CN114396071A - 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
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- CN114396071A CN114396071A CN202210044389.4A CN202210044389A CN114396071A CN 114396071 A CN114396071 A CN 114396071A CN 202210044389 A CN202210044389 A CN 202210044389A CN 114396071 A CN114396071 A CN 114396071A
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- 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
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- 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
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- 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
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Abstract
The invention relates to the technical field of soil retaining, in particular to a soil retaining assembly and a connecting embedded bar anchoring method thereof, wherein the soil retaining assembly comprises a soil retaining wall and a drilled 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 retaining wall is connected with a connecting embedded bar, the connecting embedded bar penetrates 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 are enabled to clamp the side wall of the annular steel reinforcement cage from 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 keep off native subassembly, through rotatory first lock nut and second lock nut for interior arc steel sheet and outer arc steel sheet press from both sides the lateral wall that presss from both sides tight annular steel reinforcement cage from the both sides of annular steel reinforcement cage lateral wall, in order to accomplish the connection anchor of connecting bar planting and bored pile, through adjusting second lock nut and the position of being connected the bar planting, can effectively take-up and connect the bar planting, make to connect the bar planting and can effectively transmit the pulling force between retaining wall and the bored pile.
Description
Technical Field
The invention 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 Lin to Linzhi paragraph of the Sichuan Tibetan railway, is located in the southeast of the autonomous region of Tibet, and is located in the Tibetan south valley between the Gangkesky mountain and the Himalayan mountain, most of the lines are located in the Yaluzangbujiang suture zone, the high valley along the line is deep, the climate is extremely severe, and new structure movement and earthquake are frequent. River valley wind-blown sand deposition (called as 'river valley wind-blown sand') in the historical period of geological development in the Yaluzang river basin is widely developed to form a large number of loose slope sand layers, the river valley wind-blown sand is intensively developed in a river wide valley section, the accumulation time is relatively short, the sediment particles are mainly mechanically conveyed and physically blown, the chemical efflorescence is weak, the maximum thickness reaches more than 50 meters, and the natural gradient is 8-29 degrees.
The traditional supporting and retaining structures such as pile plate walls, anchoring piles, anchor rope piles and the like are mature in technology and good in seismic performance, particularly, prestressed anchor rope piles have better seismic performance than rigid supporting and retaining structures, and the anti-slide piles mainly adopt manual hole digging piles, but holes are easy to collapse and difficult to form in loose sand layers, and in severe high-cold and anoxic environments, the manual hole digging is adopted in large areas, so that the personal safety of workers is seriously threatened, and the construction risk is high; the soil body of the precast pile is strongly extruded by impact force in the piling process, so that the high and steep slope body is cracked, and engineering accidents are caused. The bored pile is formed by mechanically drilling, so that the manual operation amount is obviously reduced, the construction is facilitated, the effect which is difficult to achieve by other supporting forms can be achieved, and the bored pile is widely applied to structural foundation engineering such as building foundation pit supporting, side slope supporting and blocking, bridges, high-rise buildings and the like. The bored pile has good horizontal bearing performance, strong bending resistance, high coordination of front and back row pile deformation, mature horizontal bearing and anti-seismic design, and is less influenced by seasonal climate, construction site, geological conditions and the like compared with a precast pile and a manual bored pile.
For solving the severe cold oxygen deficiency that the building of cloth river valley wind amasss sand railway roadbed, especially cutting fender faced in Yalu Tibetan, high seismic, series difficult problems such as artifical hole digging risk height, chinese utility model patent of bulletin No. CN208023603U discloses a bar planting retaining wall structure of cutting drilling bored concrete pile, this patent is received slope one side at the cutting and is set up the bored concrete pile along longitudinal separation to lean on the line side at the bored concrete pile to set up gravity type retaining wall, bored concrete pile, retaining wall connect the bar planting as an organic whole through connecting. However, how to connect and anchor the bored pile and the retaining wall through the connecting embedded bars is not handed over, and the embedded bar connecting and anchoring technology considering the earthquake influence is not involved, and the related specifications, documents or patents are not mentioned.
Disclosure of Invention
The invention aims to: aiming at the problem that the prior art does not have a mature drilled pile and how a retaining wall is connected with an anchoring scheme through connecting embedded bars, a retaining assembly and a connecting embedded bar anchoring method thereof are provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
the utility model provides a soil retaining assembly, include the retaining wall with set up in the bored pile of retaining wall one side, the vertical annular steel reinforcement cage that is provided with in the bored pile, the inboard of annular steel reinforcement cage is provided with interior arc steel sheet, the outside of annular steel reinforcement cage is provided with outer arc steel sheet, the retaining wall is connected with the connection bar planting, the connection bar planting runs through interior arc steel sheet and outer arc steel sheet, interior arc steel sheet deviates from one side butt joint of annular steel reinforcement cage has first lock nut, outer arc steel sheet is kept away from one side butt joint of annular steel reinforcement cage has second lock nut, first lock nut with second lock nut all with connect bar planting screw-thread fit, make interior arc steel sheet and outer arc steel sheet follow the both sides of annular steel reinforcement cage lateral wall are pressed from both sides tightly the lateral wall of annular steel reinforcement cage.
