Greening assembly type retaining wall and structural design method thereof

Abstract

The invention discloses a greening assembly type retaining wall and a structural design method thereof, the greening assembly type retaining wall is composed of a main wall body, a foundation bed and a wall back drainage filler layer, and the main wall body is formed by stacking and splicing standard concrete blocks; the method is suitable for an assembly type construction mode, has an ecological greening function, and is suitable for urban road slope protection and ecological construction; the structural design method of the greening assembly type retaining wall comprises the steps of calculating soil pressure borne by the greening assembly type retaining wall, preliminarily drawing up design parameters of the greening assembly type retaining wall, conducting overall anti-sliding stability checking calculation, conducting overall anti-overturning stability checking calculation, conducting foundation bearing capacity checking calculation and conducting horizontal shear bearing capacity checking calculation. The method comprises the steps of carrying out local anti-overturning stability checking calculation, carrying out building block pressure resistance checking calculation, determining design parameters of the retaining wall and drawing up the stacking mode of the standard concrete building blocks, is reasonable in basis theory and simple in calculation process, and can be used for guiding the structural design of the greening fabricated retaining wall.

Description

Technical Field

[0001] The invention belongs to the technical field of geotechnical engineering retaining wall design, and relates to a greening assembled retaining wall and a structural design method thereof. Background Art

[0002] Retaining walls are widely used in urban construction as a structure that resists soil pressure behind the wall and prevents soil deformation and instability. At present, the retaining walls commonly used in urban construction projects are still mainly mortar-laid rubble, cast-in-place reinforced concrete and piles. These retaining walls have two problems in the construction and use process: (1) The production efficiency of the cast-in-place construction method is low, and there are many processes, long construction period, high labor costs and unstable construction quality; (2) The ecological and environmental protection effect is poor. The waste residues and waste materials and carbon emissions generated in the cast-in-place construction will cause environmental pollution, and it is impossible to fully utilize the retaining wall body to arrange green plants in the design of urban roads, rivers and garden landscapes.

[0003] On the other hand, in the engineering design of urban roads, rivers and garden landscapes, emphasis is usually placed on the ecology and aesthetics of green retaining walls, but insufficient attention is paid to the structural mechanical properties of retaining walls with a height of 4m to 7m, which can easily lead to structural safety problems such as retaining wall slippage, overturning and shear failure.

[0004] In order to solve the above technical problems, it is necessary to propose a new retaining wall that is suitable for prefabricated construction and has ecological greening functions; and in order to be suitable for prefabricated construction and have ecological greening functions, the new retaining wall must adopt a structural form that is completely different from the traditional retaining wall. This leads to the fact that traditional retaining wall structure design methods such as anti-overturning verification, anti-slip verification and shear bearing capacity verification are not sufficient to ensure the structural safety of the new retaining wall. It is necessary to propose a corresponding structural design method based on the structural characteristics of the new retaining wall. Summary of the invention

[0005] In view of the shortcomings of the prior art, the present invention proposes a greenable prefabricated retaining wall and a structural design method thereof. The greenable prefabricated retaining wall is suitable for prefabricated construction and has ecological greening functions, overcoming the shortcomings of traditional cast-in-place retaining walls, such as low production efficiency and poor ecological and environmental protection effects. In combination with the structural characteristics of the greenable prefabricated retaining wall, a corresponding structural design method is proposed.

[0006] The present invention provides the following technical solutions: a greenable assembled retaining wall, comprising a main wall, a foundation cushion layer, and a drainage filling layer behind the wall, characterized in that: the main wall is located above the foundation cushion layer, and the vertical surface of the cross section of the main wall is arranged close to the drainage filling layer behind the wall; the main wall is composed of standard concrete blocks stacked and staggered and assembled, and the standard concrete blocks include but are not limited to four types of blocks: single mortise and tenon blocks, double mortise and tenon blocks, single mortise and tenon green plant rack blocks, and double mortise and tenon green plant rack blocks. The bottom surfaces of the four types of blocks are all provided with one or more grooves, wherein the top surfaces of the three types of blocks: single mortise and tenon blocks, double mortise and tenon blocks, and double mortise and tenon green plant rack blocks are all provided with at least one tenon, and each of the tenons and each of the grooves are engaged and connected and the number is the same.

