CN116227082A - Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam - Google Patents
Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam Download PDFInfo
- Publication number
- CN116227082A CN116227082A CN202310256400.8A CN202310256400A CN116227082A CN 116227082 A CN116227082 A CN 116227082A CN 202310256400 A CN202310256400 A CN 202310256400A CN 116227082 A CN116227082 A CN 116227082A
- Authority
- CN
- China
- Prior art keywords
- bearing capacity
- layer
- limited
- soil
- steps
- 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.)
- Pending
Links
- 238000004364 calculation method Methods 0.000 title claims abstract description 30
- 239000002689 soil Substances 0.000 claims abstract description 73
- 238000006073 displacement reaction Methods 0.000 claims abstract description 6
- 238000000034 method Methods 0.000 claims description 56
- 239000000758 substrate Substances 0.000 claims description 7
- 238000004590 computer program Methods 0.000 claims description 5
- 238000012937 correction Methods 0.000 claims description 4
- 230000000694 effects Effects 0.000 claims description 4
- 230000006870 function Effects 0.000 claims description 4
- 230000035515 penetration Effects 0.000 claims description 4
- 238000004088 simulation Methods 0.000 claims description 4
- NAWXUBYGYWOOIX-SFHVURJKSA-N (2s)-2-[[4-[2-(2,4-diaminoquinazolin-6-yl)ethyl]benzoyl]amino]-4-methylidenepentanedioic acid Chemical compound C1=CC2=NC(N)=NC(N)=C2C=C1CCC1=CC=C(C(=O)N[C@@H](CC(=C)C(O)=O)C(O)=O)C=C1 NAWXUBYGYWOOIX-SFHVURJKSA-N 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 230000003993 interaction Effects 0.000 claims description 3
- 238000004458 analytical method Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000011549 displacement method Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 239000004567 concrete Substances 0.000 description 1
- 230000001419 dependent effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000004141 dimensional analysis Methods 0.000 description 1
- 238000004836 empirical method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 235000001968 nicotinic acid Nutrition 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
- G06F17/10—Complex mathematical operations
- G06F17/18—Complex mathematical operations for evaluating statistical data, e.g. average values, frequency distributions, probability functions, regression analysis
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Geometry (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Data Mining & Analysis (AREA)
- Mathematical Physics (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Bioinformatics & Cheminformatics (AREA)
- Bioinformatics & Computational Biology (AREA)
- Evolutionary Computation (AREA)
- Evolutionary Biology (AREA)
- Operations Research (AREA)
- Probability & Statistics with Applications (AREA)
- Algebra (AREA)
- Computer Hardware Design (AREA)
- Databases & Information Systems (AREA)
- Software Systems (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a practical vertical bearing capacity calculation method of a pile foundation attached with a limited stiffness beam, which comprises the following steps: the vertical bearing capacity of the pile foundation is considered to be mainly composed of four parts, namely pile body side wall friction resistance of each layer of pile unit, bearing capacity of the bottom end of the foundation, side friction resistance of each layer of limited stiffness beam unit and bearing capacity of the bottom surface of the limited stiffness beam unit; calculating the characteristic value of the bearing capacity of the bottom of the pile foundation according to the bearing capacity of the bottom of the pile foundation and the bearing capacity of the total bearing capacity; and 3, summarizing the bearing capacity characteristic curves of the pile foundation bottoms of the additional limited stiffness beams of various displacement working conditions and various soil layers, and obtaining the bearing capacity characteristic values of the pile foundation bottoms with the diameter smaller than R and not smaller than R. The invention is a general calculation theory in pile foundation engineering and has stronger engineering applicability.
Description
Technical Field
The invention belongs to the field of pile foundation structures, and particularly relates to a practical calculation method for the vertical bearing capacity of a pile foundation attached with a limited stiffness beam.
Background
With the development of social economy in China, super projects are continuously emerging, and the projects often need very high basic bearing capacity and are required to strictly control sedimentation. The traditional pile foundation has the defects of low material utilization rate, small bearing capacity and the like, and particularly has serious imbalance of slenderness ratio on the traditional foundation of a thick coverage layer and a large-span bridge. Therefore, innovations and applications of large bridge foundation forms, design theory and construction technology are required to be developed.