In the soil retaining assembly, the inner side of an annular steel reinforcement cage in the bored pile is provided with an inner arc-shaped steel plate, the outer side of the annular steel reinforcement cage is provided with an outer arc-shaped steel plate, the connection planting bar is provided with a first locking nut and a second locking nut in a threaded fit manner, the first locking nut and the second locking nut are sequentially provided with the inner arc-shaped steel plate, the annular steel reinforcement cage side wall and the outer arc-shaped steel plate, and during construction, the inner arc-shaped steel plate and the outer arc-shaped steel plate are clamped tightly from two sides of the annular steel reinforcement cage side wall by rotating the first locking nut and the second locking nut so as to complete connection anchoring of the planting bar and the bored pile,
simultaneously, utilize first lock nut and second lock nut with connect planting muscle threaded connection, through the position of adjustment first lock nut and second lock nut on connecting the planting muscle, can effectively take-up connect the planting muscle for connect the planting muscle can effectively transmit the pulling force between retaining wall and the bored concrete pile.
Preferably, connect the bar planting and be at least two, all connect the bar planting and follow drilling stake axial interval arrangement, connect the bar planting respectively with interior arc steel sheet and outer arc steel sheet correspond the setting.
Preferably, a reinforcing mesh is embedded in the retaining wall, and the connecting embedded bars are connected with the reinforcing mesh.
Preferably, annular steel reinforcement cage includes along two piece at least vertical atress owner muscle that drilling pile circumference was arranged, the inboard of vertical atress owner muscle is connected with the stiffening stirrup, the outside of vertical atress owner muscle is connected with pile body spiral stirrup, interior arc steel sheet and/or outer arc steel sheet and at least one vertical atress owner muscle is connected.
Preferably, the number of the bored piles is at least two, and all of the bored piles are provided at intervals in the longitudinal direction of the retaining wall.
The application also discloses a be used for this application a connect bar planting anchor method in retaining subassembly, the bored pile is at least two, all the bored pile is followed retaining wall longitudinal separation sets up, contains following step:
s1, determining an internal friction angle of soil between adjacent drilled piles
And the soil gravity gamma between adjacent bored piles, and drawing up the pile spacing l, the bored pile size parameter and the retaining wall size parameter of the adjacent bored piles;
s2, obtaining the horizontal cross-sectional area A of the non-soil arch area of the soil between the adjacent bored piles based on the pile spacing l of the adjacent bored piles and the dimension parameters of the bored piles;
obtaining the lateral thrust E born by the connecting planting bars between the single drilled pile and the retaining wall based on the size parameters of the retaining wall;
s3, obtaining the axial tension P born by the ith connecting planting bar below the pile top of the drilled pile based on the lateral thrust E born by the connecting planting bar between the single drilled pile and the retaining wall and the number n of the connecting planting bars between the planned single drilled pile and the retaining walli；
S4, according to the axial tension P borne by the ith connecting planting bar below the pile top of the drilled pile obtained in the step S3iCalculate the result, and
satisfy the requirement of
If it is
Not meet the requirements of
Adjusting the number n of the connecting planting bars between the single drilled pile and the retaining wall, and repeating the steps S3 and S4 until the number n is equal to the number n of the connecting planting bars between the single drilled pile and the retaining wall
Satisfy the requirement of
S5, checking the ith connection bar planting ultimate axial tension P below the pile top of the drilled pileif：
If Pif≥KPiTaking the number n of the connecting planting bars between the single drilling pile and the retaining wall planned in the step S3 as the final number of the connecting planting bars between the single drilling pile and the retaining wall;
if Pif＜KPiAdjusting the number n of connecting embedded bars between a single drilled pile and the retaining wall or reinforcing the connecting embedded bars, and repeating the steps S3-S5 until Pif≥KPi
And K is a tension safety reserve coefficient, and the value of K is determined according to the value of the actual engineering requirement, and is 1.1-1.2.
The application provides a connect bar planting anchor method for keeping off in soil subassembly, on the basis of considering factors such as soil arch effect, earthquake influence between the bored pile stake, scientific and reasonable has confirmed the axial tension that connects the bar planting and undertake between ground seismic region bored pile, the retaining wall, realize bored pile, the effective anchor of retaining wall and connect, this method implements conveniently, and the flow is clear, can adapt to actual engineering needs.
Preferably, in step S2, the horizontal cross-sectional area a of the non-soil arch area between adjacent bored piles is specifically:
wherein A is the horizontal cross-sectional area of the non-soil arch region between adjacent drilled piles in unit m2(ii) a l is the pile spacing of adjacent drilled piles, and the unit is m; d is the pile diameter of the drilled pile, unit m; beta is the included angle between the soil arch counter force F formed by the soil body on the mountain-side of the drilled pile and the horizontal direction, unit rad, and 0 DEG<β<90°；
The unit rad is the internal friction angle of soil between drilled piles considering the influence of earthquake; delta is the included angle between the maximum main stress of the soil arch formed by the soil body on the mountain-side of the drilled pile and the fracture surface, and is unit rad; theta is the soil arch camber angle in rad.
The application discloses a method for connecting bar planting anchor in soil retaining assembly, through considering the parameter
So as to achieve the purpose of connecting and anchoring the embedded steel bars considering the earthquake influence.
Preferably, when
When it is, θ takes 0.
