is seriously threatened, and construction risks are high; and the soil body of the precast pile is strongly extruded by impact force in the piling process, so that the high-steep side slope body is cracked, and engineering accidents are caused. The bored pile is formed by mechanical boring, so that the manual work load is obviously reduced, the construction is facilitated, the effect that other supporting forms are difficult to reach can be achieved, and the bored pile is widely applied to structural foundation engineering such as building foundation pit supporting, side slope supporting and retaining, bridges, high-rise buildings and the like. The horizontal bearing performance of the bored pile is good, the bending resistance is strong, the deformation of the front row piles and the rear row piles are high, the horizontal bearing and anti-seismic design tend to be mature, and compared with the precast pile and the manual bored pile, the bored pile is less influenced by season climate, construction site, geological conditions and the like.
In order to solve the problems of severe cold and anoxia, high intensity earthquake, high risk of manual hole digging and the like faced by the construction of the Yalu Tibetan Jiang Hegu wind-accumulation sand railway roadbed, particularly the cutting support, chinese patent publication No. CN208023603U discloses a reinforced retaining wall structure of a cutting bored pile, wherein bored piles are arranged at one side of the cutting receiving slope along the longitudinal direction at intervals, gravity retaining walls are arranged at the side of the bored piles close to the line, and the bored piles and the retaining walls are connected into a whole through connecting reinforced bars. However, the drilled piles and the retaining walls are not crossed by how to connect and anchor the connection and reinforcement, and no connection and anchoring technology of the connection and reinforcement which takes the influence of earthquakes into consideration is involved, and no related specifications, documents or patents exist.
Disclosure of Invention
The utility model aims at: aiming at the problem that in the prior art, an immature bored pile and a retaining wall are connected with an anchoring scheme through connecting reinforcing bars, the retaining component and the connecting reinforcing bar anchoring method thereof are provided.
In order to achieve the above purpose, the technical scheme adopted by the utility model is as follows:
the utility model provides a soil retaining subassembly, includes the retaining wall with set up in the bored pile of retaining wall one side, vertical be provided with annular steel reinforcement cage in the bored pile, annular steel reinforcement cage's inboard is provided with interior arc shaped steel board, annular steel reinforcement cage's outside is provided with outer arc shaped steel board, the retaining wall is connected with and connects plants the muscle, it runs through to connect plants the muscle interior arc shaped steel board and outer arc shaped steel board, interior arc shaped steel board deviates from one side butt of annular steel reinforcement cage has first lock nut, outer arc shaped steel board deviates from one side butt of annular steel reinforcement cage has second lock nut, first lock nut with second lock nut all with connect and plant muscle screw-thread fit, make interior arc shaped steel board and outer arc shaped steel board follow the both sides of annular steel reinforcement cage lateral wall press from both sides tightly annular steel reinforcement cage's lateral wall.
According to the soil retaining assembly, the inner arc-shaped steel plate is arranged on the inner side of the annular reinforcement cage in the bored pile, the outer arc-shaped steel plate is arranged on the outer side of the annular reinforcement cage, the first lock nut and the second lock nut are in threaded fit with each other on the connecting reinforcement bar, the inner arc-shaped steel plate, the side wall of the annular reinforcement cage and the outer arc-shaped steel plate are sequentially arranged between the first lock nut and the second lock nut, and when the soil retaining assembly is constructed, the inner arc-shaped steel plate and the outer arc-shaped steel plate clamp the side wall of the annular reinforcement cage from the two sides of the side wall of the annular reinforcement cage so as to finish connection anchoring of the connecting reinforcement bar and the bored pile;
simultaneously, utilize first lock nut and second lock nut with connect and plant muscle threaded connection, through adjusting first lock nut and second lock nut in the connection position of planting on the muscle, can effectively take up the connection and plant the muscle for connect and plant the pulling force between the muscle can effectively transfer retaining wall and the bored pile.
Preferably, the number of the connecting planting bars is at least two, all the connecting planting bars are axially arranged at intervals along the bored pile, and the connecting planting bars are respectively arranged corresponding to the inner arc-shaped steel plate and the outer arc-shaped steel plate.
Preferably, the retaining wall is embedded with a reinforcing mesh, and the connecting planting bars are connected with the reinforcing mesh.
Preferably, the annular reinforcement cage comprises at least two longitudinal stressed main reinforcements arranged along the circumferential direction of the bored pile, the inner sides of the longitudinal stressed main reinforcements are connected with stiffening stirrups, the outer sides of the longitudinal stressed main reinforcements are connected with pile body spiral stirrups, and the inner arc-shaped steel plates and/or the outer arc-shaped steel plates are connected with at least one longitudinal stressed main reinforcement.
Preferably, the number of the bored piles is at least two, and all the bored piles are longitudinally arranged at intervals along the retaining wall.
The application also discloses a be arranged in this application connect in soil retaining subassembly and plant muscle anchor method, drilling stake is two at least, all drilling stake is followed the vertical interval of retaining wall sets up, contains following step:
s1, determining an internal friction angle of soil between adjacent bored piles
And the soil weight between adjacent bored pilesγThe distance between adjacent bored piles is plannedlThe size parameters of the bored pile and the size parameters of the retaining wall;
s2, based on pile spacing of adjacent bored pileslAnd obtaining adjacent drills by drilling pile dimension parametersHorizontal cross-sectional area of soil non-soil arch area between hole pilesA；
And obtains the lateral thrust born by the connection between the single bored pile and the retaining wall based on the dimension parameters of the retaining wallE；
S3, lateral thrust born by connection between single bored pile and retaining wallEAnd the number of the connecting planted bars between the planned single bored pile and the retaining wallnObtaining the following parts of the pile top of the bored pileiAxial tension borne by root connection bar plantingP i ；
S4, according to the following steps of the pile top of the bored pile obtained in the step S3iAxial tension borne by root connection bar plantingP i Calculating the result and making
Satisfy->
：
If it is
Do not satisfy->
The number of the connecting planted bars between the single bored pile and the retaining wall is adjustednRepeating steps S3 and S4 until +.>
Satisfy->
；
S5, checking the following parts of the pile tops of the bored pilesiLimit axial tension of root connection bar plantingP if ：
If it isP if ≥KP i Taking the number of the connecting planted bars between the single bored pile and the retaining wall which are planned in the step S3nThe final number of the connection bar planting between the single bored pile and the retaining wall is set;
if it isP if ＜KP i The number of the connecting planted bars between the single bored pile and the retaining wall is adjustednOr reinforcing the connection and planting the ribs, and repeating the steps S3-S5 untilP if ≥KP i
Wherein the method comprises the steps ofKThe value of the coefficient is determined according to the actual engineering requirement, and 1.1-1.2 is taken as the tension safety reserve coefficient.