[0007] Preferably, the cross-section of the main wall also has an inclined surface opposite to the vertical surface, and the inclination degree of the inclined surface is determined by the design parameters of the main wall. The main wall stacks the single mortise and tenon blocks, the double mortise and tenon blocks, the single mortise and tenon green plant rack blocks and the double mortise and tenon green plant rack blocks in layers and staggered manner from bottom to top as needed, and assembles them through the engagement of the tenons and the grooves.

[0008] Preferably, each layer of the stratified layers comprises at least one double-mortise and tenon building block, and the number of the double-mortise and tenon building blocks and the increase or decrease of the single-mortise and tenon building blocks are determined according to the inclination degree of the inclined surface.

[0009] Preferably, the layers are separated by at least one layer and the single-mortise and tenon green plant rack building blocks or the double-mortise and tenon green plant rack building blocks are assembled at the outermost edge of the layer.

[0010] Preferably, the foundation cushion layer is cast by concrete, and the upper surface of the foundation cushion layer is roughened.

[0011] Preferably, the drainage filler layer behind the wall is filled with crushed stone soil with good water permeability and stable mechanical properties.

[0012] Preferably, a cavity filled with soil is provided obliquely above the single-mortise and tenon green plant rack building blocks and the double-mortise and tenon green plant rack building blocks, and green plants are arranged in the cavity according to landscape design requirements.

[0013] A structural design method for a greening assembled retaining wall specifically comprises the following steps:

[0014] S100, calculating the earth pressure on the greening assembled retaining wall: In combination with the process characteristics of assembled construction and the requirements of landscape design, the cross-sectional shape of the main wall is usually a right-angled trapezoid that is narrow at the top and wide at the bottom, and the back of the wall close to the fill side is a vertical surface. Therefore, it is assumed that the back of the main wall is vertical and smooth, and the top surface condition of the fill behind the wall is considered to be horizontal and acted with a uniformly distributed load; combined with the geological data of geotechnical engineering survey and Rankine's earth pressure theory, the active earth pressure E on the main wall of the greening assembled retaining wall is a0 Satisfies the following expression:

[0015]

[0016] Among them, γ s is the weight of the backfill behind the wall, c is the cohesion of the backfill behind the wall, H is the height of the retaining wall, q t is the uniformly distributed load on the top surface of the backfill behind the wall, K a is the active earth pressure coefficient; the active earth pressure coefficient K a Satisfies the following expression:

[0017]

[0018] in is the internal friction angle of the fill behind the wall;

[0019] S200, preliminarily drafting the design parameters of the greening assembled retaining wall: preliminarily drafting the geometric parameters of the greening assembled retaining wall based on experience, including the wall top width B0, the wall bottom width B1 and the stacking method of the standard concrete blocks;

[0020] S300, overall anti-slip stability verification, overall anti-overturning stability verification and foundation bearing capacity verification: The main wall of the greening prefabricated retaining wall still needs to meet the overall stability verification of the traditional retaining wall, among which the overall anti-slip stability coefficient F s Satisfies the following expression:

[0021]

[0022] Wherein, μ is the friction coefficient between the main wall and the foundation cushion, and G0 is the deadweight of the main wall;

[0023] Overall anti-overturning stability factor F t Satisfies the following expression:

[0024]

[0025] Among them, z G0 is the horizontal distance between the main wall's deadweight G0 and the tipping rotation point, z E0 is the active earth pressure Ea0 The vertical distance from the tipping rotation point;

[0026] The bearing capacity of the foundation satisfies the following expression:

[0027]

[0028] Among them, p k is the average pressure at the bottom of the main wall, p kmax is the maximum pressure at the bottom edge of the main wall, f a is the corrected characteristic value of foundation bearing capacity;

[0029] S400, horizontal shear bearing capacity verification: The difference between the greening prefabricated retaining wall and the traditional retaining wall structure is that the contact surface between the upper and lower layers of the standard concrete blocks is a shear weak surface. The horizontal shear bearing capacity of the shear weak surface may become a design control factor for the greening prefabricated retaining wall. Therefore, it is necessary to verify the horizontal shear bearing capacity of the contact surface between the upper and lower layers of the standard concrete blocks; the horizontal shear bearing capacity is composed of the tenon shear bearing capacity and the contact surface friction resistance, wherein the tenon shear bearing capacity V1 satisfies the following expression:

[0030]

[0031] Among them, f ct is the shear strength of the standard concrete block, W ct is the bending section coefficient of the bottom surface of the tenon, h ct is the height of the tenon, A ct is the bottom area of ​​a single tenon;

[0032] The contact surface friction resistance V of the nth verification section 2n Satisfies the following expression:

[0033] V 2n =μ n ·G n ·(A n -m 1n ·A ct ) / A n

[0034] Among them, μ n is the friction coefficient of the nth verification section, G n is the self-weight of the main wall above the nth verification section, A n is the area of ​​the nth verification section, m 1n is the number of tenons on the nth verification section;

[0035] Horizontal shear bearing capacity V of the nth verified section 0nSatisfies the following expression;

[0036] V 0n =m 1n ·V1+V 2n

[0037] Active earth pressure E above the nth check section an Satisfies the following expression;

[0038]

[0039] Among them, H n is the height of the main wall above the nth verification section;

[0040] The horizontal shear resistance requirement is calculated according to the following expression:

[0041] V 0n ≥γ G ·E an

[0042] Among them, γ G is the load partial factor;

[0043] S500, local anti-overturning stability verification: The difference between the greening assembled retaining wall and the traditional retaining wall structure is that the upper and lower layers of the standard concrete blocks are stacked and assembled only by the deadweight of the blocks and the mortise and tenon structure. Therefore, the standard concrete blocks above any interlayer contact surface are likely to overturn under the action of active earth pressure. Therefore, it is necessary to perform local anti-overturning stability verification on the standard concrete blocks. For the standard concrete blocks above the nth verification section, the local anti-overturning stability coefficient F tn Satisfies the following expression:

[0044]

[0045] Among them, z Gn G is the self-weight of the main wall above the nth verification section n Horizontal distance from the tipping rotation point, E an is the active earth pressure on the main wall above the nth verification section, z En is the active earth pressure E on the main wall above the nth verification section an The vertical distance from the tipping rotation point;

[0046] S600, Block Compression Calculation: The standard concrete blocks are subjected to the deadweight pressure of the main wall above them, and the block compression calculation should be carried out; among them, the standard concrete blocks located at the bottom layer close to the fill side are in the most unfavorable condition, and their compression calculation satisfies the following expression:

[0047]

[0048] Among them, f cc is the compressive strength of the standard concrete block, A cc is the most unfavorable cross-sectional area of ​​the standard concrete block in terms of compression resistance; is the influence coefficient of height-to-thickness ratio and axial force eccentricity on the bearing capacity of compression members;

[0049] S700, determine the retaining wall design parameters and formulate the stacking method of the standard concrete blocks: all the retaining wall design parameters verified through steps S200 to S600 are the final retaining wall design parameters, and the stacking method of the standard concrete blocks is formulated based on the parameters.

[0050] The structural design method of a greening assembled retaining wall described in the present invention is based on the following principle analysis: the main wall of the greening assembled retaining wall is formed by staggered stacking and assembly of the standard concrete blocks, and the mortise and tenon structure between the blocks forms a mutual interlocking effect, so that the blocks form a whole to resist the earth pressure of the backfill behind the wall. The greening assembled retaining wall is characterized in that no mortar is needed as a bonding material between the blocks, and the stacking and assembly between the upper and lower layers of the blocks is achieved only by the deadweight of the blocks and the mortise and tenon structure. Therefore, the contact surface between the upper and lower layers of the blocks is a shear weak surface, and the horizontal shear bearing capacity of the shear weak surface may become a design control factor of the greening assembled retaining wall. Therefore, in addition to the conventional verification of the retaining wall, it is also necessary to verify the horizontal shear bearing capacity of the contact surface between the upper and lower layers of the standard concrete blocks; on the other hand, the main wall part above the contact surface between any blocks has the possibility of overturning under the action of active earth pressure, so it is necessary to perform local anti-overturning stability verification; in addition, the standard concrete blocks should also be verified for block compression.