Preferably, in step S2, the lateral thrust E borne by the connecting planting bars between the single bored pile and the retaining wall is specifically:
in the formula, E is the lateral thrust born by the connection of the embedded bars between a single drilled pile and the retaining wall, and is expressed in kN; lambda is a load proportion coefficient shared by connecting embedded bars between a single drilled pile and the retaining wall, and the value of lambda is related to the setting size of the retaining wall before the pile; gamma rayEIn order to consider the heavy soil between the drilled piles influenced by earthquake, the unit kN/m3；
The unit rad is the internal friction angle of soil between drilled piles considering the influence of earthquake; h is the height of retaining wallm; l is the pile spacing of adjacent drilled piles, and the unit is m; d is the pile diameter of the drilled pile, unit m; beta is the included angle between the soil arch counter force F formed by the soil body on the mountain-side of the drilled pile and the horizontal direction, unit rad, and 0 DEG<β<90°；。
Preferably, in step S3, the axial tension P borne by the ith connection steel bar below the pile top of the bored pileiThe method specifically comprises the following steps:
in the formula, PiAxial tension borne by the ith connecting planting bar below the pile top of the drilled pile is expressed by kN, i is 1, 2 and 3 …; n is the number of the connected planting bars between the single drilling pile and the retaining wall, gammaEIn order to consider the heavy soil between the drilled piles influenced by earthquake, the unit kN/m3；HiThe vertical distance of the i-th connecting planting bar below the pile top of the drilled pile and the drilled pile is unit m.
Preferably, the internal friction angle of the soil between the piles of the bored pile considering the influence of the earthquake
The method specifically comprises the following steps:
in the formula (I), the compound is shown in the specification,
the unit rad is the internal friction angle of soil between drilled piles;
is the seismic angle, unit rad;
and/or the presence of a gas in the gas,
in the step, the heavy gamma of the soil between the drilled piles considering the earthquake influenceEThe method specifically comprises the following steps:
wherein gamma is the inter-pile soil gravity of the drilled pile in kN/m3。
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. in the soil retaining assembly, the inner side of an annular steel reinforcement cage in the drilled pile is provided with an inner arc-shaped steel plate, the outer side of the annular steel reinforcement cage is provided with an outer arc-shaped steel plate, the connecting planting bar is provided with a first locking nut and a second locking nut in a threaded fit manner, the first locking nut and the second locking nut are sequentially arranged between the inner arc-shaped steel plate, the annular steel reinforcement cage side wall and the outer arc-shaped steel plate, during construction, the inner arc-shaped steel plate and the outer arc-shaped steel plate are clamped from two sides of the annular steel reinforcement cage side wall through rotating the first locking nut and the second locking nut, so that the connecting anchoring of the connecting planting bar and the drilled pile is completed, meanwhile, the first locking nut and the second locking nut are connected with the connecting planting bar through threads, the connecting planting bar can be effectively tensioned by adjusting the positions of the first locking nut and the second locking nut on the connecting planting bar, so that the connecting embedded bars can effectively transmit the pulling force between the retaining wall and the drilled pile.
2. The application provides a connect bar planting anchor method for keeping off in soil subassembly, on the basis of considering factors such as soil arch effect, earthquake influence between the bored pile stake, scientific and reasonable has confirmed the axial tension that connects the bar planting and undertake between ground seismic region bored pile, the retaining wall, realize bored pile, the effective anchor of retaining wall and connect, this method implements conveniently, and the flow is clear, can adapt to actual engineering needs.
Drawings
Fig. 1 is a schematic structural view of a soil guard assembly according to the present invention.
Fig. 2 is a schematic cross-sectional view showing the arrangement of connecting reinforcing bars between the bored pile and the retaining wall according to the present invention.
FIG. 3 is a cross-sectional view taken at I-I of FIG. 2 in accordance with the present invention;
FIG. 4 is a cross-sectional view taken along line II-II of FIG. 2 in accordance with the present invention;
FIG. 5 is a schematic view of the soil arch between bored piles of the present invention;
icon: 1-a retaining wall; 2-drilling a pile; 2.0-annular reinforcement cage; 2.1-longitudinal stress main reinforcement; 2.2-pile body spiral stirrup; 3.1-inner arc steel plate; 3.2-outer arc steel plate; 4-connecting and planting bars; 4.1 — a first locking nut; 4.2-second lock nut; 5-a non-soil arch area of soil among piles; 6-soil arch ring.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
As shown in fig. 1-4, the soil retaining assembly of this embodiment includes a soil retaining wall 1, a reinforcing mesh 1.1 is embedded in the soil retaining wall 1, a bored pile 2 is disposed on one side of the soil retaining wall 1, an annular reinforcement cage 2.0 is vertically disposed in the bored pile 2, an inner arc-shaped steel plate 3.1 is disposed on the inner side of the annular reinforcement cage 2.0, an outer arc-shaped steel plate 3.2 is disposed on the outer side of the annular reinforcement cage 2.0, the soil retaining wall 1 is connected with a connection embedded bar 4, specifically, the connection embedded bar 4 is connected with the reinforcing mesh 1.1, the connection embedded bar 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 abuts against one side of the inner arc-shaped steel plate 3.1, which deviates from the annular reinforcement cage 2.0, a second locking nut 4.1 abuts against one side of the outer arc-shaped steel plate 3.2, the first locking nut 4.1 and the second locking nut 4.1 are in threaded fit with the connection embedded bar 4, so that the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 clamp the side wall of the annular reinforcement cage 2.0 from the two sides of the side wall of the annular reinforcement cage 2.0.