According to the method for anchoring the connecting and reinforcing bars in the soil retaining component, on the basis of considering factors such as soil arch effect and earthquake influence among the bored piles, axial tension born by the connecting and reinforcing bars between the bored piles and the retaining wall in a seismic area is scientifically and reasonably determined, and effective anchoring connection of the bored piles and the retaining wall is realized.
Preferably, in step S2, the horizontal cross-sectional area of the soil non-soil arch region between adjacent bored pilesAThe method comprises the following steps:
in the method, in the process of the utility model,Athe unit m is the horizontal cross section area of a soil non-soil arch area between adjacent bored piles 2 ；lThe distance between adjacent bored piles is the unit m;dthe pile diameter of the bored pile is in unit of m;βthe included angle between the soil arch counterforce F formed on the mountain side of the bored pile and the horizontal direction is 0 DEG in unit rad<β<90º；
The unit rad is the internal friction angle between the piles of the bored pile considering the influence of the earthquake;δthe unit rad is the included angle between the maximum main stress of the soil arch formed by the soil body on the mountain leaning side of the bored pile and the fracture surface;θthe unit rad is the arch angle of the soil arch.
The application describes a method for anchoring connecting bar planting in a soil retaining assembly by considering parameters
So as to achieve the aim of connecting and anchoring the planted bars by considering the influence of earthquake.
Preferably, when
In the time-course of which the first and second contact surfaces,θtaking 0.
Preferably, in step S2, the connection between the single bored pile and the retaining wall is subjected to lateral thrustEThe method comprises the following steps:
in the method, in the process of the utility model,Ethe unit kN is the lateral thrust born by the connection between the single bored pile and the retaining wall;λthe load proportion coefficient shared by the connection between the single bored pile and the retaining wall is obtained by the connection between the single bored pile and the retaining wall, and the value of the load proportion coefficient is related to the setting size of the retaining wall in front of the pile;γ E to consider the earth weight between bored piles of seismic influence, the unit is kN/m 3 ；
The unit rad is the internal friction angle between the piles of the bored pile considering the influence of the earthquake;Hthe height of the retaining wall is m;lthe distance between adjacent bored piles is the unit m;dthe pile diameter of the bored pile is in unit of m;βthe included angle between the soil arch counterforce F formed on the mountain side of the bored pile and the horizontal direction is 0 DEG in unit rad<β<90º。
Preferably, in step S3, the bored pile top is the followingiAxial tension borne by root connection bar plantingP i The method comprises the following steps:
in the method, in the process of the utility model,P i is the following first part of the pile head of the bored pileiAxial tension born by the root connection bar planting, unit kN,i=1，2，3…；nfor single drilled pilesThe number of the connecting planted bars between the retaining walls,γ E to consider the earth weight between bored piles of seismic influence, the unit is kN/m 3 ；H i Is the following first part of the pile head of the bored pileiVertical distance between the root connection bar planting and the bored pile is in unit of m.
Preferably, the inter-pile soil internal friction angle of the bored pile taking the influence of earthquake into consideration
The method comprises the following steps: />
In the method, in the process of the utility model,
the unit rad is the internal friction angle of soil among the bored piles; />
Is the seismic angle, unit rad;
and/or the number of the groups of groups,
in the step, the soil weight among the bored piles considering the influence of earthquakeγ E The method comprises the following steps:
in the method, in the process of the utility model,γto the soil weight between the bored piles, the unit is kN/m 3 。
In summary, due to the adoption of the technical scheme, the beneficial effects of the utility model are as follows:
1. a soil retaining subassembly annular steel reinforcement cage inboard in the bored pile sets up interior arc steel sheet, the outside sets up outer arc steel sheet, threaded fit has first lock nut and second lock nut on the connection planting muscle, is interior arc steel sheet, annular steel reinforcement cage lateral wall and outer arc steel sheet between first lock nut and the second lock nut in proper order, when the construction, through rotatory first lock nut and second lock nut, makes interior arc steel sheet and outer arc steel sheet follow the both sides of annular steel reinforcement cage lateral wall press from both sides tightly annular steel reinforcement cage's lateral wall to accomplish the connection anchor of connection planting muscle and bored pile, simultaneously, utilize first lock nut and second lock nut with connection planting muscle threaded connection, through adjusting the position of first lock nut and second lock nut on the connection planting muscle, can effectively tighten the connection planting muscle for the connection planting muscle can effectively transmit the pulling force between retaining wall and the bored pile.
2. According to the method for anchoring the connecting and reinforcing bars in the soil retaining component, on the basis of considering factors such as soil arch effect and earthquake influence among the bored piles, axial tension born by the connecting and reinforcing bars between the bored piles and the retaining wall in a seismic area is scientifically and reasonably determined, and effective anchoring connection of the bored piles and the retaining wall is realized.
Drawings
Fig. 1 is a schematic view of a soil guard assembly according to the present utility model.
Fig. 2 is a schematic cross-sectional view of the arrangement of connecting bars between bored piles and retaining walls according to the present utility model.
FIG. 3 is a cross-sectional view I-I of FIG. 2 in accordance with the present utility model;
FIG. 4 is a cross-sectional view II-II of FIG. 2 in accordance with the present utility model;
FIG. 5 is a schematic view of a soil arch between bored piles according to the present utility model;
icon: 1-a retaining wall; 2-drilling a pile; 2.0-annular reinforcement cage; 2.1-longitudinal stress main tendons; 2.2-pile body spiral stirrups; 3.1-inner arc steel plate; 3.2-outer arc steel plate; 4-connecting the planted bars; 4.1-a first lock nut; 4.2-a second lock nut; 5-a soil non-soil arch area between piles; 6-soil arch ring.
Detailed Description
The present utility model will be described in detail with reference to the accompanying drawings.
The present utility model will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present utility model more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the utility model.