[0051] Compared with the prior art, the beneficial effects of the present invention are as follows: a prefabricated retaining wall that can be greened is proposed, the prefabricated retaining wall that can be greened is composed of a main wall body, a foundation cushion layer and a drainage filling layer behind the wall, and the main wall body is composed of standard concrete blocks stacked and assembled; the process of the present invention is simple and the construction efficiency is high, it is suitable for prefabricated construction methods and has ecological greening functions, and is suitable for urban road slope protection and ecological construction; a structural design method for a prefabricated retaining wall that can be greened is proposed, which is suitable for the prefabricated retaining wall that can be greened, and overcomes the shortcomings of traditional gravity retaining wall structure verification methods that fail to reflect the horizontal shear bearing capacity, local anti-overturning stability and block compressive bearing capacity of the prefabricated retaining wall that can be greened. BRIEF DESCRIPTION OF THE DRAWINGS

[0052] Figure 1 It is a flow chart of a structural design method of a greening assembled retaining wall;

[0053] Figure 2 It is a schematic cross-sectional view of the greening assembled retaining wall of the present invention;

[0054] Figure 3 It is a schematic diagram of a single mortise and tenon building block according to the present invention;

[0055] Figure 4 It is a schematic diagram of the double mortise and tenon building block of the present invention;

[0056] Figure 5 It is a schematic diagram of the single mortise and tenon green plant rack block of the present invention;

[0057] Figure 6 It is a schematic diagram of the double mortise and tenon green plant rack block of the present invention;

[0058] Figure 7 A force diagram of the main wall above the nth calculated section;

[0059] Figure numerals: 10-main wall, 11-single mortise and tenon block, 12-double mortise and tenon block, 13-single mortise and tenon green plant rack block, 14-double mortise and tenon green plant rack block, 15-cavity, 16-groove, 17-tenon, 20-foundation cushion layer, 30-drainage filler layer behind the wall. DETAILED DESCRIPTION

[0060] The following is combined with Figure 1-7 The embodiments of the present invention are described in more detail with reference to the accompanying drawings so that those skilled in the art can implement the embodiments after reading the specification. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0061] A greenable assembled retaining wall comprises: a main wall 10, a foundation cushion layer 20, and a drainage filling layer 30 behind the wall; the main wall 10 is located above the foundation cushion layer 20, and the vertical surface of the cross section of the main wall 10 is arranged close to the drainage filling layer 30 behind the wall; the main wall 10 is composed of standard concrete blocks stacked and staggered together, and the standard concrete blocks include but are not limited to four types of blocks: single mortise and tenon blocks 11, double mortise and tenon blocks 12, single mortise and tenon green plant rack blocks 13 and double mortise and tenon green plant rack blocks 14, and the bottom surfaces of the four types of blocks are each provided with one or more grooves 16, and the top surfaces of the three types of blocks: the single mortise and tenon blocks 11, the double mortise and tenon blocks 12 and the double mortise and tenon green plant rack blocks 14 are each provided with at least one tenon 17, and each of the tenons 17 is engaged with each of the grooves 16 and the number is the same.

[0062] In a specific implementation, the cross-section of the main wall 10 also has an inclined surface opposite to the vertical surface, and the degree of inclination of the inclined surface is determined by the design parameters of the main wall 10. The main wall 10 stacks the single mortise and tenon blocks 11, the double mortise and tenon blocks 12, the single mortise and tenon green plant rack blocks 13 and the double mortise and tenon green plant rack blocks 14 from bottom to top in layers and staggered manner as needed, and they are assembled by engaging the convex tenons 17 and the grooves 16.

[0063] In a specific implementation, each layer of the stratification includes at least one double-mortise and tenon building block 12, and the number of the double-mortise and tenon building blocks 12 and the increase or decrease of the single-mortise and tenon building blocks 11 are determined according to the inclination degree of the inclined surface.

[0064] The layers are separated by at least one layer and the single-mortise and tenon green plant rack building blocks 13 or the double-mortise and tenon green plant rack building blocks 14 are assembled at the outermost edge of the layer.

