CN112031045A - Calculation method and system for uplift bearing capacity of reinforced composite foundation - Google Patents
Calculation method and system for uplift bearing capacity of reinforced composite foundation Download PDFInfo
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Abstract
The invention provides a calculation method for the uplift bearing capacity of a reinforced composite foundation, which comprises the following steps: when the top of the foundation is subjected to the action of uplift load or overturning bending moment, sequentially calculating the relative ultimate displacement between each layer of reinforcement materials embedded in a soil body in a layering way and the soil body when the reinforcement materials are pulled out from the soil body, when the displacement of the top of the foundation exceeds a preset value, calculating the uplifting length of each layer of reinforcement materials by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of a foundation slab, sequentially calculating the vertical downward pulling force generated by each layer of reinforcement materials from bottom to top based on the uplifting length of each layer of reinforcement materials, and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward pulling force generated by each layer of reinforcement materials and the bearing capacity of the foundation slab. Reducing the safety.
Description
Technical Field
The invention belongs to the technical field of geotechnical engineering, and particularly relates to a calculation method and a calculation system for the uplift bearing capacity of a reinforced composite foundation.
Background
Compared with an undisturbed rock foundation, foundation soil bodies such as aeolian sand, silt and the like have weaker anti-pulling and anti-shearing capabilities, and a transmission tower foundation, a communication tower foundation and the like belong to foundation types with higher requirements on the anti-pulling and anti-overturning capabilities. In the world, aeolian sand, soft soil, loess and the like are widely distributed, and because the aeolian sand, the soft soil, the loess and the like have poor engineering geological characteristics and are not treated by engineering measures, when foundations with relatively high requirements on anti-pulling capacity, such as power transmission line foundations and the like, are directly designed and constructed, if the anti-pulling bearing capacity is fully utilized, the anti-pulling and anti-overturning capacity is obviously insufficient, and if the anti-pulling and anti-overturning bearing capacity is fully utilized, the anti-pulling bearing capacity is wasted. Taking aeolian sand as an example, the aeolian sand is taken as a foundation of a foundation engineering of a power transmission line tower, and compared with a common foundation, the aeolian sand has the following main physical and mechanical characteristics: the water content index is low, and part of the area is even close to zero and is less than 2 percent; loose, small cohesive force close to zero and low shear strength; wind power screening is carried out, and the grading difference of aeolian sand is obtained; in construction, the foundation pit is not easy to excavate and form, and the excavation area is relatively large. In addition, the compression-resistant reinforced composite foundation is widely used in traffic roadbeds, water conservancy dams and the like, but mainly aims to enhance the compression resistance of the foundation.
Therefore, when the foundation construction such as overhead transmission lines, communication towers and the like is carried out, the reinforced foundation improvement and reinforcement treatment is carried out on the foundation soil, the improvement of the bearing performance of the foundation becomes a technical requirement, the uplift and overturn resisting bearing capacity is made up, the compression resisting bearing capacity is balanced, the excavation amount of foundation pit earth and stone can be reduced, the manufacturing cost is saved, and the safety is improved. How to improve the reinforcement and how to calculate the uplift bearing capacity is a problem which needs to be solved urgently at present.
Disclosure of Invention
Aiming at the problem that the calculation of the uplift bearing capacity of the foundation can not be carried out in the prior art, the invention provides a calculation method of the uplift bearing capacity of a reinforced composite foundation, which comprises the following steps:
when the top of the foundation is under the action of an upper pulling load or an overturning bending moment, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in the soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
when the displacement of the top of the foundation exceeds a preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs;
and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
Preferably, when the basis top receives the effect of pull-out load or the moment of flexure that topples, calculate in proper order in the soil body each layer of muscle material that the layering was buried underground when being pulled out from the soil body with the relative ultimate displacement of soil body, include:
calculating the limit value of the drawing force between each layer of the reinforced material and the soil layer when the top of the foundation is subjected to the action of the upper drawing load or the overturning bending moment;
and calculating a relative limit displacement value between the reinforcement and the soil body based on the limit value of the drawing force between each layer of reinforcement and the soil layer.