Specifically, the number of the bored piles 2 is at least two, and all of the bored piles 2 are provided at intervals in the longitudinal direction of the retaining wall 1.
And it is same drilled pile 2, connect the bar planting 4 and be two at least, all connect the bar planting 4 and follow drilled pile 2 axial interval arrangement, connect the bar planting 4 respectively with interior arc steel sheet 3.1 and outer arc steel sheet 3.2 correspond the setting, connect the bar planting 4 with interior arc steel sheet 3.1 and outer arc steel sheet 3.2 can the one-to-one, also can run through on one interior arc steel sheet 3.1 and be provided with two at least connection bar planting 4, interior arc steel sheet 3.1 and outer arc steel sheet 3.2 generally are the one-to-one.
The curvatures of the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 generally depend on the curvatures of the corresponding parts of the annular steel reinforcement cage 2.0, 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 to and connected with the side wall of the annular steel reinforcement cage 2.0.
On the basis, the mode of further preferred, connect the bar planting 4 and be at least two, all connect the bar planting 4 and follow 2 axial interval arrangements of bored pile, connect the bar planting 4 respectively with interior arc steel sheet 3.1 corresponds the setting with outer arc steel sheet 3.2.
On the basis, in a further preferred mode, the annular reinforcement cage 2.0 comprises at least two longitudinal stressed main reinforcements 2.1 arranged along the circumferential direction of the bored pile 2, the inner side of each longitudinal stressed main reinforcement 2.1 is connected with a stiffening stirrup 2.3, the outer side of each longitudinal stressed main reinforcement 2.1 is connected with a pile body spiral stirrup 2.2, and the inner arc-shaped steel plate 3.1 and/or the outer arc-shaped steel plate 3.2 are connected with at least one longitudinal stressed main reinforcement 2.1.
On the basis of the above, it is further preferable that the number of the bored piles 2 is at least two, and all of the bored piles 2 are provided at intervals in the longitudinal direction of the retaining wall 1.
The beneficial effects of this embodiment: the utility model provides a keep off native subassembly, annular steel reinforcement cage 2.0 inboard in bored pile 2 sets up interior arc steel sheet 3.1, and the outside sets up outer arc steel sheet 3.2, screw-thread fit has first lock nut 4.1 and second lock nut 4.1 on connecting the bar planting 4, is interior arc steel sheet 3.1, annular steel reinforcement cage 2.0 lateral wall and outer arc steel sheet 3.2 between first lock nut 4.1 and the second lock nut 4.1 in proper order, during the construction, through rotatory first lock nut 4.1 and second lock nut 4.1, makes interior arc steel sheet 3.1 and outer arc steel sheet 3.2 follow the both sides of annular steel reinforcement cage 2.0 lateral wall press from both sides tightly the lateral wall of annular steel reinforcement cage 2.0 to accomplish the connection anchor of connecting bar planting 4 and bored pile 2,
simultaneously, utilize first lock nut 4.1 and second lock nut 4.1 with connect 4 threaded connection of bar planting, through adjusting second lock nut 4.1 and the position of being connected bar planting 4, can effectively take-up and connect bar planting 4 for connect bar planting 4 can effectively transmit the pulling force between retaining wall 1 and the bored concrete pile 2.
Example 2
A be used for this application in a soil retaining subassembly connect the bar planting anchor method, bored pile 2 is at least two, all bored pile 2 is along retaining wall 1 longitudinal separation sets up, contains the following step:
s1, determining an internal friction angle of soil between 2 adjacent bored piles
And the soil gravity gamma between the adjacent bored piles 2, and drawing up the pile spacing l of the adjacent bored piles 2, the size parameters of the bored piles 2 and the size parameters of the retaining wall 1;
s2, obtaining the horizontal section area A of the soil non-soil arch area 5 between the adjacent bored piles 2 based on the pile spacing l of the adjacent bored piles 2 and the size parameters of the bored piles 2, wherein a soil arch ring 6 is arranged between the adjacent bored piles 2, and soil on the inner side of the soil arch ring 6 is the soil non-soil arch area 5 between the bored piles 2;
obtaining the lateral thrust E born by the connecting embedded bars 4 between the single bored pile 2 and the retaining wall 1 based on the size parameters of the retaining wall 1;
s3, obtaining the axial tension P born by the ith connection planting bar 4 below the pile top of the drilled pile 2 based on the lateral thrust E born by the connection planting bar 4 between the single drilled pile 2 and the retaining wall 1 and the quantity n of the connection planting bars 4 between the planned single drilled pile 2 and the retaining wall 1i；
S4, according to the axial tension P borne by the ith connecting planting bar 4 below the pile top of the drilled pile 2 obtained in the step S3iThe result of the calculation is judged
Whether or not to satisfy
If it is
Satisfy the requirement of
Taking the number n of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1 planned in the step S3 as the final number of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1 in the step; if it is
Not meet the requirements of
Adjusting the number n of the connection planting bars 4 between the single bored pile 2 and the retaining wall 1, and repeating the steps S3 and S4 until the number n is equal to the number n of the connection planting bars 4 between the single bored pile 2 and the retaining wall 1
Satisfy the requirement of
S5, checking the ith connection embedded bar 4 limit axial tension P below the pile top of the drilled pile 2if：
If Pif≥KPiTaking the number n of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1, which is set up in the step S3, as the final number of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1;
if Pif＜KPiAdjusting the number n of the connecting planting bars 4 between the single bored pile 2 and the retaining wall 1 or reinforcing the connecting planting bars 4, and repeating the steps S3-S5 until Pif≥KPi，
And K is a tension safety reserve coefficient, and the value of K is determined according to the value of the actual engineering requirement, and is 1.1-1.2.