[0065] In a specific implementation, the foundation cushion layer 20 is cast by concrete and is used to bear the load transmitted from the main wall 10 ; the upper surface of the foundation cushion layer 20 is roughened to enhance the friction between it and the main wall 10 .

[0066] In a specific implementation, the drainage filling layer 30 behind the wall is filled with crushed stone soil with good water permeability and stable mechanical properties.

[0067] In a specific implementation, a cavity 15 filled with soil is provided obliquely above the single-mortise and tenon green plant rack block 13 and the double-mortise and tenon green plant rack block 14, and green plants are arranged in the cavity 15 according to landscape design requirements.

[0068] In a specific implementation, the shapes of the single mortise and tenon building block 11, the double mortise and tenon building block 12, the single mortise and tenon green plant rack building block 13 and the double mortise and tenon green plant rack building block 14 are respectively as shown in the attached drawings. Figure 3-6 Taking into account the deviations in block production and hoisting construction, the size of the groove 16 is slightly larger than the size of the tenon 17 to ensure that the tenon 17 can be embedded in the groove 16 and form a mortise and tenon fixing relationship during implementation.

[0069] This embodiment relies on a certain urban road slope protection and greening project. According to the relative relationship between the urban road and the terrain conditions along the line, it is required to adopt a vertical retaining wall with a height H of 6m; the backfill behind the wall is sandy soil, and the weight of the sandy soil is γ s 19.6kN / m 3 , internal friction angle is 38°; the top surface load of the backfill behind the wall is q t 20kN / m 2The uniformly distributed load of the retaining wall bottom surface is 160 kPa. The vertical retaining wall is designed by using a greening assembled retaining wall and a structural design method thereof.

[0070] S100, calculating the earth pressure on the greening assembled retaining wall: In combination with the process characteristics of assembled construction and the requirements of landscape design, the cross-sectional shape of the main wall 10 is usually a right-angled trapezoid that is narrow at the top and wide at the bottom, and the back of the wall close to the fill side is a vertical surface. Therefore, it is assumed that the back of the main wall 10 is vertical and smooth, and the top surface condition of the fill behind the wall is considered to be horizontal and has a uniformly distributed load. In combination with the geological data of geotechnical engineering survey and Rankine's earth pressure theory, the active earth pressure coefficient K of the fill behind the wall is a Satisfies the following expression:

[0071]

[0072] in is the internal friction angle of the fill behind the wall;

[0073] The active earth pressure E of the main wall 10 of the greening assembled retaining wall a0 Satisfies the following expression:

[0074] E a0 =γ s ·K a ·H 2 / 2+q t ·K a H = 19.6 × 0.238 × 6 2 / 2+20×0.238×6=112.5kN / m(2)

[0075] Among them, γ s is the weight of the backfill behind the wall, c is the cohesion of the backfill behind the wall, H is the height of the retaining wall, q t The load is evenly distributed on the top surface of the fill behind the wall;

[0076] According to the Technical Code for Slope Engineering (GB 50330-2013), for gravity retaining walls with a height of 5 to 8 meters, the active earth pressure increase coefficient should be 1.1. At this time, the active earth pressure E a0 Satisfies the following expression;

[0077] E a0 =112.5×1.1=123.7kN / m (3)

[0078] S200, preliminarily formulate the design parameters of the greening assembled retaining wall: preliminarily formulate the geometric parameters of the greening assembled retaining wall based on experience, and preliminarily formulate the wall top width B0 to be 1.25m, the wall bottom width B1 to be 2.5m, the bottom elevation of the main wall 10 to be 0.5m lower than the ground elevation; the stacking method of the standard concrete blocks is as follows: Figure 2 As shown; the material of the standard concrete block is C20 concrete with a weight of 24kN / m 3 The main wall 10 has a deadweight of 270 kN / m per meter. 3 ;

[0079] S300, overall anti-slip stability verification, overall anti-overturning stability verification and foundation bearing capacity verification: the main wall 10 of the greening assembled retaining wall still needs to meet the overall stability verification of the traditional retaining wall, among which the overall anti-slip stability coefficient F s Satisfies the following expression:

[0080]

[0081] Wherein, μ is the friction coefficient between the main wall 10 and the foundation cushion 20, and G0 is the deadweight of the main wall 10;