A pile foundation added with a limited stiffness beam is a pile foundation structure type, and the calculation of the vertical bearing capacity of the pile foundation structure is a key of pile foundation design. Based on the bionics principle, the prefabricated limited stiffness beams are extruded and expanded into the surrounding soil by adopting a multi-head jacking device which is matched and developed, the reinforced concrete limited stiffness beams in the horizontal direction are grafted on the basis, and the limited stiffness beams can effectively transfer loads to the soil, so that the stability and the bearing capacity of the foundation are improved. When the pile foundation of the additional limited stiffness beam is constructed, holes are reserved on a prefabricated reinforcement cage, the prefabricated soil body with limited stiffness Liang Dingru is placed in special equipment after the reinforcement cage is placed down, and pile body concrete is poured finally, so that the pile foundation construction of the additional limited stiffness beam is completed.
The calculation method of the vertical bearing capacity of the traditional pile foundation is mature, but the pile foundation with the limited stiffness beam is taken as a foundation structure type, and a perfect practical calculation method of the vertical bearing capacity is not formed at present.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a practical calculation method for the vertical bearing capacity of the pile foundation attached with the limited stiffness beam, so that the vertical bearing capacity of the pile foundation can be determined through parameters, the standardization and standardization of the design of the pile foundation are facilitated, and a theoretical foundation is provided for the vertical bearing capacity of the pile foundation, so that the application of the pile foundation is promoted.
In order to achieve the aim of the invention, the invention adopts the following technical scheme:
the invention relates to a practical calculation method for the vertical bearing capacity of a pile foundation attached with a limited stiffness beam, which is characterized by comprising the following steps:
The soil body parameters are obtained by: the layer number n of the soil where the pile foundation is positioned; the thickness l of the ith layer soil layer from the bottom surface of the bearing platform or the local flushing line to the pile end i The method comprises the steps of carrying out a first treatment on the surface of the The first layer of limited rigidity beam is divided into j layers of soil from the last layer of limited rigidity beam, and the soil layer thickness is l j The method comprises the steps of carrying out a first treatment on the surface of the And the i-th layer soil layer thickness l i Corresponding standard value q of frictional resistance of soil layer and open caisson side wall ik The method comprises the steps of carrying out a first treatment on the surface of the And the j-th layer soil layer thickness l j Frictional resistance standard value q of corresponding soil layer and side surface of limited stiffness beam kj The method comprises the steps of carrying out a first treatment on the surface of the The basic allowable value of the bearing capacity of the soil at the bottom surface of the j-th layer soil limited rigidity beam is recorded as f aj The method comprises the steps of carrying out a first treatment on the surface of the Weighted average gravity gamma of soil layers above pile end, support end and disc end 2 ；
Step 2, obtaining the allowable value q of the bearing capacity of the soil on the bottom surface of the limited-rigidity beam of the foundation of the j-th layer soil pile foundation by utilizing the step 1 rj ；
q rj ＝m 0 λ[f aj +k 2 γ 2 (h j -3)] (1)
Obtaining the interaction effect coefficient eta of the limited rigidity beam of the pile foundation by using the formula (2) g ；
In the formula (2), z is a threshold value of the distance between the finite rigidity beams of the adjacent layers and the height of the finite rigidity beams, and x 0 ，x 1 ，x 2 ，x 3 ，x 4 ，x 5 Five correlation coefficients;
step 3, if the ratio of the bottom bearing capacity of the pile foundation added with the limited stiffness beam to the total bearing capacity allowable value is smaller than a threshold value xi, executing the step 4; otherwise, executing the step 5;
In the formula (3), q r The allowable value of the bearing capacity of the soil at the substrate is represented and obtained by the formula (4);
q r ＝m 0 λ[f aj +k 2 r 2 (h j -3)] (4)
step 5, obtaining the characteristic value Q of the bottom bearing capacity of the additional limited rigidity Liang Zhuangji by utilizing the step 5 b ：
In the formula (5), E 0 R is the elastic modulus of the soil layer, r is the characteristic scale of the foundation bottom surface, r is the diameter for a round bottom surface, r is the side length for a square bottom surface, delta is the vertical displacement of the foundation bottom surface, c 1 、c 2 Is two constants, eta 1 F is a function obtained through elastoplastic numerical simulation;