In the above scheme, the reinforcing connection planting bar 4 comprises a connection planting bar 4 with higher strength, the reinforcing connection planting bar 4 is connected with an inner arc-shaped steel plate 3.1 and an outer arc-shaped steel plate 3.2, and the occlusion force of the first locking nut 4.1 or the second locking nut 4.2 and the connection planting bar 4 is further reinforced, wherein,
the connection planting bar 4 with higher strength can be obtained by increasing the material strength or the cross-sectional area of the connection planting bar 4.
The reinforced connection embedded bar 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 type selection of the first locking nuts 4.1 or the second locking nuts 4.2 or the thread tooth type of the first locking nuts 4.1 or the second locking nuts 4.2 can be changed.
In the above scheme, if Pif＜KPiIt means that the pressure applied to the retaining wall is too large, and the fastening nut is damaged due to the transmission to the connection planting bar 4, so that the connection planting bar is pulled out and fails.
Preferably, in step S2, the horizontal cross-sectional area a of the non-soil arch area 5 between adjacent bored piles 2 is specifically:
wherein A is the horizontal cross-sectional area of the soil non-soil arch area 5 between the adjacent drilled piles 2 and the unit m2(ii) a l is the pile spacing of 2 adjacent drilled piles, and the unit is m; d is the pile diameter of the drilled pile 2 in m; beta is the soil arch counter force F and the level formed by the soil body on the mountain side of the bored pile 2Included angle of direction, unit rad, and 0 °<β<90°；
The unit rad is the internal friction angle of soil between the drilled piles 2 considering the influence of earthquake; delta 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, and is unit rad; theta is the soil arch camber angle in rad.
By taking into account parameters
So as to achieve the purpose of connecting and anchoring the embedded steel bars considering the earthquake influence.
Preferably, when
When it is, θ takes 0.
Preferably, in step S2, the lateral thrust E borne by the connection planting bars 4 between the single bored pile 2 and the retaining wall 1 is specifically:
in the formula, E is the lateral thrust born by the connection of the embedded bars 4 between the single drilled pile 2 and the retaining wall 1, and is expressed in kN; lambda is a load proportion coefficient shared by connecting embedded bars 4 between a single drilled pile 2 and the retaining wall 1, and the value of lambda is related to the setting size of the retaining wall 1 in front of the pile; gamma rayEIn order to consider the heavy soil among the drilled piles 2 influenced by earthquake, the unit kN/m3；
The unit rad is the internal friction angle of soil between the drilled piles 2 considering the influence of earthquake; h is the height of the retaining wall 1 and the unit m; l is the pile spacing of 2 adjacent drilled piles, and the unit is m; d is the pile diameter of the drilled pile 2 in m; beta is the included angle between the soil arch counter force F formed by the soil body on the mountain side of the bored pile 2 and the horizontal direction, unit rad, and 0 DEG<β<90°；。
Preferably, in step S3, the ith connection below the pile top of the bored pile 2 is performedAxial tension P borne by embedded bar 4iThe method specifically comprises the following steps:
in the formula, PiAxial tension borne by the ith connecting planting bar 4 below the pile top of the bored pile 2 is expressed by a unit kN, i is 1, 2 and 3 …; n is the number of the embedded bars 4 connected between the single drilled pile 2 and the retaining wall 1, gammaEIn order to consider the heavy soil among the drilled piles 2 influenced by earthquake, the unit kN/m3；HiThe vertical distance of the ith connecting planting bar 4 below the pile top of the drilled pile 2 and the drilled pile 2 is unit m.