Preferably, the limit value of the drawing force between each layer of the reinforced materials and the soil layer is calculated based on the action of the uplift load or the overturning bending moment on the top of the foundation, and the limit value is calculated according to the following formula:
Tui＝μ·qi+Tu0
in the formula, TuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer; q. q.siCovering soil pressure mu on the reinforcement material of the ith layer is a linear proportionality coefficient between the tensile force intensity between the reinforcement material and the soil layer and the upper covering soil pressure; t isu0The limit value of the drawing force between the reinforcement and the soil layer when the overburden pressure is zero;
the relative limit displacement between each layer of the reinforced material and the soil body is calculated according to the following formula:
in the formula,. DELTA.uRelative limit displacement between each layer of the reinforcement material and the soil body; t isuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer is set; and k is a linear proportionality coefficient between the drawing force between the reinforcement and the soil layer and the relative limit displacement.
Preferably, when the displacement of the top of the foundation exceeds the preset value, the length of the raised rib of each layer is calculated by considering the relationship between the pulling displacement of the foundation and the pulling displacement of the foundation slab, and the method comprises the following steps:
calculating the upward pulling displacement of the rib lifting section and the foundation slab based on the relative limit displacement between each layer of rib and the soil body and the limit value of the pulling force between each layer of rib and the soil body;
and calculating the water lifting length of each layer of the rib material based on the rib material lifting section and the upward pulling displacement of the foundation slab.
Preferably, the upward pulling displacement of the rib material lifting section and the foundation slab is calculated according to the following formula:
wherein, γsThe soil mass is the soil mass gravity; z is a radical ofiThe rib material of the ith layer is buried deeply,1is the natural growth coefficient of the rib material.
Preferably, based on the displacement of pulling out on muscle material lifting section and the soleplate, calculate every layer of the ascending lifting length of muscle material level, include:
when the pulling displacement of the foundation is not more than the pulling displacement of the foundation bottom plate, the pulling force value between each layer of the reinforcement material and the soil layer reaches the limit value, and the horizontal lifting length of each layer of the reinforcement material along the edge of the bottom plate is calculated according to a first calculation formula;
and when the pulling displacement of the foundation is larger than the pulling displacement of the foundation bottom plate, the pulling force value between each layer of the reinforcement material and the soil layer does not reach the limit value, and the horizontal lifting length of each layer of the reinforcement material along the edge of the bottom plate is calculated according to a second calculation formula.
Preferably, the first calculation formula is as follows:
wherein the content of the first and second substances,1is a natural growth coefficient of the bar material, SiThe displacement is pulled up on the basis.
Preferably, the second calculation formula is shown as follows:
wherein S isiThe displacement is pulled up on the basis of the calculation.
Preferably, the vertical downward pulling force generated by each layer of the tendons is sequentially calculated from bottom to top based on the uplifting length of each layer of the tendons, and the calculation is performed according to the following formula:
Rr＝4B·γs∑zi·li
in the formula, RrA vertically downward drag force generated for each layer of the tendon; b is the diameter of the rib.
The invention also provides a system for calculating the uplift bearing capacity of the reinforced composite foundation, which comprises the following steps:
a calculation module: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, calculating the vertical downward pulling force generated by each layer of the reinforcement;
a summary module: and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
Preferably, the calculation module comprises a displacement calculation submodule, a length calculation submodule and a drag force calculation submodule;
the displacement calculation submodule: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in a soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
the length calculation submodule: when the displacement of the top of the foundation exceeds the preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
the drag force calculation submodule: and sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention provides a calculation method for the uplift bearing capacity of a reinforced composite foundation, which comprises the following steps: when the top of the foundation is subjected to the action of an upward pulling load or an overturning bending moment, sequentially calculating the relative ultimate displacement between each layer of reinforcement materials buried in a soil body in a layered mode and the soil body when the reinforcement materials are pulled out of the soil body, when the displacement of the top of the foundation exceeds a preset value, calculating the upward lifting length of each layer of reinforcement materials by considering the relationship between the upward pulling displacement of the foundation and the upward pulling displacement of a foundation slab, sequentially calculating the downward vertical pulling force generated by each layer of reinforcement materials from bottom to top based on the upward lifting length of each layer of reinforcement materials, and determining the pulling resistance and bearing capacity of the reinforced composite foundation based on the downward vertical pulling force generated by each layer of reinforcement materials and the bearing capacity of the foundation slab.