step 6, obtaining the allowable value Q of the friction resistance of the side wall of the ith layer soil layer pile body by using the formula (6) and the formula (7) respectively si And the allowable value Q of the lateral friction resistance of the j-th layer of the limited rigidity beam gsj ：
Q si ＝α 1 uq ik l i D (6)
Q gsj ＝α 1 ·(α 2 m g l g η g q kj ) (7)
In the formula (6) and the formula (7), alpha 1 、α 2 Is the relevant proportionality coefficient; u represents the circumference of the pile body of the main pile;
step 7, obtaining the allowable value Q of the bottom surface friction resistance of the j-th layer of limited stiffness beam by using the step (8) gpj ：
Q gpj ＝m g b g l g η g q rj (8)
The practical calculation method for the vertical bearing capacity of the pile foundation added with the limited stiffness beam is also characterized in that when the ratio of the bearing capacity of the bottom of the pile foundation added with the limited stiffness beam to the allowable value of the total bearing capacity is larger than a threshold value xi, if the diameter of the foundation is not larger than the threshold value sigma, the influence range of the bottom of the foundation is in the same soil layer, Q is calculated by utilizing the formula (10) b The method comprises the steps of carrying out a first treatment on the surface of the If the basic characteristic scale is larger than the threshold sigma and the influence range of the basic bottom covers various soil layers, calculating Q by using the formula (11) b ：
In the formulas (10) and (11), σ represents a pile diameter threshold of the circular pile; b 1 、b 2 T is three correlation coefficients of the bearing capacity of the bottom of the foundation; c 1 Is the internal friction angle of the soil layer.
The electronic device of the invention comprises a memory and a processor, wherein the memory is used for storing a program for supporting the processor to execute the practical vertical bearing capacity calculation method, and the processor is configured to execute the program stored in the memory.
The invention relates to a computer readable storage medium, wherein a computer program is stored on the computer readable storage medium, and the computer program is executed by a processor to execute the steps of the vertical bearing capacity practical calculation method.
By adopting the technical scheme, the invention has the following beneficial effects:
1. the invention combines the pile foundation pile test results of a plurality of additional finite stiffness beams to consider that the bearing capacity of the bottom of the pile foundation is divided into two types under different conditions, wherein the bearing capacity of the bottom bears the condition that the proportion is greater than a threshold value, and dimension analysis is carried out, so that a general formula is provided, and further, the functions in the general formula are subjected to elastoplastic numerical simulation, so that the simplified calculation formula of the bearing capacity of the bottom of the additional finite stiffness Liang Zhuangji foundation under different conditions is respectively obtained. Meanwhile, the pile body side friction, the limited rigidity Liang Ce friction and the limited rigidity beam bottom bearing capacity of different soil layers are subjected to stress analysis, and the integral vertical bearing capacity of the additional limited rigidity Liang Zhuangji foundation is obtained after the characteristic values of the different soil layer forces are accumulated. Finally, the vertical bearing capacity of the foundation of the additional limited rigidity Liang Zhuangji can be calculated by superposing the four forces. The calculation parameters only comprise basic pile foundations, soil bodies, loads, limited stiffness beams and the like, are parameters which are easy to obtain, the calculation of the vertical soil resistance belongs to a recommended calculation method of pile foundation engineering, and compared with the prior art, the calculation parameters and the calculation theory used by the method are common in pile foundation base design, have strong engineering applicability, and the obtained result is more fit with the actual pile foundation engineering.
2. The invention discloses a vertical bearing capacity calculation method, which is suitable for a series of pile foundation base structures and comprises a pile foundation base added with a limited-rigidity beam, a immersed tube pile base added with the limited-rigidity beam and an open caisson base added with the limited-rigidity beam. According to different engineering geological conditions, different pile foundation structure types can be selected, pile body and soil body parameters can be correspondingly adjusted, and the theoretical calculation method has strong engineering practicability.