Preferably, the bored pile 2 is designed to take into account the internal angle of friction between piles of the earthquake
The method specifically comprises the following steps:
in the formula (I), the compound is shown in the specification,
the unit rad is the internal friction angle of soil between the drilled piles 2;
is the seismic angle, unit rad;
and/or the presence of a gas in the gas,
in the step 4, the heavy soil gamma between the drilled piles 2 considering the earthquake influenceEThe method specifically comprises the following steps:
wherein gamma is the soil weight between 2 drilled piles in kN/m3。
In practical operation, the method is specifically as follows:
1, determining the internal friction angle of soil between two adjacent bored piles 2 through on-site geological drilling revealing and indoor geotechnical testing
Determining the soil gravity gamma and kN/m between the adjacent drilled piles 2 by unit rad3；
2, arranging an inner arc-shaped steel plate 3.1 at the inner side of a longitudinal stress main rib 2.1 arranged on the circumference of a drilled pile 2, arranging an outer arc-shaped steel plate 3.2 at the outer side of the longitudinal stress main rib 2.1 arranged on the circumference of the drilled pile 2, after a connecting embedded rib 4 passes through a central circular hole of the outer arc-shaped steel plate 3.2 and the inner arc-shaped steel plate 3.1, locking and anchoring the connecting embedded rib 4 on the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 through two locking nuts L.1, wherein the axes of the circular holes of the inner arc-shaped steel plate 3.1 and the outer arc-shaped steel plate 3.2 are positioned between the two longitudinal stress main ribs 2.1 and are vertical to the free face of a rib-embedded retaining wall 1 of the drilled pile 2, and the arc-shaped steel plate is tightly welded on the longitudinal stress main rib 2.1 of the drilled pile 2;
3, determining the horizontal section area A of the soil non-soil arch area 5 between the adjacent bored piles 2 by the following formula:
wherein A is the horizontal cross-sectional area of the soil non-soil arch area 5 between the adjacent drilled piles 2 and the unit m2(ii) a l is the pile spacing of 2 adjacent drilled piles, and the unit is m; d is the pile diameter of the drilled pile 2 in m;
when in use
When the value is zero, theta is 0; beta 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, unit rad,
and 0 DEG<β<90°；
The unit rad is the internal friction angle of soil between the drilled piles 2 considering the influence of earthquake; delta 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,
unit rad;
4, determining the lateral thrust E borne by the connection embedded bar 4 between the single bored pile 2 and the retaining wall 1 through the following formula:
in the formula, E is the lateral thrust born by the connection of the embedded bars 4 between the single drilled pile 2 and the retaining wall 1, and is expressed in kN; lambda is a load proportion coefficient shared by connecting embedded bars 4 between a single drilled pile 2 and the retaining wall 1, and the value of lambda is related to the setting size of the retaining wall 1 in front of the pile; gamma rayEIn order to consider the heavy soil among the drilled piles 2 influenced by earthquake, the unit kN/m3(ii) a H is the height of the retaining wall 1 and the unit m;
5 the n connecting planting bars 4 are arranged between the single bored pile 2 and the retaining wall 1 at equal intervals, and the axial tension P born by the ith connecting planting bar 4 below the pile top of the bored pile 2 is determined by the following formulai：
In the formula, PiAxial tension borne by the ith connecting planting bar 4 below the pile top of the bored pile 2 is expressed by a unit kN, i is 1, 2 and 3 …; n is the number of the embedded bars 4 connected between the single drilled pile 2 and the retaining wall 1, gammaEIn order to consider the heavy soil among the drilled piles 2 influenced by earthquake, the unit kN/m3；HiThe vertical distance of the ith connecting planting bar 4 below the pile top of the drilled pile 2 and the drilled pile 2 is unit m;
6 connection embedded bar 4 design axial tension judgment
According to the step 5, the axial direction born by the ith connecting planting bar 4 below the pile top of the bored pile 2Tension PiThe result of the calculation is judged
Whether or not to satisfy
If it is
Satisfy the requirement of
Connecting and planting bars 4 between the single drilled pile 2 selected in the step 5 and the retaining wall 1 are reasonable in quantity; if it is
Not meet the requirements of
Adjusting the quantity of the connecting planting bars 4 between the single drilling pile 2 and the retaining wall 1 in the step 5 until the quantity is equal to the quantity
Satisfy the requirement of
To determine the reasonable number of the connecting planting bars 4.
7 anchoring the ith connecting embedded bar 4 below the pile top of the drilled pile 2 in the design position of the longitudinal stress main bar 2.1 according to the step 2, detecting the anchoring effect of the connecting embedded bar 4 by adopting a tension tester, and connecting the ith connecting embedded bar 4 below the pile top of the drilled pile 2 to the ultimate axial tension Pif≥KPiAnd K is a tension safety reserve coefficient, and the value of K is determined according to the value of the actual engineering requirement, and is 1.1-1.2.
In the step 3, the internal friction angle of soil between the drilled piles 2 considering the influence of earthquake
Determined by the following equation:
in the formula (I), the compound is shown in the specification,
the unit rad is the internal friction angle of soil between the drilled piles 2;
is the seismic angle, unit rad;
the seismic angle
According to the earthquake peak acceleration AgThe values are given in table 1 below:
TABLE 1 earthquake corner
According to the earthquake peak acceleration Ag
In the step 4, the heavy soil gamma between the drilled piles 2 considering the earthquake influenceEDetermined by the following equation:
wherein gamma is the soil weight between 2 drilled piles in kN/m3。
The beneficial effects of this embodiment: the application provides a connect bar planting anchor method for keeping off in soil subassembly, on the basis of considering factors such as soil arch effect, earthquake influence between the bored pile stake, scientific and reasonable has confirmed the axial tension who connects bar planting 4 and undertake between ground seismic region bored pile, the retaining wall, realize bored pile, the effective anchor of retaining wall and connect, this method implements conveniently, and the flow is clear, can adapt to actual engineering needs.
Example 3
The embodiment further illustrates a method for anchoring a connection embedded bar in a soil retaining assembly by using a specific test:
in a certain section of railway, the mountain and the high valley are deep, and the climate is extremely bad. The overall terrain is relatively flat, the elevation of the earth surface ranges from 2930 m to 2960m, the relative elevation difference of the earth surface is about 30m, the earth surface is mostly barren lands, and a small amount of vegetation covers the earth surface. The covering layer of the section is mainly fine sand and pebble soil which are fully new system flushing and laminating of the fourth system, the underground water level is 12m below the ground surface, and the vibration peak acceleration in the section is 0.3 g. DK395+570.5 ~ DK395+620 section, the circuit left side sets up cutting bored concrete pile 2 bar planting retaining wall 1, and retaining wall 1 height H equals 7.0 m. The distance between piles 2 is 2.0m, the diameter d is 1.5m, the length of pile is 9.0-20.0 m, and the pile body is poured by C35 concrete. After C25 concrete is sprayed between piles for leveling, a cutting retaining wall 1 is arranged in front of the piles.