2. According to the invention, the anti-pulling bearing capacity of the reinforced composite foundation in the soil body can be finally obtained by analyzing the stress condition of the reinforced composite foundation in the soil body and respectively calculating the stress according to the stress condition, and the reinforced composite foundation can be manufactured through the optimal anti-pulling capacity, so that the material quantity of a foundation body is saved, the foundation excavation depth is reduced, and the safety is reduced.
Drawings
FIG. 1 is a flow chart of calculation of the uplift bearing capacity of the reinforced composite foundation of the present invention;
FIG. 2 is a schematic diagram of a system for calculating the uplift bearing capacity of the reinforced composite foundation of the present invention;
FIG. 3 is a schematic structural diagram of the anti-pulling reinforced composite foundation of the present invention;
FIG. 4 is a schematic view of the anti-pulling reinforced composite foundation of the present invention;
FIG. 5 is a schematic diagram of deformation of the load-bearing reinforcing bar according to the present invention;
fig. 6 is a schematic view of the local parabolic deformation of the rib material of the present invention.
Detailed Description
The embodiments of the present invention will be further explained with reference to the drawings.
Example 1:
the invention provides a calculation method for the uplift bearing capacity of a reinforced composite foundation, which comprises the following steps of:
the method comprises the following steps: when the top of the foundation is under the action of an upper pulling load or an overturning bending moment, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in the soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
step two: when the displacement of the top of the foundation exceeds a preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
step three: sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs;
step four: and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
Measuring and analyzing the uplift bearing capacity of the reinforced composite foundation, specifically comprising the following steps;
with reference to fig. 3, the uplift reinforced composite foundation is formed by embedding geosynthetics in a horizontal layer in a soil body above a foundation bottom plate, wherein the geosynthetics in the foundation are called as ribs, the vertical spacing between the ribs is generally 100mm-500mm, and the laying area of the ribs is larger and larger from bottom to top. Thereby enhancing and improving the shear resistance and the tensile resistance of the foundation soil body.
And (II) with reference to fig. 4, when the top of the foundation is subjected to the action of the uplifting load or the overturning bending moment, the foundation and part of the soil body above the bottom plate are subjected to uplifting displacement, the uplifting rib material on the bottom plate is gradually uplifted along with the uplifting of the foundation, the local deformation of the rib material is generated, and the linear deformation of the rib material of each layer above the edge of the bottom plate is a curve from the linear deformation at the initial laying stage. The rib materials above the bottom plate can form a dragging effect on the anti-pulling soil above the bottom plate, so that the anti-pulling and anti-overturning bearing capacity of the foundation is improved.
Calculating the time of flightThe shape function of the line segment rib material is approximate to a parabola, and the equation is
And taking the O point in the graph 5 as a coordinate origin, wherein the horizontal direction from the O point to the edge of the rib material is the positive direction of an x axis, and the vertical upward direction is the positive direction of another y axis.
The method comprises the following steps: when the basis top receives the pull-out load or topples moment of flexure effect, calculate in proper order in the soil body each layer of muscle material that the layering was buried underground when being pulled out from the soil body with the relative ultimate displacement of soil body, specifically include:
Tui＝μ·qi+Tu0，
wherein T isu0、μ、ΔuTaking values according to experience or experiments. In the formula, TuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer is kN/m; q is the covering soil pressure of the reinforcement material, kPa; mu is a linear proportionality coefficient m between the tensile strength between the reinforcement and the soil layer and the upper soil covering pressure; t isu0The ultimate value of the drawing force between the reinforcement and the soil layer is kN/m when the overburden pressure is zero; k is the linear proportionality coefficient between the drawing force between the reinforcement and the soil layer and the relative limit displacement, kN/m2。
Step two: when the displacement of the top of the foundation exceeds a preset value, the length of uplift generated by each layer of rib is calculated by considering the relation between the uplift displacement of the foundation and the uplift displacement of the foundation bottom plate, and the method specifically comprises the following steps:
the relative limit displacement between the i-th layer of the reinforced material and the soil body reaches deltauWhen the value is measured, the corresponding rib lifting section l is calculated according to the formulauiThe upward pulling displacement S of the foundation slabuiThe calculation method comprises the following steps:
wherein, γsThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
Pulling out the displacement S on the basis of calculationi≤SuiAt the moment, the tension value between each layer of the reinforced materials and the soil body reaches the limit value, and the calculation method comprises the following steps:
wherein the content of the first and second substances,1for the natural growth coefficient of the bar material, the pull-up displacement S is calculatediThe value is decreased from bottom to top:
or pull out the displacement S on the basis of calculationi＞SuiAt the moment, the tension value between each layer of the reinforced materials and the soil body does not reach the limit value, and the calculation method comprises the following steps:
step three: the method comprises the following steps of sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifted length of each layer of the ribs, wherein the calculation method comprises the following steps:
Rr＝4B·γs∑zi·li。
step four: and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
Example 2:
referring to fig. 6, the foundation of a power transmission iron tower with a wind-blown sand foundation is taken as an example, the size of the foundation is 3.2m × 3.2m of the width of a bottom plate, 5 layers of reinforcing materials are buried, and the buried depth of the reinforcing materials is 1.77m to 0.39 m.