3. The invention considers that the position and the shape of the limited stiffness beam of the pile foundation added with the limited stiffness beam are changeable, and accords with engineering practice. According to different engineering conditions, the limited stiffness beam obtains different vertical bearing capacity characteristic values, and has practical application value.
4. The main methods of traditional pile foundation analysis are elastic theory method, shear displacement method and other empirical methods. However, the elastic theory method and the shear displacement method cannot calculate the variable cross-section basis; according to the method, the vertical bearing capacity of the pile foundation attached with the limited stiffness beam is determined through iterative solution according to the coordination relation between pile body deformation and pile side soil deformation by means of a load transfer relation. Compared with an analytic calculation method, the method is simple and clear, facilitates preliminary analysis of the pile foundation bearing capacity of the additional limited stiffness beam, and is beneficial to standardization and standardization of the pile foundation design of the additional limited stiffness beam, so that a theoretical foundation is provided for the pile foundation vertical bearing capacity of the additional limited stiffness beam, and the application of the pile foundation is promoted.
Drawings
FIG. 1 is a schematic view of pile body stress provided by an embodiment of the present invention;
fig. 2 is a flowchart of a method for calculating vertical bearing capacity according to the present invention.
Detailed Description
In this embodiment, a practical calculation method for the vertical bearing capacity of the pile foundation attached to the limited stiffness beam is to calculate the vertical bearing capacity characteristic values provided by different positions of the pile foundation according to different positions of the pile foundation, and superimpose the vertical bearing capacity characteristic values to obtain the total vertical bearing capacity characteristic value of the additional limited stiffness beam, as shown in fig. 1, wherein the bearing capacity of the bottom of the pile foundation is divided into two types, and the pile foundation horizontal bearing capacity of the additional limited stiffness beam can be obtained by accumulating the pile body and the horizontal bearing capacity characteristic values of the limited stiffness beam. Specifically, as shown in fig. 2, the method comprises the following steps:
The soil body parameters are obtained by: the layer number n of the soil where the pile foundation is positioned; the thickness l of the ith layer soil layer from the bottom surface of the bearing platform or the local flushing line to the pile end i The method comprises the steps of carrying out a first treatment on the surface of the The first layer of limited rigidity beam to the last layer of limited rigidity beam are divided into j layers of soil, and the soil layer thickness is l j The method comprises the steps of carrying out a first treatment on the surface of the And the i-th layer soil layer thickness l i Corresponding standard value q of frictional resistance of soil layer and open caisson side wall ik The method comprises the steps of carrying out a first treatment on the surface of the And the j-th layer soil layer thickness l j Frictional resistance standard value q of corresponding soil layer and side surface of limited stiffness beam kj The method comprises the steps of carrying out a first treatment on the surface of the The basic allowable value of the bearing capacity of the soil at the bottom surface of the j-th layer soil limited rigidity beam is recorded as f aj The method comprises the steps of carrying out a first treatment on the surface of the Weighted average gravity gamma of soil layers above pile end, support end and disc end 2 ；
Step 2, obtaining the allowable value q of the bearing capacity of the soil on the bottom surface of the limited-rigidity beam of the foundation of the j-th layer soil pile foundation by utilizing the step 1 rj ；
Obtaining the interaction effect coefficient eta of the limited rigidity beam of the pile foundation by using the formula (2) g ；
In the formula (2), z is a threshold value of the distance between the finite rigidity beams of the adjacent layers and the height of the finite rigidity beams, and x 0 ，x 1 ，x 2 ，x 3 ，x 4 ，x 5 Five correlation coefficients;
step 3, if the ratio of the bottom bearing capacity of the pile foundation added with the limited stiffness beam to the total bearing capacity allowable value is smaller than a threshold value xi, executing the step 4; otherwise, executing the step 5;
In the formula (3), q r The allowable value of the bearing capacity of the soil at the substrate is represented and obtained by the formula (4);
q r ＝m 0 λ[f aj +k 2 r 2 (h j -3)] (4)
in the formula (4), f aj The method can be checked and determined under the condition of no experiment;
step 5, obtaining the characteristic value Q of the bottom bearing capacity of the additional limited rigidity Liang Zhuangji by utilizing the step 5 b ：
In the formula (5), E 0 R is the elastic modulus of the soil layer, r is the characteristic scale of the foundation bottom surface, r is the diameter for a round bottom surface, r is the side length for a square bottom surface, delta is the vertical displacement of the foundation bottom surface, c 1 、c 2 Is two constants, eta 1 Is a wellThe bottom shape effect coefficient, f, is a function obtained through elastoplastic numerical simulation;
for the calculation of Q in equation (5) b The formula of (2) is a general formula, because the large diameter is added with a limited rigidity Liang Zhuangji foundation, and the bearing capacity of the foundation bottom is completely borne by the lower part of the open caisson bottom on the premise that the soil layer at the foundation bottom has the same property. The bearing capacity of the foundation bed is thus only dependent on the material properties of the earth and not on the material properties of the foundation itself. From dimensional analysis, the bearing capacity of the foundation bottom surface at a certain displacement is proportional to the elastic modulus of the soil. Moreover, the bearing capacity is not infinitely increased, and finally tends to a constant value.