Example 1
As shown in fig. 1-4, a soil retaining assembly according to this embodiment includes a soil retaining wall 1, the steel reinforcement net 1.1 has been buried in the soil retaining wall 1, 1 one side of soil retaining wall is provided with drilling pile 2, vertically in the drilling pile 2 is provided with annular steel reinforcement cage 2.0, annular steel reinforcement cage 2.0's inboard is provided with interior arc steel sheet 3.1, annular steel reinforcement cage 2.0's outside is provided with outer arc steel sheet 3.2, soil retaining wall 1 is connected with and connects planting muscle 4, specifically, connect planting muscle 4 with steel reinforcement net 1.1 is connected, connect planting muscle 4 run through interior arc steel sheet 3.1 and outer arc steel sheet 3.2, one side butt that interior arc steel sheet 3.1 deviates from annular steel reinforcement cage 2.0 has first lock nut 4.1, one side butt that outer arc steel sheet 3.2 deviates from annular steel reinforcement cage 2.0 has second lock nut 4.1, first and second lock nut 4.1 with annular steel reinforcement cage 3.1 the both sides are connected with the steel reinforcement cage 2.0 and are pressed from the lock nut 3.0.
Specifically, there are at least two bored piles 2, and all the bored piles 2 are arranged at intervals along the retaining wall 1 in the longitudinal direction.
And for the same bored pile 2, connect and plant muscle 4 at least two, all connect and plant muscle 4 along bored pile 2 axial interval arrangement, connect and plant muscle 4 respectively with interior arc steel sheet 3.1 and outer arc steel sheet 3.2 correspond the setting, connect and plant muscle 4 with interior arc steel sheet 3.1 and outer arc steel sheet 3.2 can the one-to-one, also run through on can an interior arc steel sheet 3.1 and be provided with two at least connection and plant muscle 4, interior arc steel sheet 3.1 and outer arc steel sheet 3.2 are the one-to-one generally.
The curvature of the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 generally depends on the curvature of the corresponding parts of the annular steel reinforcement cage 2.0 and the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2, so that the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 can be better attached and connected with the side wall of the annular steel reinforcement cage 2.0.
On the basis of the above, in a further preferred mode, the number of the connecting planting bars 4 is at least two, all the connecting planting bars 4 are axially arranged at intervals along the bored pile 2, and the connecting planting bars 4 are respectively arranged corresponding to the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2.
On the basis of the above, in a further preferred mode, the annular reinforcement cage 2.0 comprises at least two longitudinal stress main reinforcements 2.1 circumferentially arranged along the bored pile 2, the inner side of the longitudinal stress main reinforcements 2.1 is connected with stiffening stirrups 2.3, the outer side of the longitudinal stress main reinforcements 2.1 is connected with pile body spiral stirrups 2.2, and the inner arc-shaped steel plates 3.1 and/or the outer arc-shaped steel plates 3.2 are connected with at least one longitudinal stress main reinforcement 2.1.
On the basis of the above, it is further preferable that at least two of the bored piles 2 are provided, and all of the bored piles 2 are disposed at intervals in the longitudinal direction of the retaining wall 1.
The beneficial effects of this embodiment are: according to the soil retaining assembly, the inner side of the annular steel reinforcement cage 2.0 in the bored pile 2 is provided with the inner arc-shaped steel plate 3.1, the outer side of the annular steel reinforcement cage 2.0 is provided with the outer arc-shaped steel plate 3.2, the connecting planting bars 4 are in threaded fit with the first locking nuts 4.1 and the second locking nuts 4.1, the inner arc-shaped steel plate 3.1, the side wall of the annular steel reinforcement cage 2.0 and the outer arc-shaped steel plate 3.2 are sequentially arranged between the first locking nuts 4.1 and the second locking nuts 4.1, and during construction, the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 clamp the side wall of the annular steel reinforcement cage 2.0 from the two sides of the side wall of the annular steel reinforcement cage 2.0 so as to complete connection anchoring of the connecting planting bars 4 and the bored pile 2;
simultaneously, utilize first lock nut 4.1 and second lock nut 4.1 with connect and plant muscle 4 threaded connection, through adjusting second lock nut 4.1 and connect the position of planting muscle 4, can effectively take up and connect and plant muscle 4 for connect and plant the pulling force between muscle 4 can effectively transfer retaining wall 1 and the bored pile 2.
Example 2
A method for anchoring a connecting bar in a soil retaining assembly according to the present application, wherein the number of the bored piles 2 is at least two, and all the bored piles 2 are arranged at intervals along the longitudinal direction of the soil retaining wall 1, comprising the following steps:
s1, determining an internal friction angle between 2 piles of adjacent bored piles
And the soil weight between 2 piles of adjacent bored pilesγAnd (3) setting the distance between 2 piles of adjacent bored pileslThe dimensional parameters of the bored pile 2 and the dimensional parameters of the retaining wall 1;
s2, based on distance between 2 piles of adjacent bored pileslAnd the dimension parameters of the bored piles 2 to obtain the horizontal cross-sectional area of the soil non-soil arch area 5 between the piles of the adjacent bored piles 2AThe soil arch rings 6 are arranged between the adjacent bored piles 2, and soil at the inner sides of the soil arch rings 6 is a soil non-soil arch region 5 between the bored piles 2;
and obtains the lateral thrust born by the connection between the single bored pile 2 and the retaining wall 1 and the planted bar 4 based on the dimension parameter of the retaining wall 1E；
S3, based on the lateral thrust born by the connection of the single bored pile 2 and the retaining wall 1 and the planted bars 4EAnd the number of the connecting planting bars 4 between the planned single bored pile 2 and the retaining wall 1nObtaining the following point of the pile top of the bored pile 2iAxial tension borne by root connection bar planting 4P i ；
S4, according to the following point of the pile top of the bored pile 2 obtained in the step S3iAxial tension borne by root connection bar planting 4P i Calculation result, determination
Whether or not to meet->
If->
Satisfy->
Taking the number of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1 which are drawn out in the step S3nThe final number of the connection bar planting 4 between the single bored pile 2 and the retaining wall 1 in the step is as follows; if->
Do not satisfy->
The number of the connection planting bars 4 between the single bored pile 2 and the retaining wall 1 is adjustednRepeating steps S3 and S4 until +.>
Satisfy->
；
S5, checking the following parts of the pile tops of the bored piles 2iLimit axial tension of root connection bar planting 4P if ：
If it isP if ≥KP i Taking the number of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1 which are drawn out in the step S3nThe final number of the connection bar planting 4 between the single bored pile 2 and the retaining wall 1;
if it isP if ＜KP i The number of the connection planting bars 4 between the single bored pile 2 and the retaining wall 1 is adjustednOr reinforcing the connection bar 4, and repeating the steps S3-S5 untilP if ≥KP i ，
Wherein the method comprises the steps ofKThe value of the coefficient is determined according to the actual engineering requirement, and 1.1-1.2 is taken as the tension safety reserve coefficient.