In order to effectively connect the bored pile 2 and the retaining wall 1, the method of the invention is adopted to realize the reinforcement-embedded anchoring of the retaining wall 1 of the reinforcement-embedded retaining wall 2 of the bored pile 2 at the sections DK395+ 570.5-DK 395+620 of the Lalin railway, and the concrete steps are as follows:
1, determining the internal friction angle of soil between two adjacent bored piles 2 through on-site geological drilling revealing and indoor geotechnical testing
Determining the soil gravity gamma between the adjacent drilled piles 2 to be 19kN/m3；
2, arranging an inner arc-shaped steel plate 3.1 at the inner side of a longitudinal stress main rib 2.1 circumferentially arranged on a drilled pile 2, arranging an outer arc-shaped steel plate 3.2 at the outer side of the longitudinal stress main rib 2.1 circumferentially arranged on the drilled pile 2, and after a connecting embedded rib 4 passes through a central circular hole of the outer arc-shaped steel plate 3.2 and the inner arc-shaped steel plate 3.1, locking and anchoring the connecting embedded 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;
3 seismic angle according to the method of the invention
Taking 0.039rad, determining the horizontal section of the soil non-soil arch area 5 between the adjacent drilled piles 2 according to the radsArea A is 0.857m2；
4 according to the method, the lambda is 0.2, and the lateral thrust E born by the connecting embedded bars 4 between the single bored pile 2 and the retaining wall 1 is determined to be 19.474 kN;
5 setting 5 connecting planting bars 4 between the single drilled pile 2 and the retaining wall 1 at equal intervals, and determining the axial tension P borne by the ith connecting planting bar 4 below the pile top of the drilled pile 2 according to the method of the inventioniAs shown in Table 2
TABLE 2 calculation results
| i | Hi | Pi | K | KPi | |
| | 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 quantity of the connecting embedded bars 4 between the single drilled pile 2 selected in the step 5 and the retaining wall 1 is reasonable.
7 anchoring the ith connecting embedded bar 4 below the pile top of the drilled pile 2 in the design position of the longitudinal stress main bar 2.1 according to the step 2, detecting the anchoring effect of the connecting embedded bar 4 by adopting a tension tester, taking the tension safety reserve coefficient K to be 1.15, and anchoring the ith connecting embedded bar 4 below the pile top of the drilled pile 2 to form the ultimate axial tension Pif≥KPiSee table 2.
The beneficial effects of this embodiment: the invention provides the bored pile bar-planted retaining wall bar-planted anchoring method considering the earthquake influence on the basis of considering factors such as the soil arch effect among bored piles, the earthquake influence and the like, scientifically and reasonably determines the axial tension born by connecting bar-planted parts between the bored piles and the retaining walls in the earthquake area, realizes effective anchoring connection of the bored piles and the retaining walls, and has the advantages of scientific and reasonable method, convenient implementation, clear flow, capability of adapting to the actual engineering requirements and wide popularization and application prospect.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A retaining wall assembly comprises a retaining wall (1) and a bored pile (2) arranged on one side of the retaining wall (1), wherein an annular reinforcement cage (2.0) is vertically arranged in the bored pile (2), the retaining wall (1) is connected with a connection planting bar (4), the connection planting bar (4) runs through the inner arc-shaped steel plate (3.1) and the outer arc-shaped steel plate (3.2), the inner arc-shaped steel plate (3.1) deviates from one side of the annular reinforcement cage (2.0) and is abutted against a first locking nut (4.1), the outer arc-shaped steel plate (3.2) deviates from one side of the annular reinforcement cage (2.0) and is abutted against a second locking nut (4.2), and the first locking nut (4.1) and the second locking nut (4.2) are both in threaded connection with the planting bar (4), and clamping the side wall of the annular reinforcement cage (2.0) by the inner arc-shaped steel plate (3.1) and the outer arc-shaped steel plate (3.2) from two sides of the side wall of the annular reinforcement cage (2.0).
2. A soil retaining assembly according to claim 1, wherein there are at least two said connection planting bars (4), all said connection planting bars (4) are axially spaced along said bored pile (2), said connection planting bars (4) are respectively disposed corresponding to said inner arc-shaped steel plate (3.1) and said outer arc-shaped steel plate (3.2).
3. A soil retaining assembly according to claim 1, characterized in that the annular reinforcement cage (2.0) comprises at least two longitudinal load-bearing main reinforcements (2.1) arranged circumferentially along the bored pile (2), the inner side of the longitudinal load-bearing main reinforcements (2.1) are connected with stiffening stirrups (2.3), the outer side of the longitudinal load-bearing main reinforcements (2.1) are connected with pile body helical stirrups (2.2), and the inner arc-shaped steel plate (3.1) and/or the outer arc-shaped steel plate (3.2) are connected with at least one of the longitudinal load-bearing main reinforcements (2.1).
4. A soil retaining assembly according to any one of claims 1 to 3, wherein there are at least two said bored piles (2), all said bored piles (2) being longitudinally spaced along said retaining wall (1).