Further, through numerical analysis, when the ratio of the bottom bearing capacity to the total bearing capacity allowable value of the pile foundation added with the limited stiffness beam is larger than a threshold value xi, summarizing various displacement working conditions and various soil layers, and if the diameter of the foundation is not larger than the threshold value sigma and the influence range of the bottom of the foundation is in the same soil layer, simplifying and calculating Q by utilizing a formula (10) b The method comprises the steps of carrying out a first treatment on the surface of the If the basic characteristic scale is larger than the threshold sigma and the influence range of the basic bottom covers various soil layers, the formula (11) is utilized to simplify the calculation Q b ：
In the formulas (10) and (11), σ represents a pile diameter threshold of the circular pile; b 1 、b 2 T is three correlation coefficients of the bearing capacity of the bottom of the foundation; c 1 And (5) looking up a table for the internal friction angle of the soil layer.
And selecting a formula according to the actual engineering condition to calculate the bottom bearing capacity of the additional limited rigidity Liang Zhuangji.
Step 6, obtaining the allowable value Q of the friction resistance of the side wall of the ith layer soil layer pile body by using the formula (6) and the formula (7) respectively si And the allowable value Q of the lateral friction resistance of the j-th layer of the limited rigidity beam gsj ：
Q si ＝α 1 uq ik l i D (6)
Q gsj ＝α 1 ·(α 2 m g l g η g q kj ) (7)
In the formula (6) and the formula (7), alpha 1 、α 2 Is the relevant proportionality coefficient; u represents the circumference of the pile body of the main pile; q ik 、q kj Checking the procedure in the absence of experimental conditions.
Step 7, obtaining the allowable value Q of the bottom surface friction resistance of the j-th layer of limited stiffness beam by using the step (8) gpj ：
Q gpj ＝m g b g l g η g q rj (8)
In this embodiment, an electronic device includes a memory for storing a program for supporting the processor to execute the above-described vertical bearing capacity practical calculation method, and a processor configured to execute the program stored in the memory.
In this embodiment, a computer readable storage medium stores a computer program, which when executed by a processor, performs the steps of the method for calculating vertical bearing capacity.