[0082] From formula (4), it can be seen that the overall anti-slip stability verification meets the requirements;

[0083] The potential overturning rotation point of the main wall 10 is the wall toe point, and the overall anti-overturning stability coefficient F t Satisfies the following expression:

[0084]

[0085] Among them, z G0 is the horizontal distance between the main wall's deadweight G0 and the tipping rotation point, z E0 is the active earth pressure E a0 The vertical distance from the tipping rotation point;

[0086] From formula (5), it can be seen that the overall anti-slip stability verification meets the requirements;

[0087] The foundation bearing capacity verification is conservative and does not consider the beneficial effect of the foundation cushion on the transfer of load. The foundation bearing capacity verification satisfies the following expression:

[0088]

[0089] Among them, p k is the average pressure at the bottom of the main wall, p kmax is the maximum pressure at the bottom edge of the main wall, f a is the corrected characteristic value of foundation bearing capacity;

[0090] From formula (6), it can be seen that the foundation bearing capacity verification meets the requirements;

[0091] S400, horizontal shear bearing capacity verification: The difference between the greening prefabricated retaining wall and the traditional retaining wall structure is that the contact surface between the upper and lower layers of the standard concrete blocks is a shear weak surface. The horizontal shear bearing capacity of the shear weak surface may become a design control factor of the greening prefabricated retaining wall. Therefore, it is necessary to verify the horizontal shear bearing capacity of the contact surface between the upper and lower layers of the standard concrete blocks; the horizontal shear bearing capacity is composed of the shear bearing capacity of the tenon 17 and the contact surface friction resistance, wherein the shear bearing capacity V1 of a single tenon 17 satisfies the following expression:

[0092]

[0093] Among them, f ct is the shear strength of the standard concrete block, W ct is the bending section coefficient of the bottom surface of the tenon 17, h ct is the height of the tenon 17, A ct is the bottom area of ​​a single tenon 17;

[0094] Contact surface friction resistance V 2n and horizontal shear resistance V 0n The friction resistance V of the contact surface varies with different verification sections. Taking the contact surface between the second and third layers of blocks counted upward from the bottom layer of the main wall 10 as an example, the friction resistance V of the contact surface is 21 Satisfies the following expression:

[0095] V 21 =μ1·G1·(A1-m 11 ·A ct ) / A1=0.6×210×(2.25-18×0.05) / 2.25=75.6kN / m(8)

[0096] Wherein, μ1 is the friction coefficient of the first verification section, G1 is the deadweight of the main wall 11 above the first verification section, A1 is the area of ​​the first verification section, m 11 is the number of the tenons 17 on the first verification section;

[0097] Horizontal shear resistance V of the first verified section 0n Satisfies the following expression:

[0098] V 01 =m 11 ·V1+V 21=18×10.63+75.6=267.00kN / m (9)

[0099] Active earth pressure E above the first check section a1 Satisfies the following expression:

[0100] E a1 =γ s ·K a H1 2 / 2+q t ·K a H1=19.6×0.238×5 2 / 2+20×0.238×5=82.1kN / m(10)

[0101] The horizontal shear resistance requirement is calculated according to the following expression:

[0102] V 01 =267.0≥γ G ·E a1 =1.35×82.1=110.79kN / m (11)

[0103] Among them, γ G is the load partial factor;

[0104] From formula (11), it can be seen that the horizontal shear bearing capacity of the first verification section meets the requirements;

[0105] The results of the horizontal shear bearing capacity verification of each verification section are shown in Table 1:

[0106] Table 1. Horizontal shear bearing capacity and local anti-overturning stability verification results of each verification section

[0107]

[0108] The nth calculated section in Table 1 is the contact surface between the 2nth and 2n+1th layers of blocks counting upward from the bottom layer of the main wall 10; it can be seen from Table 1 that the calculation of the horizontal shear bearing capacity of each calculated section meets the requirements;

[0109] S500, local anti-overturning stability verification: The difference between the greening assembled retaining wall and the traditional retaining wall structure is that the upper and lower layers of the standard concrete blocks are stacked and assembled only by the deadweight of the blocks and the mortise and tenon structure. Therefore, the standard concrete blocks above any interlayer contact surface are likely to overturn under the action of active earth pressure. Therefore, it is necessary to perform local anti-overturning stability verification on the standard concrete blocks. For the standard concrete blocks above the nth verification section, the local anti-overturning stability coefficient F tn Satisfies the following expression:

[0110]

[0111] Among them, z Gn The self-weight G of the main wall 10 above the nth verification section n Horizontal distance from the tipping rotation point, E an is the active earth pressure on the main wall 10 above the nth verification section, z En is the active earth pressure E of the main wall 10 above the nth verification section an The vertical distance from the tipping rotation point;

[0112] The local anti-overturning stability verification results of each verification section are shown in Table 1. It can be seen from Table 1 that the local anti-overturning stability verification of each verification section meets the requirements;

[0113] S600, block compression calculation: The standard concrete blocks bear the deadweight pressure of the main wall 10 above them, and the block compression calculation should be performed; wherein, the standard concrete blocks located at the bottom layer close to the fill side are in the most unfavorable compression condition, and the compression calculation satisfies the following expression:

[0114]

[0115] Among them, f cc is the compressive strength of the standard concrete block, A cc is the most unfavorable cross-sectional area of ​​the standard concrete block in terms of compression resistance; is the influence coefficient of height-to-thickness ratio and axial force eccentricity on the bearing capacity of compression members;

[0116] From formula (13), it can be seen that the compression calculation meets the requirements;

[0117] S700, determine the retaining wall design parameters and formulate the stacking method of the standard concrete blocks: the retaining wall design parameters verified by all the calculations from step S200 to step S600 are the final retaining wall design parameters, and the stacking method of the standard concrete blocks is determined accordingly. Figure 2 shown.

[0118] The above are one or more embodiments of the present invention, and the description is relatively specific and detailed, but it cannot be understood as limiting the scope of the patent of the present invention. It should be pointed out that for ordinary technicians in this field, several modifications and improvements can be made without departing from the concept of the present invention, which all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be based on the attached claims.

Claims

1. A greenable assembled retaining wall, comprising a main wall, a foundation cushion layer and a drainage filling layer behind the wall, characterized in that: The main wall is located above the foundation cushion layer, and the vertical surface of the cross section of the main wall is arranged close to the drainage filling layer behind the wall; the main wall is composed of standard concrete blocks stacked and staggered together, and the standard concrete blocks include but are not limited to four types of blocks: single mortise and tenon blocks, double mortise and tenon blocks, single mortise and tenon green plant rack blocks and double mortise and tenon green plant rack blocks. The bottom surfaces of the four types of blocks are all provided with one or more grooves, and the top surfaces of the three types of blocks: single mortise and tenon blocks, double mortise and tenon blocks and double mortise and tenon green plant rack blocks are all provided with at least one tenon, and each of the tenons and each of the grooves are engaged and connected and the number is the same.

2. The greenable assembled retaining wall according to claim 1, characterized in that: The cross-section of the main wall also has an inclined surface opposite to the vertical surface, and the inclination degree of the inclined surface is determined by the design parameters of the main wall. The main wall stacks the single mortise and tenon blocks, the double mortise and tenon blocks, the single mortise and tenon green plant rack blocks and the double mortise and tenon green plant rack blocks in layers and staggered manners as needed from bottom to top, and assembles them by engaging the convex tenons and the grooves.

3. The greening assembled retaining wall according to claim 2 is characterized in that: Each layer of the stratified layers includes at least one double-mortise and tenon building block, and the number of the double-mortise and tenon building blocks and the increase or decrease of the single-mortise and tenon building blocks are determined according to the inclination degree of the inclined surface.

4. The greening assembled retaining wall according to claim 2 is characterized in that: The layers are separated by at least one layer and the single-mortise and tenon green plant rack building blocks or the double-mortise and tenon green plant rack building blocks are assembled on the outermost edge of the layer.

5. The greening assembled retaining wall according to claim 1 is characterized in that: The foundation cushion layer is cast by concrete, and the upper surface of the foundation cushion layer is roughened.

6. The greening assembled retaining wall according to claim 1 is characterized in that: The drainage filling layer behind the wall is filled with crushed stone soil.