When the horizontal uplift resistance performance parameters of the i-th layer of the reinforced material are calculated, the calculation method comprises the following steps:
Tui＝μ·qi+Tu0，
wherein T isu0、μ、ΔuAccording to experience or experimentAnd (4) taking values. In the formula, TuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer is kN/m; q is the covering soil pressure of the reinforcement material, kPa; mu is a linear proportionality coefficient m between the tensile strength between the reinforcement and the soil layer and the upper soil covering pressure; t isu0The ultimate value of the drawing force between the reinforcement and the soil layer is kN/m when the overburden pressure is zero; k is the linear proportionality coefficient between the drawing force between the reinforcement and the soil layer and the relative limit displacement, kN/m2。
When the relative limit displacement between the i-th layer of the reinforced material and the soil body reaches deltauWhen the value is measured, the corresponding rib lifting section l is calculated according to the formulauiThe upward pulling displacement S of the foundation slabuiThe calculation method comprises the following steps:
wherein, γsThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
Calculating the horizontal lifting length of each layer of the reinforcing material along the edge of the bottom plate, wherein the calculation method comprises the following steps:
pulling out the displacement S on the basis of calculationi≤SuiThe calculation method comprises the following steps:
wherein the content of the first and second substances,1for the natural growth coefficient of the bar material, the pull-up displacement S is calculatediThe value is decreased from bottom to top:
or pull out the displacement S on the basis of calculationi＞SuiThe calculation method comprises the following steps:
the reinforcement conforms to the uplift bearing capacity of the foundation, and the calculation method comprises the following steps:
Rr＝4B·γs∑zi·li。
firstly, calculating the relative limit displacement of each layer of reinforcement material and the soil body when the reinforcement material is pulled out of the soil body, and judging SiAnd SuiThe relationship (2) of (c).
Then calculating the length l of each layer of rib material uplifted when the displacement of the top of the foundation is 25mmi。
And finally, calculating the vertical downward drag force generated by 5 layers of ribs, wherein the vertical downward drag force is respectively as follows from bottom to top: 14.7kN, 12.2kN, 9.8kN, 7.8kN and 4.5kN, and the uplift bearing capacity generated by the reinforcement material after the composite foundation reinforcement treatment is 49 kN.
The bearing capacity of the foundation is calculated to be 201kN when the reinforcement treatment is not adopted and is increased to 250kN after the reinforcement treatment, and the uplift bearing capacity after the reinforcement treatment is improved by more than 20 percent compared with the bearing capacity of the foundation when the reinforcement treatment is not adopted.
Example 3:
based on the same inventive concept and with reference to fig. 2, the invention further provides a system for calculating the uplift bearing capacity of the reinforced composite foundation, which comprises:
a calculation module: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, calculating the vertical downward pulling force generated by each layer of the reinforcement;
a summary module: and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
The calculation module comprises:
a displacement calculation submodule: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in a soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
a length calculation submodule: when the displacement of the top of the foundation exceeds the preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
a drag force calculation submodule: and sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs.