Claims (4)
1. A practical calculation method for the vertical bearing capacity of a pile foundation attached with a limited stiffness beam is characterized by comprising the following steps:
step 1, obtaining pilesParameters of the base including: the outer diameter D of the main shaft of the pile foundation; limited stiffness Liang Cengshu eta g The method comprises the steps of carrying out a first treatment on the surface of the Number of arrangements m of limited stiffness beams per layer g The method comprises the steps of carrying out a first treatment on the surface of the Limited stiffness beam width b g The method comprises the steps of carrying out a first treatment on the surface of the Limited stiffness beam length l g The method comprises the steps of carrying out a first treatment on the surface of the Limited stiffness beam height h g The method comprises the steps of carrying out a first treatment on the surface of the Distance s between adjacent layers of finite stiffness beams g The method comprises the steps of carrying out a first treatment on the surface of the Bottom clearance coefficient m 0 The method comprises the steps of carrying out a first treatment on the surface of the Correcting the coefficient lambda; correction coefficient k for allowable bearing capacity with depth 2 The method comprises the steps of carrying out a first treatment on the surface of the Depth of penetration h of substrate and limited stiffness beam at layer j j ；
The soil body parameters are obtained by: the layer number n of the soil where the pile foundation is positioned; the thickness l of the ith layer soil layer from the bottom surface of the bearing platform or the local flushing line to the pile end i The method comprises the steps of carrying out a first treatment on the surface of the The first layer of limited rigidity beam is divided into j layers of soil from the last layer of limited rigidity beam, and the soil layer thickness is l j The method comprises the steps of carrying out a first treatment on the surface of the And the i-th layer soil layer thickness l i Corresponding standard value q of frictional resistance of soil layer and open caisson side wall ik The method comprises the steps of carrying out a first treatment on the surface of the And the j-th layer soil layer thickness l j Frictional resistance standard value q of corresponding soil layer and side surface of limited stiffness beam kj The method comprises the steps of carrying out a first treatment on the surface of the The basic allowable value of the bearing capacity of the soil at the bottom surface of the j-th layer soil limited rigidity beam is recorded as f aj The method comprises the steps of carrying out a first treatment on the surface of the Weighted average gravity gamma of soil layers above pile end, support end and disc end 2 ；
Step 2, obtaining the allowable value q of the bearing capacity of the soil on the bottom surface of the limited-rigidity beam of the foundation of the j-th layer soil pile foundation by utilizing the step 1 rj ；
q rj ＝m 0 λ[f aj +k 2 γ 2 (h j -3)] (1)
Obtaining the interaction effect coefficient eta of the limited rigidity beam of the pile foundation by using the formula (2) g ；
In the formula (2), z is a threshold value of the distance between the finite rigidity beams of the adjacent layers and the height of the finite rigidity beams, and x 0 ，x 1 ，x 2 ，x 3 ，x 4 ，x 5 Five correlation coefficients;
step 3, if the ratio of the bottom bearing capacity of the pile foundation added with the limited stiffness beam to the total bearing capacity allowable value is smaller than a threshold value xi, executing the step 4; otherwise, executing the step 5;
step 4, obtaining the characteristic value Q of the bottom bearing capacity of the additional limited rigidity Liang Zhuangji by utilizing the step 3 P ：
In the formula (3), q r The allowable value of the bearing capacity of the soil at the substrate is represented and obtained by the formula (4);
q r ＝m 0 λ[f aj +k 2 r 2 (h j -3)] (4)
step 5, obtaining the characteristic value Q of the bottom bearing capacity of the additional limited rigidity Liang Zhuangji by utilizing the step 5 b ：
In the formula (5), E 0 R is the elastic modulus of the soil layer, r is the characteristic scale of the foundation bottom surface, r is the diameter for a round bottom surface, r is the side length for a square bottom surface, delta is the vertical displacement of the foundation bottom surface, c 1 、c 2 Is two constants, eta 1 F is a function obtained through elastoplastic numerical simulation;
step 6, obtaining the allowable value Q of the friction resistance of the side wall of the ith layer soil layer pile body by using the formula (6) and the formula (7) respectively si And the allowable value Q of the lateral friction resistance of the j-th layer of the limited rigidity beam gsj ：
Q si ＝α 1 uq ik l i D (6)
Q gsj ＝α 1 ·(α 2 m g l g η g q kj ) (7)
In the formula (6) and the formula (7), alpha 1 、α 2 Is the relevant proportionality coefficient; u represents the circumference of the pile body of the main pile;
step 7, obtaining the allowable value Q of the bottom surface friction resistance of the j-th layer of limited stiffness beam by using the step (8) gpj ：
Q gpj ＝m g b g l g η g q rj (8)
Step 8, obtaining a vertical compression bearing capacity allowable value R of the pile foundation added with the limited stiffness beam by utilizing the step 9 a ：
2. The practical calculation method for the vertical bearing capacity of the pile foundation attached to the limited stiffness beam according to claim 1, wherein when the ratio of the bottom bearing capacity of the pile foundation attached to the limited stiffness beam to the allowable total bearing capacity is greater than a threshold value xi, if the diameter of the foundation is not greater than the threshold value sigma, and the influence range of the bottom of the foundation is in the same soil layer, calculating Q by using a formula (10) b The method comprises the steps of carrying out a first treatment on the surface of the If the basic characteristic scale is larger than the threshold sigma and the influence range of the basic bottom covers various soil layers, calculating Q by using the formula (11) b ：
In the formulas (10) and (11), σ represents a pile diameter threshold of the circular pile; b 1 、b 2 T is three correlation coefficients of the bearing capacity of the bottom of the foundation; c 1 Is the internal friction angle of the soil layer.
3. An electronic device comprising a memory and a processor, wherein the memory is configured to store a program that supports the processor to perform the method of the vertical load utility calculation of claim 1 or 2, the processor being configured to execute the program stored in the memory.
4. A computer readable storage medium having stored thereon a computer program, characterized in that the computer program when run by a processor performs the steps of the method for practical calculation of vertical bearing capacity according to claim 1 or 2.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310256400.8A CN116227082A (en) | 2023-03-16 | 2023-03-16 | Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310256400.8A CN116227082A (en) | 2023-03-16 | 2023-03-16 | Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116227082A true CN116227082A (en) | 2023-06-06 |
Family
ID=86582383
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310256400.8A Pending CN116227082A (en) | 2023-03-16 | 2023-03-16 | Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116227082A (en) |
-
2023
- 2023-03-16 CN CN202310256400.8A patent/CN116227082A/en active Pending
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| El-Garhy et al. | Behavior of raft on settlement reducing piles: Experimental model study | |
| Ding et al. | Model tests on the bearing capacity of wide-shallow composite bucket foundations for offshore wind turbines in clay | |
| WO2023087601A1 (en) | Stability prediction method for deep water thin-walled steel cylinder | |
| Patil et al. | An experimental study on behaviour of piled raft foundation | |
| Kumar et al. | An experimental study to analyse the behaviour of piled-raft foundation model under the application of vertical load | |
| Zhang et al. | Force transfer characteristics of composite bucket foundation for offshore wind turbines | |
| CN115935528A (en) | P-Y curve correction method and system for large-diameter pile foundation in sandy soil | |
| CN115048819A (en) | Method and device for predicting pile foundation pull-down force and electronic equipment | |
| CN116070325A (en) | Method for calculating horizontal bearing capacity of rigid pile attached with multilayer limited stiffness beams | |
| CN116227082A (en) | Practical calculation method for vertical bearing capacity of pile foundation attached with limited stiffness beam | |
| WO2023197880A1 (en) | Steel cylinder anti-overturning stability prediction method | |
| Sheil et al. | Numerical modelling of pile foundation angular distortion | |
| CN107908894A (en) | A kind of reinforcing bar pitch Seismic Isolation of Isolation Layer resilience model determines method | |
| Zhou et al. | Engineering characteristics and reinforcement program of inclined pre-stressed concrete pipe piles | |
| CN106777629A (en) | A kind of swelled ground computation model and its application process based on engineering boundary condition | |
| CN108446413B (en) | Method for optimally measuring pile diameter of grouting-formed club-footed pile | |
| CN115203793A (en) | Method and system for predicting ultimate bearing capacity of vertical loaded pile | |
| CN111898177B (en) | Calculation method of stratified foundation consolidation degree | |
| CN114595642A (en) | Simplified analysis method for soil slope stability considering rainfall infiltration influence | |
| CN111898176B (en) | Method for calculating consolidation degree under layered foundation gradual loading condition | |
| CN108867720B (en) | Method for measuring and calculating amount of saline soil settlement between piles under embankment | |
| CN105911254A (en) | Dichotomy-based testing method for cohesive soil water buoyance reduction coefficient | |
| CN115600455A (en) | System and method for quantifying steel casing effect of steel pipe concrete pile under action of horizontal load | |
| CN117592253B (en) | Method for judging damage of high pile wharf of steel pipe pile | |
| CN116070491A (en) | Vertical bearing capacity calculation method of novel pile foundation added with multilayer limited stiffness beams |
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 |