7. The greening assembled retaining wall according to claim 1 is characterized in that: A cavity filled with soil is provided obliquely above the single-mortise and tenon green plant rack building block and the double-mortise and tenon green plant rack building block, and green plants are arranged in the cavity according to landscape design requirements.

8. The structural design method of a greenable assembled retaining wall according to any one of claims 1 to 7, characterized in that The following steps are involved: S100, calculating the earth pressure on the greening assembled retaining wall: the active earth pressure E on the main wall of the greening assembled retaining wall a0 Satisfies the following expression: Among them, γ s is the weight of the backfill behind the wall, c is the cohesion of the backfill behind the wall, H is the height of the retaining wall, q t is the uniformly distributed load on the top surface of the backfill behind the wall, K a is the active earth pressure coefficient; the active earth pressure coefficient K a Satisfies the following expression: in is the internal friction angle of the fill behind the wall; S200, preliminarily drafting the design parameters of the greening assembled retaining wall: preliminarily drafting the geometric parameters of the greening assembled retaining wall based on experience, including the wall top width B0, the wall bottom width B1 and the stacking method of the standard concrete blocks; S300, overall anti-slip stability verification, overall anti-overturning stability verification and foundation bearing capacity verification: the overall anti-slip stability coefficient F s Satisfies the following expression: Wherein, μ is the friction coefficient between the main wall and the foundation cushion, and G0 is the deadweight of the main wall; Overall anti-overturning stability factor F t Satisfies the following expression: Among them, z G0 is the horizontal distance between the main wall's deadweight G0 and the tipping rotation point, z E0 is the active earth pressure E a0 The vertical distance from the tipping rotation point; The bearing capacity of the foundation satisfies the following expression: Among them, p k is the average pressure at the bottom of the main wall, p kmax is the maximum pressure at the bottom edge of the main wall, f a is the corrected characteristic value of foundation bearing capacity; S400, horizontal shear bearing capacity verification: The horizontal shear bearing capacity of the contact surface between the upper and lower layers of the standard concrete block is composed of the shear bearing capacity of the tenon and the friction resistance of the contact surface, wherein the shear bearing capacity V1 of the tenon satisfies the following expression: Among them, f ct is the shear strength of the standard concrete block, W ct is the bending section coefficient of the bottom surface of the tenon, h ct is the height of the tenon, A ct is the bottom area of ​​a single tenon; The contact surface friction resistance V of the nth verification section 2n Satisfies the following expression: V 2n =μ n ·G n ·(A n -m 1n ·A ct ) / A n Among them, μ n is the friction coefficient of the nth verification section, G n is the self-weight of the main wall above the nth verification section, A n is the area of ​​the nth verification section, m 1n is the number of tenons on the nth verification section; Horizontal shear bearing capacity V of the nth verified section 0n Satisfies the following expression; In 0n =m 1n ·V1+V 2n Active earth pressure E above the nth check section an Satisfies the following expression; Among them, H n is the height of the main wall above the nth verification section; The horizontal shear resistance requirement is calculated according to the following expression: V 0n ≥γ G ·E an Among them, γ G is the load partial factor; S500, local anti-overturning stability verification: For the standard concrete blocks above the nth verification section, the local anti-overturning stability coefficient F tn Satisfies the following expression: Among them, z Gn G is the self-weight of the main wall above the nth verification section n Horizontal distance from the tipping rotation point, E an is the active earth pressure on the main wall above the nth verification section, z En is the active earth pressure E on the main wall above the nth verification section an The vertical distance from the tipping rotation point; S600, Block Compression Calculation: The standard concrete blocks located at the bottom layer close to the fill side are in the most unfavorable condition, and their compression calculation satisfies the following expression: Among them, f cc is the compressive strength of the standard concrete block, A cc is the most unfavorable cross-sectional area of ​​the standard concrete block in terms of compression resistance; is the influence coefficient of height-to-thickness ratio and axial force eccentricity on the bearing capacity of compression members; S700, determine the retaining wall design parameters and formulate the stacking method of the standard concrete blocks: all the retaining wall design parameters verified through steps S200 to S600 are the final retaining wall design parameters, and the stacking method of the standard concrete blocks is formulated based on the parameters.

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