In the scheme, the reinforced connecting bar planting 4 comprises connecting bar planting 4 with higher strength, wherein the reinforced connecting bar planting 4 is connected with the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2, so as to strengthen the biting force of the first locking nut 4.1 or the second locking nut 4.2 and the connecting bar planting 4,
the connecting bar planting 4 with higher strength can be obtained by increasing the material strength or the cross-sectional area of the connecting bar planting 4.
The reinforced connection bar planting 4 is connected with the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2, and the number of the first locking nuts 4.1 or the second locking nuts 4.2 can be increased or the shape selection of the first locking nuts 4.1 or the second locking nuts 4.2 or the thread tooth shape of the first locking nuts or the second locking nuts can be changed.
In the above scheme, ifP if ＜KP i It means that the pressure applied to the retaining wall is too great and the transmission to the connection beads 4 will cause damage to the tightening nuts, so that the connection beads are not pulled out.
Preferably, in step S2, the horizontal cross-sectional area of the soil non-soil arch region 5 between the piles of adjacent bored piles 2AThe method comprises the following steps:
in the method, in the process of the utility model,Athe unit m is the horizontal cross section area of the soil non-soil arch area 5 between the piles of the adjacent bored piles 2 2 ；lThe distance between every two adjacent bored piles 2 is in unit of m;dthe pile diameter of the bored pile 2 is in m;βthe unit rad is the included angle between the soil arch counterforce F formed by the soil body on the mountain side of the bored pile 2 and the horizontal direction, and the unit rad is 0 degree<β<90º；
In order to consider the internal friction angle of soil among 2 piles of the bored pile under the influence of earthquake, the unit rad;δthe unit rad is the included angle between the maximum main stress of the soil arch formed by the soil body on the mountain side of the bored pile 2 and the fracture surface;θthe unit rad is the arch angle of the soil arch.
By taking into account parameters
So as to achieve the aim of connecting and anchoring the planted bars by considering the influence of earthquake.
Preferably, when
In the time-course of which the first and second contact surfaces,θtaking 0.
Preferably, in step S2, the lateral thrust force borne by the connection between the single bored pile 2 and the retaining wall 1 and the planted bars 4EThe method comprises the following steps:
in the method, in the process of the utility model,Ethe unit kN is the lateral thrust born by the connection between the single bored pile 2 and the retaining wall 1 and the connection between the reinforced bar 4;λthe load proportion coefficient shared by the connection bar planting 4 between the single bored pile 2 and the retaining wall 1 is the value of which is related to the setting size of the retaining wall 1 in front of the pile;γ E to consider the earth weight between 2 piles of a bored pile under the influence of earthquake, the unit is kN/m 3 ；
In order to consider the internal friction angle of soil among 2 piles of the bored pile under the influence of earthquake, the unit rad;Hthe height of the retaining wall 1 is given by the unit m;lthe distance between every two adjacent bored piles 2 is in unit of m;dthe pile diameter of the bored pile 2 is in m;βthe unit rad is the included angle between the soil arch counterforce F formed by the soil body on the mountain side of the bored pile 2 and the horizontal direction, and the unit rad is 0 degree<β<90º；。
Preferably, in step S3, the bored pile 2 is set to the following positioniAxial tension borne by root connection bar planting 4P i The method comprises the following steps:
in the method, in the process of the utility model,P i is the following part of the pile head of the bored pile 2iThe axial pulling force born by the root connection bar planting 4, the unit kN,i=1，2，3…；nfor the number of the connection bar planting 4 between the single bored pile 2 and the retaining wall 1,γ E to consider the earth weight between 2 piles of a bored pile under the influence of earthquake, the unit is kN/m 3 ；H i Is the following part of the pile head of the bored pile 2iThe vertical distance between the root connection bar planting 4 and the bored pile 2 is in m.
Preferably, the inter-pile internal friction angle of the bored pile 2 considering the influence of the earthquake
Concrete embodimentsThe method comprises the following steps:
in the method, in the process of the utility model,
the unit rad is the internal friction angle of soil among the piles of the bored pile 2; />
Is the seismic angle, unit rad;
and/or the number of the groups of groups,
in the step 4, the earth weight between 2 piles of the bored pile considering the influence of the earthquakeγ E The method comprises the following steps:
in the method, in the process of the utility model,γfor the soil weight between 2 piles of the bored pile, the unit is kN/m 3 。
In practice, the method is as follows:
1 determining the internal friction angle of soil between 2 piles of adjacent bored piles through on-site geological drilling revealing and indoor geotechnical testing
Determining the soil weight between 2 piles of adjacent bored piles by radγUnits of kN/m 3 ；
2, an inner arc steel plate 3.1 is arranged on the inner side of a longitudinal stressed main rib 2.1 circumferentially arranged on a bored pile 2, an outer arc steel plate 3.2 is arranged on the outer side of the longitudinal stressed main rib 2.1 circumferentially arranged on the bored pile 2, a connecting planting rib 4 passes through central round holes of the outer arc steel plate 3.2 and the inner arc steel plate 3.1, then the connecting planting rib 4 is locked and anchored on the inner arc steel plate 3.1 and the outer arc steel plate 3.2 through two locking nuts L.1, the round hole axes of the inner arc steel plate 3.1 and the outer arc steel plate 3.2 are positioned between the two longitudinal stressed main ribs 2.1 and are perpendicular to the blank surface of a rib planting retaining wall 1 of the bored pile 2, and the arc steel plates are tightly welded on the longitudinal stressed main rib 2.1 of the bored pile 2;
3 determining the horizontal cross-sectional area of the soil non-soil arch area 5 between the piles of the adjacent bored piles 2 by the following formulaA：
In the method, in the process of the utility model,Athe unit m is the horizontal cross section area of the soil non-soil arch area 5 between the piles of the adjacent bored piles 2 2 ；lThe distance between every two adjacent bored piles 2 is in unit of m;dthe pile diameter of the bored pile 2 is in m;
when->
In the time-course of which the first and second contact surfaces,θtaking 0;βis the included angle between the soil arch counterforce F formed by the soil body on the mountain side of the bored pile 2 and the horizontal direction, and the unit rad,
and 0 degree<β<90º；/>
In order to consider the internal friction angle of soil among 2 piles of the bored pile under the influence of earthquake, the unit rad;δis the included angle between the maximum main stress of the soil arch formed by the soil body on the mountain side of the bored pile 2 and the fracture surface,
units of rad;
4 determining the lateral thrust born by the connection between the single bored pile 2 and the retaining wall 1 and the planted bars 4 by the following formulaE：