5. A method for anchoring a bonded reinforcement in a soil retaining assembly according to claim 4, comprising the steps of:
s1, determining the internal friction angle of soil between adjacent drilled piles (2)
And the inter-pile soil gravity gamma of the adjacent drilled piles (2), and drawing up the pile spacing l of the adjacent drilled piles (2), the size parameters of the drilled piles (2) and the size parameters of the retaining wall (1);
s2, obtaining the horizontal section area A of the non-soil arch area (5) between the adjacent bored piles (2) on the basis of the pile spacing l of the adjacent bored piles (2) and the size parameters of the bored piles (2);
obtaining the lateral thrust E born by the connection planting bars (4) between the single drilled pile (2) and the retaining wall (1) based on the size parameters of the retaining wall (1);
s3, obtaining the axial tension P borne by the ith connection planting bar (4) below the pile top of the drilled pile (2) based on the lateral thrust E borne by the connection planting bar (4) between the single drilled pile (2) and the retaining wall (1) and the number n of the connection planting bars (4) between the planned single drilled pile (2) and the retaining wall (1)i；
S4, according to the axial tension P borne by the ith connecting embedded bar (4) below the pile top of the drilled pile (2) obtained in the step S3iCalculate the result, and
satisfy the requirement of
If it is
Not meet the requirements of
Adjusting the number n of the connecting planting bars (4) between the single drilled pile (2) and the retaining wall (1), and repeating the steps S3 and S4 until the whole process is finished
Satisfy the requirement of
S5, checking the ultimate axial tension P of the ith connecting embedded bar (4) below the pile top of the drilled pile (2)if：
If Pif≥KPiTaking the number n of the connecting planting bars (4) between the single drilled pile (2) and the retaining wall (1) planned in the step S3 as the final number of the connecting planting bars (4) between the single drilled pile (2) and the retaining wall (1);
if Pif＜KPiAdjusting the number n of the connecting embedded bars (4) between the single bored pile (2) and the retaining wall (1) or reinforcing the connecting embedded bars (4), and repeating the steps S3-S5 until Pif≥KPi，
And K is a tension safety reserve coefficient, and the value of K is determined according to the value of the actual engineering requirement, and is 1.1-1.2.
6. The anchoring method for connecting the bonded bars in the soil retaining assembly as claimed in claim 5, wherein in step S2, the horizontal cross-sectional area A of the non-soil arch area (5) between the adjacent bored piles (2) is specifically as follows:
wherein A is the horizontal cross-sectional area of the non-soil arch area (5) between adjacent drilled piles (2) in m2(ii) a l is the pile spacing of the adjacent drilled piles (2) in unit m; d is the pile diameter of the drilled pile (2) in m; beta is the included angle between the soil arch counter force F formed by the soil body on the mountain side of the bored pile (2) and the horizontal direction, unit rad, and 0 DEG<β<90°；
The unit rad is the internal friction angle of soil between the bored piles (2) considering the influence of earthquake; delta 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, and unit rad; theta is the soil arch camber angle in rad.
7. A method of anchoring a connector bar in a soil retaining assembly as claimed in claim 6, wherein the method is carried out while the connector bar is in the open position
When it is, θ takes 0.
8. The anchoring method for the connection planting bars in the soil retaining assembly according to claim 5, wherein in the step S2, the lateral thrust E borne by the connection planting bars (4) between the single bored pile (2) and the soil retaining wall (1) is:
in the formula, E is the lateral thrust born by the connection of the embedded steel bars (4) between the single drilled pile (2) and the retaining wall (1), and is kN; lambda is a load proportion coefficient shared by connecting embedded bars (4) between a single drilled pile (2) and the retaining wall (1), and the value of lambda is related to the setting size of the retaining wall (1) before the pile; gamma rayEIn order to take account of the seismic influence, the weight of the soil between the bored piles (2) is in kN/m3；
The unit rad is the internal friction angle of soil between the bored piles (2) considering the influence of earthquake; h is the height of the retaining wall (1) in m; l is the pile spacing of the adjacent drilled piles (2) in unit m; d is the pile diameter of the drilled pile (2) in m; beta is the included angle between the soil arch counter force F formed by the soil body on the mountain side of the bored pile (2) and the horizontal direction, unit rad, and 0 DEG<β<90°；。
9. A method for anchoring connection bars in a soil retaining assembly according to claim 5, wherein in step S3, the axial tension P borne by the ith connection bar (4) below the top of the bored pile (2) isiThe method specifically comprises the following steps:
in the formula, PiAxial tension borne by the ith connecting planting bar (4) below the pile top of the drilled pile (2) is expressed by a unit kN, i is 1, 2 and 3 …; n is the number of the connecting embedded bars (4) between the single drilling pile (2) and the retaining wall (1), gammaEIn order to take account of the seismic influence, the weight of the soil between the bored piles (2) is in kN/m3；HiThe vertical distance of the ith connecting planting bar (4) below the pile top of the drilled pile (2) and the drilled pile (2) is unit m.
10. Anchoring method for connecting tendons in a soil retaining assembly according to any of claims 6-9, characterized in that the internal friction angle between the piles of the bored pile (2) taking into account the seismic influence
The method specifically comprises the following steps:
in the formula (I), the compound is shown in the specification,
the unit rad is the internal friction angle of soil between the drilled piles (2);
is the seismic angle, unit rad;
and/or the presence of a gas in the gas,
in the step (4), the inter-pile soil gravity gamma of the bored pile (2) considering the earthquake influenceEThe method specifically comprises the following steps:
wherein gamma is the inter-pile soil weight of the drilled pile (2) and the unit kN/m3。
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