A displacement calculation submodule: when the foundation is acted by an upper pulling load or an overturning bending moment at the top of the foundation, the relative limit displacement of each layer of rib materials buried in the soil body in a layering way when being pulled out from the soil body is calculated in sequence:
Tui＝μ·qi+Tu0
in the formula,. DELTA.uThe limit value of the drawing force between each layer of the reinforced material and the soil layer is kN/m; q is the covering soil pressure of the reinforcement material, kPa; mu is a linear proportionality coefficient m between the tensile strength between the reinforcement and the soil layer and the upper soil covering pressure; t isu0The ultimate value of the drawing force between the reinforcement and the soil layer is kN/m when the overburden pressure is zero; and k is a linear proportionality coefficient between the drawing force between the rib and the soil layer and the relative limit displacement, namely kN/m 2.
A length calculation submodule: when the displacement of the top of the foundation exceeds the preset value, the lifting length of each layer of the rib material is calculated by considering the relation between the lifting displacement of the foundation and the lifting displacement of the foundation slab:
in the formula, SuiPulling up and shifting the foundation slab; luiIs a rib lifting section; gamma raysThe soil mass is the soil mass gravity; z is a radical ofiBurying the rib material of the ith layer deeply;1is the natural growth coefficient of the rib material.
When the pulling displacement on the foundation is not more than the pulling displacement on the foundation bottom plate, calculating the horizontal lifting length l of each layer of the rib material along the edge of the bottom plate according to a first calculation formulai：
In the formula, gammasThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
When the pulling displacement of the foundation is larger than that of the foundation bottom plate, calculating each layer along the edge of the bottom plate according to a second calculation formulaHorizontal lifting length l of reinforcementi：
In the formula IiThe lifting length of each layer of the rib material in the horizontal direction; siPulling up displacement for calculation; gamma raysThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
A drag force calculation submodule: calculating the vertical downward drag force generated by each layer of the rib materials from bottom to top in sequence based on the uplifting length generated by each layer of the rib materials:
Rr＝4B·γs∑zi·li
in the formula, RrA vertically downward drag force generated for each layer of the tendon; b is the diameter of the rib.
And determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
As will be appreciated by one skilled in the art, embodiments of the present application may be provided as a method, system, or computer program product. Accordingly, the present application may take the form of an entirely hardware embodiment, an entirely software embodiment or an embodiment combining software and hardware aspects. Furthermore, the present application may take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, and the like) having computer-usable program code embodied therein.
The present application is described with reference to flowchart illustrations and/or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the application. It will be understood that each flow and/or block of the flow diagrams and/or block diagrams, and combinations of flows and/or blocks in the flow diagrams and/or block diagrams, can be implemented by computer program instructions. These computer program instructions may be provided to a processor of a general purpose computer, special purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create means for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be stored in a computer-readable memory that can direct a computer or other programmable data processing apparatus to function in a particular manner, such that the instructions stored in the computer-readable memory produce an article of manufacture including instruction means which implement the function specified in the flowchart flow or flows and/or block diagram block or blocks.
These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer implemented process such that the instructions which execute on the computer or other programmable apparatus provide steps for implementing the functions specified in the flowchart flow or flows and/or block diagram block or blocks.
The present invention is not limited to the above embodiments, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention are included in the scope of the claims of the present invention which are filed as the application.
Claims (11)
1. A calculation method for the uplift bearing capacity of a reinforced composite foundation is characterized by comprising the following steps:
when the top of the foundation is under the action of an upper pulling load or an overturning bending moment, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in the soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
when the displacement of the top of the foundation exceeds a preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs;
and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
2. The calculation method according to claim 1, wherein when the top of the foundation is subjected to the uplift load or the overturning bending moment, the calculation method sequentially calculates the limit displacement of each layer of reinforcement buried in the soil body in a layered manner relative to the soil body when the reinforcement is pulled out of the soil body, and comprises the following steps:
calculating the limit value of the drawing force between each layer of the reinforced material and the soil layer when the top of the foundation is subjected to the action of the upper drawing load or the overturning bending moment;
and calculating a relative limit displacement value between the reinforcement and the soil body based on the limit value of the drawing force between each layer of reinforcement and the soil layer.