In the method, in the process of the utility model,Ethe unit kN is the lateral thrust born by the connection between the single bored pile 2 and the retaining wall 1 and the connection between the reinforced bar 4;λthe load proportion coefficient shared by the connection bar planting 4 between the single bored pile 2 and the retaining wall 1 is the value of which is related to the setting size of the retaining wall 1 in front of the pile;γ E to consider the earth weight between 2 piles of a bored pile under the influence of earthquake, the unit is kN/m 3 ；HThe height of the retaining wall 1 is given by the unit m;
5 are arranged between the single bored pile 2 and the retaining wall 1 at equal intervalsnThe root connection bar planting 4 determines the following point of the pile top of the bored pile 2 according to the following formulaiAxial tension borne by root connection bar planting 4P i ：
In the method, in the process of the utility model,P i is the following part of the pile head of the bored pile 2iThe axial pulling force born by the root connection bar planting 4, the unit kN,i=1，2，3…；nfor the number of the connection bar planting 4 between the single bored pile 2 and the retaining wall 1,γ E to consider the earth weight between 2 piles of a bored pile under the influence of earthquake, the unit is kN/m 3 ；H i Is the following part of the pile head of the bored pile 2iThe vertical distance between the root connection bar planting 4 and the bored pile 2 is in unit of m;
6 connection bar planting 4 design axial tension judgment
According to the following steps of the step 5, drilling the pile 2 pile topiAxial tension borne by root connection bar planting 4P i Calculation result, determination
Whether or not to meet->
If->
Satisfy->
The number of the connecting planting bars 4 between the single bored pile 2 selected in the step 5 and the retaining wall 1 is reasonable; if->
Do not satisfy->
The number of the connection planting bars 4 between the single bored pile 2 and the retaining wall 1 in the step 5 is adjusted until +.>
Satisfy->
To determine the reasonable number of the connecting planting bars 4.
7 drilling the pile 2 according to the step 2, and the pile top is belowiThe root connection bar planting 4 is anchored at the design position of the longitudinal stress main bar 2.1, the anchoring effect of the connection bar planting 4 is detected by adopting a tension tester, and the position below the pile top of the bored pile 2 isiLimit axial tension of root connection bar planting 4P if ≥KP i ，KThe value of the coefficient is determined according to the actual engineering requirement, and 1.1-1.2 is taken as the tension safety reserve coefficient.
In the step 3, the inter-pile internal friction angle of the bored pile 2 considering the seismic influence
Is determined by the following formula:
in the method, in the process of the utility model,
the unit rad is the internal friction angle of soil among the piles of the bored pile 2; />
Is the seismic angle, unit rad;
the seismic angle
According to the peak acceleration of the earthquake motionA g Values are taken as in table 1 below:
TABLE 1 earthquake angle
According to earthquakeDynamic peak accelerationA g
In the step 4, the earth weight between 2 piles of the bored pile considering the influence of the earthquakeγ E Is determined by the following formula:
in the method, in the process of the utility model,γfor the soil weight between 2 piles of the bored pile, the unit is kN/m 3 。
The beneficial effects of this embodiment are: according to the method for anchoring the connecting and reinforcing bars in the soil retaining component, on the basis of considering factors such as soil arch effect and earthquake influence among the bored piles, axial tension born by the connecting and reinforcing bars 4 between the bored piles and the soil retaining wall in a seismic area is scientifically and reasonably determined, and effective anchoring connection of the bored piles and the soil retaining wall is realized.
Example 3
The embodiment further illustrates a method for anchoring the connecting bar in the soil retaining assembly by a specific test:
some sections of railway are located in a deep mountain Gao Gu, and have extremely bad weather. The overall topography is relatively flat, the elevation of the ground surface is 2930-2960 m, the relative height difference of the ground surface is about 30m, and the ground surface is mostly a barren land and is covered by a small amount of vegetation. The covering layer of the section is mainly a fourth system for flushing and laminating fine sand and pebble soil, the groundwater level is 12m below the ground surface, and the peak acceleration of the earthquake motion in the section is 0.3g. DK395+ 570.5-DK395+620, a cutting bored pile 2 reinforced retaining wall 1 is arranged on the left side of the line, and the height of the retaining wall 1 is equal to that of the retaining wallH=7.0m. 2 pile spacing of drilled pilesl=2.0m, diameterdThe pile length is 9.0 m-20.0 m, the pile body adopts C35 concrete pouring. After leveling by spraying C25 concrete between piles, setting a cutting retaining wall 1 in front of the piles.
In order to effectively connect the bored pile 2 with the retaining wall 1, the method is adopted to implement the reinforcement planting anchoring of the reinforced retaining wall 1 by the bored pile 2 in sections DK395+570.5 to DK395+620 of the Ralin railway, and the concrete steps are as follows:
1 determining the internal friction angle of soil between 2 piles of adjacent bored piles through on-site geological drilling revealing and indoor geotechnical testing
=0.218 rad, determining the soil weight between 2 piles of adjacent bored pilesγ=19kN/m 3 ；
2, arranging an inner arc-shaped steel plate 3.1 on the inner side of a longitudinal stressed main rib 2.1 circumferentially arranged on a bored pile 2, arranging an outer arc-shaped steel plate 3.2 on the outer side of the longitudinal stressed main rib 2.1 circumferentially arranged on the bored pile 2, and locking and anchoring the connecting planting rib 4 on the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 through two first locking nuts 4.1 and second locking nuts 4.2 after the connecting planting rib 4 passes through central round holes of the outer arc-shaped steel plate 3.2 and the inner arc-shaped steel plate 3.1;
3 seismic angle according to the method of the utility model
Taking 0.039 rad, and determining the horizontal cross-sectional area of the soil non-soil arch area 5 between the piles of the adjacent bored piles 2A=0.857m 2 ；
4 according to the method of the present utility model,λtaking 0.2, thereby determining the lateral thrust born by the connection between the single bored pile 2 and the retaining wall 1 and the planted bars 4E=19.474kN；
5 connecting and planting bars 4 are arranged between a single bored pile 2 and the retaining wall 1 at equal intervals, and according to the method of the utility model, the following position of the pile top of the bored pile 2 is determinediAxial tension borne by root connection bar planting 4P i As shown in Table 2
Table 2 calculation results
| i | H i | P i | K | KP i | |
|
| kN | kN | |||
| 1 | 0.5 | 6.082 | 1.15 | 6.995 | |
| 2 | 1.5 | 5.215 | 1.15 | 5.997 | |
| 3 | 2.5 | 4.276 | 1.15 | 4.917 | |
| 4 | 3.5 | 3.260 | 1.15 | 3.749 | |
| 5 | 4.5 | 2.162 | 1.15 | 2.486 |
6 due to
Therefore, the number of the connecting planting bars 4 between the single drilling pile 2 selected in the step 5 and the retaining wall 1 is reasonable.
7 drilling the pile 2 according to the step 2, and the pile top is belowiThe root connection bar planting 4 is anchored at the design position of the longitudinal stress main bar 2.1, the anchoring effect of the connection bar planting 4 is detected by adopting a tension tester, and the tension safety reserve coefficient is calculatedKTaking 1.15, and taking the drilled pile 2 below the pile topiLimit axial tension of root connection bar planting 4P if ≥KP i See table 2.
The beneficial effects of this embodiment are: the utility model provides a method for anchoring the bored pile embedded bar retaining wall embedded bar by considering the factors such as the soil arch effect and the earthquake effect among bored piles, which scientifically and reasonably determines the axial tension born by the connection embedded bar between the bored piles and the retaining wall in the earthquake region and realizes the effective anchoring connection of the bored piles and the retaining wall.
The foregoing description of the preferred embodiments of the utility model is not intended to be limiting, but rather is intended to cover all modifications, equivalents, and alternatives falling within the spirit and principles of the utility model.
Claims (9)
1. The method for anchoring the connecting and planting reinforcement in the soil retaining assembly is characterized in that the soil retaining assembly comprises a soil retaining wall (1) and a bored pile (2) arranged on one side of the soil retaining wall (1), an annular reinforcement cage (2.0) is vertically arranged in the bored pile (2), and the method is characterized in that an inner arc-shaped steel plate (3.1) is arranged on the inner side of the annular reinforcement cage (2.0), an outer arc-shaped steel plate (3.2) is arranged on the outer side of the annular reinforcement cage (2.0), the soil retaining wall (1) is connected with a connecting and planting reinforcement (4), the connecting and planting reinforcement (4) penetrates through the inner arc-shaped steel plate (3.1) and the outer arc-shaped steel plate (3.2), a first locking nut (4.1) is abutted to one side, deviating from the annular reinforcement cage (2.0), of the outer arc-shaped steel plate (3.2) is abutted to a second locking nut (4.2), and the first locking nut (4.1) is tightly clamped with the annular reinforcement cage (2.0), and the first locking nut (4.1) and the second locking nut (2.0) are tightly clamped with the annular reinforcement cage (2.0) from the two sides of the annular reinforcement cage (2.0);
the anchoring method comprises the following steps:
s1, determining an internal friction angle between piles of adjacent bored piles (2)
And the soil weight between adjacent bored piles (2)γThe pile spacing between adjacent bored piles (2) is plannedlThe size parameters of the bored pile (2) and the size parameters of the retaining wall (1);
s2, based onPile spacing between adjacent bored piles (2)lAnd the dimension parameters of the bored piles (2) to obtain the horizontal cross-sectional area of the soil non-soil arch area (5) between the piles of the adjacent bored piles (2)A；
And obtains the lateral thrust born by the connection of the embedded ribs (4) between the single bored pile (2) and the retaining wall (1) based on the dimension parameters of the retaining wall (1)E；
S3, based on the lateral thrust born by the connection of the single bored pile (2) and the retaining wall (1) and the planted bars (4)EAnd the number of the connecting planting bars (4) between the planned single drilling pile (2) and the retaining wall (1)nObtaining the following parts of the pile top of the bored pile (2)iAxial tension borne by root connection bar (4)P i ；
S4, according to the following parts of the pile tops of the bored piles (2) obtained in the step S3iAxial tension borne by root connection bar (4)P i Calculating the result and making
Satisfy->
：
If it is
Do not satisfy->
The number of the connection planting bars (4) between the single bored pile (2) and the retaining wall (1) is adjustednRepeating steps S3 and S4 until +.>
Satisfy->
；
S5, checking the following parts of the pile tops of the bored piles (2)iLimit axial tension of root connection bar (4)P if ：
If it isP if ≥KP i Taking the number of the connecting planting bars (4) between the single bored pile (2) and the retaining wall (1) which are planned in the step S3nThe final number of the planting bars (4) is connected between the single bored pile (2) and the retaining wall (1);
if it isP if ＜KP i The number of the connection planting bars (4) between the single bored pile (2) and the retaining wall (1) is adjustednOr reinforcing the connection bar (4) and repeating the steps S3-S5 untilP if ≥KP i ，
Wherein the method comprises the steps ofKThe value of the coefficient is determined according to the actual engineering requirement, and 1.1-1.2 is taken as the tension safety reserve coefficient.
2. The method for anchoring the connecting planting bars in the soil retaining assembly according to claim 1, wherein the number of the connecting planting bars (4) is at least two, all the connecting planting bars (4) are axially arranged at intervals along the bored pile (2), and the connecting planting bars (4) are respectively arranged corresponding to the inner arc-shaped steel plate (3.1) and the outer arc-shaped steel plate (3.2).
3. A method for anchoring connection and reinforcement in a soil retaining assembly according to claim 1, characterized in that the annular reinforcement cage (2.0) comprises at least two longitudinal stressed main bars (2.1) circumferentially arranged along the bored pile (2), the inner side of the longitudinal stressed main bars (2.1) is connected with stiffening stirrups (2.3), the outer side of the longitudinal stressed main bars (2.1) is connected with pile body spiral stirrups (2.2), and the inner arc steel plates (3.1) and/or the outer arc steel plates (3.2) are connected with at least one of the longitudinal stressed main bars (2.1).