3. The method of claim 2, wherein the limit of the pullout force between each layer of tendon and the soil layer is calculated as follows:
Tui＝μ·qi+Tu0
in the formula, TuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer; q. q.siCovering soil pressure mu on the reinforcement material of the ith layer is a linear proportionality coefficient between the tensile force intensity between the reinforcement material and the soil layer and the upper covering soil pressure; t isu0The limit value of the drawing force between the reinforcement and the soil layer when the overburden pressure is zero;
the relative limit displacement between each layer of the reinforcement materials and the soil body is calculated according to the following formula:
in the formula,. DELTA.uRelative limit displacement between each layer of the reinforcement material and the soil body; t isuiThe limit value of the drawing force between each layer of the reinforced material and the soil layer is set; k is a radical ofiThe linear proportionality coefficient between the drawing force between the i-th layer of reinforced material and the soil layer and the relative limit displacement is shown.
4. The method of claim 3, wherein said calculating the length of each layer of reinforcement lifted in view of the relationship between the displacement of the base and the displacement of the base plate when the displacement of the base top exceeds a predetermined value comprises:
calculating the upward pulling displacement of the rib lifting section and the foundation slab based on the relative limit displacement between each layer of rib and the soil body and the limit value of the pulling force between each layer of rib and the soil body;
and calculating the water lifting length of each layer of the rib material based on the rib material lifting section and the upward pulling displacement of the foundation slab.
5. The calculation method of claim 4, wherein the uplift displacement of the reinforcement and the foundation slab is calculated according to the following formula:
in the formula, SuiPulling up and shifting the foundation slab; luiIs a rib lifting section; gamma raysThe soil mass is the soil mass gravity; z is a radical ofiBurying the rib material of the ith layer deeply;1is the natural growth coefficient of the rib material.
6. The calculation method of claim 4, wherein calculating the horizontal upward lifting length of each layer of the reinforcement material based on the lifting displacement of the reinforcement material and the upward pulling displacement of the foundation slab comprises:
when the pulling displacement of the foundation is not more than the pulling displacement of the foundation bottom plate, the tension value between each layer of the reinforcement material and the soil layer reaches the limit value, and the horizontal lifting length of each layer of the reinforcement material along the edge of the bottom plate is calculated according to a first calculation formula;
and when the pulling displacement of the foundation is larger than the pulling displacement of the foundation bottom plate, the tension value between each layer of the reinforcement material and the soil layer does not reach the limit value, and the horizontal lifting length of each layer of the reinforcement material along the edge of the bottom plate is calculated according to a second calculation formula.
7. The calculation method according to claim 6, wherein the first calculation formula is represented by the following formula:
wherein liThe lifting length of each layer of the rib material in the horizontal direction;1is a natural growth coefficient of the bar material, SiPulling displacement on the basis; gamma raysThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
8. The calculation method according to claim 6, wherein the second calculation formula is represented by the following formula:
wherein liThe lifting length of each layer of the rib material in the horizontal direction; siPulling up displacement for calculation; gamma raysThe soil mass is the soil mass gravity; z is a radical ofiBurying the i-th layer of the rib material deeply.
9. The method of calculation according to claim 7 or 8, wherein the vertical downward drag produced by each layer of tendon is calculated as follows:
Rr＝4B·γs∑zi·li
in the formula, RrA vertically downward drag force generated for each layer of the tendon; b is the diameter of the rib.
10. A system for calculating the uplift bearing capacity of a reinforced composite foundation is characterized by comprising a calculation module and a summary module;
the calculation module: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, calculating the vertical downward pulling force generated by each layer of the reinforcement;
the summarization module: and determining the uplift bearing capacity of the reinforced composite foundation based on the vertical downward dragging force generated by each layer of the reinforcement and the bearing capacity of the foundation slab.
11. The computing system of claim 10, wherein the computation module comprises a displacement computation submodule, a length computation submodule, and a drag computation submodule;
the displacement calculation submodule: when the foundation is subjected to the action of an upper pulling load or an overturning bending moment on the top of the foundation, sequentially calculating the relative limit displacement between each layer of reinforcement materials which are embedded in a soil body in a layered manner and the soil body when the reinforcement materials are pulled out from the soil body;
the length calculation submodule: when the displacement of the top of the foundation exceeds the preset value, calculating the uplifting length of each layer of the rib material by considering the relation between the uplifting displacement of the foundation and the uplifting displacement of the foundation bottom plate;
the drag force calculation submodule: and sequentially calculating the vertical downward drag force generated by each layer of the ribs from bottom to top based on the uplifting length of each layer of the ribs.
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