4. A method for connecting and planting bars in a soil retaining assembly according to claim 1, characterized in that there are at least two of said bored piles (2), all of said bored piles (2) being arranged at intervals longitudinally along said retaining wall (1).
5. A method for anchoring a joint bar implant in a soil retaining assembly according to claim 1, characterized in that in step S2, the soil between adjacent bored piles (2) is of non-soil arch area (5) horizontal cross-sectionAThe method comprises the following steps:
in the method, in the process of the utility model,Athe unit m is the horizontal cross-section area of a soil non-soil arch area (5) between adjacent bored piles (2) 2 ；lThe pile spacing of adjacent bored piles (2) is in m;dthe pile diameter of the bored pile (2) is in unit of m;βthe included angle between the soil arch counterforce F formed by the soil body on the mountain side of the bored pile (2) and the horizontal direction is 0 degree in unit rad<β<90º；
The unit rad is the internal friction angle between piles of the bored pile (2) considering the seismic influence;δthe unit rad is the included angle between the maximum main stress of the soil arch formed by the soil body on the mountain side of the bored pile (2) and the fracture surface;θthe unit rad is the arch angle of the soil arch.
6. A method for connecting a bar planting anchor in a soil block assembly as set forth in claim 5, wherein when
In the time-course of which the first and second contact surfaces,θtaking 0.
7. The anchoring method for connecting the planted bars in the soil retaining assembly according to claim 1, wherein in the step S2, the lateral thrust force born by the connecting planted bars (4) between the single bored pile (2) and the soil retaining wall (1)EThe method comprises the following steps:
in the method, in the process of the utility model,Ethe unit kN is the lateral thrust born by the connection of the single bored pile (2) and the retaining wall (1) and the planting bar (4);λthe method comprises the steps that a load proportion coefficient shared by a single bored pile (2) and a retaining wall (1) is connected with a planting bar (4), and the value of the load proportion coefficient is related to the set size of the retaining wall (1) in front of the pile;γ E to consider the earth weight between the bored piles (2) of the seismic influence, the unit is kN/m 3 ；
The unit rad is the internal friction angle between piles of the bored pile (2) considering the seismic influence;Hthe height of the retaining wall (1) is given by the unit m; lthe pile spacing of adjacent bored piles (2) is in m;dthe pile diameter of the bored pile (2) is in unit of m;βthe included angle between the soil arch counterforce F formed by the soil body on the mountain side of the bored pile (2) and the horizontal direction is 0 degree in unit rad<β<90º。
8. The method for anchoring connection beads in a soil blocking assembly as claimed in claim 1, wherein in step S3, the bored pile (2) is set to the following pointiAxial tension borne by root connection bar (4)P i The method comprises the following steps:
in the method, in the process of the utility model,P i is the following part of the pile top of the bored pile (2)iThe axial pulling force born by the root connection bar (4) is in units of kN,i=1，2，3…；nthe number of the planting bars (4) is the number of the connection between the single bored pile (2) and the retaining wall (1),γ E to consider the earth weight between the bored piles (2) of the seismic influence, the unit is kN/m 3 ；H i Is the following part of the pile top of the bored pile (2)iThe vertical distance between the root connection bar (4) and the bored pile (2) is in m.
9. A method for anchoring a joint reinforcement in a soil retaining assembly according to any one of claims 1-8, wherein the inter-pile internal friction angle of the bored pile (2) is considered in view of the seismic influence
The method comprises the following steps:
in the method, in the process of the utility model,
the unit rad is the internal friction angle of soil among the bored piles (2); />
Is the seismic angle, unit rad;
and/or the number of the groups of groups,
in the step (4), the inter-pile soil weight of the bored pile (2) considering the influence of the earthquakeγ E The method comprises the following steps:
in the method, in the process of the utility model,γfor the soil weight between the bored piles (2) and the piles, the unit is kN/m 3 。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210044389.4A CN114396071B (en) | 2022-01-14 | 2022-01-14 | Soil retaining assembly and connecting and bar planting anchoring method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210044389.4A CN114396071B (en) | 2022-01-14 | 2022-01-14 | Soil retaining assembly and connecting and bar planting anchoring method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114396071A CN114396071A (en) | 2022-04-26 |
| CN114396071B true CN114396071B (en) | 2023-05-16 |
Family
ID=81231978
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210044389.4A Active CN114396071B (en) | 2022-01-14 | 2022-01-14 | Soil retaining assembly and connecting and bar planting anchoring method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114396071B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116837896B (en) * | 2023-08-31 | 2023-11-24 | 中国建筑科学研究院有限公司 | Intelligent control prestress self-balancing arch ring soil retaining mechanism and use method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5468098A (en) * | 1993-07-19 | 1995-11-21 | Babcock; John W. | Segmental, anchored, vertical precast retaining wall system |
| FR2796971A1 (en) * | 1999-07-30 | 2001-02-02 | Joseph Golcheh | Method for reinforcing retaining wall involves reinforcing elements having tractive working part with attaching part linked to module of wall, and mobilizing part placed inside resistant zone |
| US6299386B1 (en) * | 1999-06-09 | 2001-10-09 | R. John Byrne | Method and apparatus for a shoring wall |
| CN111851571A (en) * | 2020-07-30 | 2020-10-30 | 深圳市岩土综合勘察设计有限公司 | Construction method of inter-pile soil retaining plate |
| CN214245816U (en) * | 2021-01-20 | 2021-09-21 | 河南中原岩土工程有限公司 | Bar planting retaining wall structure of cutting cast-in-situ bored pile |
Family Cites Families (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6536181B1 (en) * | 1999-01-13 | 2003-03-25 | Won Kee Hong | Composite retaining wall and construction method for underground structure |
| CN201377091Y (en) * | 2009-03-25 | 2010-01-06 | 贵州省交通规划勘察设计研究院 | Permanent retaining-wall structure constructed with geobags and soil nails |
| CN106638675A (en) * | 2017-01-11 | 2017-05-10 | 重庆建工住宅建设有限公司 | Reverse structural steel and bamboo splint soil retaining construction method |
| CN208023603U (en) * | 2017-11-13 | 2018-10-30 | 中铁二院工程集团有限责任公司 | A kind of bar planting barricade construction of cutting cast-in-situ bored pile |
| CN109024721B (en) * | 2018-07-21 | 2020-08-14 | 四川启创建设工程有限公司 | Reinforced foundation and method for improving bending and shearing resistance of existing building rigid foundation |
| CN109763513B (en) * | 2018-12-11 | 2021-04-20 | 长沙理工大学 | Construction method of anchor cable lattice and modified soil retaining wall composite supporting and retaining structure |
| CN210597650U (en) * | 2019-08-26 | 2020-05-22 | 北京国电德安电力工程有限公司 | Beam bottom rear embedded bar embedded part structure |
| CN211547694U (en) * | 2019-12-02 | 2020-09-22 | 山西华晋岩土工程勘察有限公司 | Bored concrete pile steel reinforcement cage location centering device |
| CN111199070B (en) * | 2020-01-27 | 2024-04-26 | 贵州星隆迪岩土工程有限公司 | Design method of pile support two-layer retaining wall |
| CN111173264A (en) * | 2020-02-25 | 2020-05-19 | 中建四局第一建筑工程有限公司 | Unilateral formwork supporting construction device and construction method for basement outer wall |
| CN212427112U (en) * | 2020-04-30 | 2021-01-29 | 广东万宜基础工程有限公司 | Steel-pipe pile foundation pit supporting construction |
| CN212611713U (en) * | 2020-06-29 | 2021-02-26 | 中铁二院工程集团有限责任公司 | Bearing platform type pile plate wall structure |
| CN212714828U (en) * | 2020-07-20 | 2021-03-16 | 中铁二局第五工程有限公司 | Rubbish heap body soil and rock retaining dam reinforcing system |
| CN112281886A (en) * | 2020-10-13 | 2021-01-29 | 中国建筑第八工程局有限公司 | Waterproof and structure integration construction structure of two-in-one interior lining wall |
| CN214219732U (en) * | 2020-12-28 | 2021-09-17 | 中国能源建设集团云南省电力设计院有限公司 | Connecting structure of mechanical rotary digging slide-resistant pile and earth-retaining plate |
| CN113152544A (en) * | 2021-03-11 | 2021-07-23 | 新疆维吾尔自治区交通规划勘察设计研究院 | Adjustable reinforced earth retaining wall repairing device and construction method |
| CN113882425B (en) * | 2021-11-25 | 2023-02-21 | 山东建筑大学 | Hole digging foundation structure for high and steep slope and construction method |
-
2022
- 2022-01-14 CN CN202210044389.4A patent/CN114396071B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5468098A (en) * | 1993-07-19 | 1995-11-21 | Babcock; John W. | Segmental, anchored, vertical precast retaining wall system |
| US6299386B1 (en) * | 1999-06-09 | 2001-10-09 | R. John Byrne | Method and apparatus for a shoring wall |
| FR2796971A1 (en) * | 1999-07-30 | 2001-02-02 | Joseph Golcheh | Method for reinforcing retaining wall involves reinforcing elements having tractive working part with attaching part linked to module of wall, and mobilizing part placed inside resistant zone |
| CN111851571A (en) * | 2020-07-30 | 2020-10-30 | 深圳市岩土综合勘察设计有限公司 | Construction method of inter-pile soil retaining plate |
| CN214245816U (en) * | 2021-01-20 | 2021-09-21 | 河南中原岩土工程有限公司 | Bar planting retaining wall structure of cutting cast-in-situ bored pile |
Non-Patent Citations (3)
| Title |
|---|
| 张宗堂 ; .刚架桩板式挡土墙受力分析及应用研究.铁道标准设计.2017,(10),第66-69页. * |
| 王明珉 ; 王桂林 ; 吴曙光 ; .地震作用下桩间挡土构件主动土压力极限分析方法.岩土工程学报.2015,(12),第175-181页. * |
| 秦立科 ; 王晓谋 ; 李云璋 ; .基于水平土拱效应的桩间挡土板土压力计算研究.工程地质学报.2009,(02),第274-280页. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114396071A (en) | 2022-04-26 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105155554B (en) | A kind of deep basal pit of arching system | |
| CN106013171B (en) | A kind of semi-rigid supporting construction semi-flexible and method of deep-foundation side wall | |
| CN114396071B (en) | Soil retaining assembly and connecting and bar planting anchoring method thereof | |
| CN110206038B (en) | Supporting structure at external corner of concave foundation pit and construction method | |
| CN110219300B (en) | Construction process of partially-bonded prestressed uplift anchor rod | |
| US20200284241A1 (en) | Wind turbine foundation and method of constructing a wind turbine foundation | |
| CN105970970A (en) | Pre-stressed anchor cable supporting construction method for near-railway deep foundation pit | |
| CN113356194A (en) | Umbrella-shaped reducing reinforcement cage, umbrella-shaped cage core bag and anchor rod | |
| CN111877366A (en) | Combined type foundation pit supporting structure and construction method thereof | |
| CN114413839A (en) | Device and method for monitoring complete overlapping section of up-down overlapping type tunnel | |
| CN113235638A (en) | Construction method of composite pile foundation with long pile and short pile integrated | |
| CN113107019A (en) | Pre-buried anchor rod connecting structure passing through pre-built building and construction method thereof | |
| CN113279402A (en) | Chain weft and grid mesh type reducing reinforcement cage and anchor rod | |
| CN104452798B (en) | Offshore wind turbine foundation structure and equipment and construction method of offshore wind turbine foundation equipment | |
| CN112196345A (en) | Deviation rectifying and reinforcing method for coal washing tower | |
| Yuliet et al. | Structural Evaluation of Nurul Haq Shelter Building Constructed on Liquefaction Prone Area in Padang City-Indonesia | |
| CN117027048A (en) | Construction method of reinforcement-embedded retaining wall with wind-deposited sand bored piles in plateau valley | |
| CN113322982A (en) | Method for managing landslide of accumulation layer | |
| CN113090193A (en) | Ground anchor enlarged footing stock | |
| CN104164880B (en) | Multistage H type soil blocking pile and construction method thereof | |
| CN214993953U (en) | A supporting construction that is arranged in deep basal pit construction soil nail bank protection | |
| CN111395059B (en) | Design and construction method of light roadbed structure crossing karez | |
| CN218970097U (en) | Basement waterproof board seepage deformation reinforcing structure | |
| CN214695767U (en) | It passes through building foundation connection structure earlier to establish prestressed anchorage pole earlier | |
| CN217679184U (en) | Soft rock tunnel portal side slope is reinforcement assembly for uphill |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |