CN105040727A - Integral reinforced earth retaining wall structure for landslide prevention and treatment and construction method - Google Patents
Integral reinforced earth retaining wall structure for landslide prevention and treatment and construction method Download PDFInfo
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- CN105040727A CN105040727A CN201510380060.5A CN201510380060A CN105040727A CN 105040727 A CN105040727 A CN 105040727A CN 201510380060 A CN201510380060 A CN 201510380060A CN 105040727 A CN105040727 A CN 105040727A
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Abstract
The invention provides an integral reinforced earth retaining wall structure for rapidly dealing with landslide disasters, which consists of an earth work box (1) and a reinforced structure (2) which are connected through a connecting band (22); the reinforced structure (2) is riveted into a reticular geocell (23) by a reinforced band (21), and the connecting band (22) penetrates through grids of the reticular geocell (23) and is riveted with a riveting point (24) between the grids. The integral reinforced earth retaining wall structure combines the constraint action of the reticular geocell on the earth body and the uplift resistance provided by the reinforced strip, overcomes the problems of excessive settlement and uneven settlement by utilizing the three-dimensional constraint capability of the reinforced structure, and provides larger anti-sliding capability by being connected with the geotechnical box. The invention also provides a construction method of the integral reinforced retaining wall, which realizes on-site assembly and connection, and has the advantages of simple construction, shortened construction period and low cost.
Description
Technical field
The present invention relates to preventing land slide field, particularly relate to a kind of monolithic reinforced earth retaining wall structure of disposing fast for landslide disaster and construction method.
Background technology
Due to the disguise of landslide disaster and sudden, cause unpredictable heavy losses often to the economic construction of the people's lives and property and country.Control landslide adopts the schemes such as gravity antiskid retaining wall, antislide pile usually.Wherein gravity antiskid retaining wall stablize, fast, the easy construction but volume is large, consumptive material is many of producing effects; Antislide pile anti-slide performance is large, little but construction complexity, construction costs are high without mercury quantity.When actual Landslide Protection, also often through manpower and machinery, the mode back-pressures such as soil body woven bag packing are further out of shape in landslide leading edge to control it, as Danba, Sichuan county Construction Street Landslide Protection in 2005, but the method inefficiency.By the method further in soil layering to banket after adding lacing wire back-pressure, and with mechanical ramming, utilize the rubbing action between lacing wire and soil, larger improvement result can be played, namely the method for reinforced earth bulkhead is adopted, as Jin Yingchun etc. describes the application of this kind of method in Huang Ling, western Bao Zheng road Ma Jiashan section in " application of reinforced earth bulkhead in harnessing landslide ".
It is comparatively smooth and on the embankment section of spaciousness that current reinforced earth bulkhead is generally applied to landform.In preventing land slide, because inconvenience arranges rib tape, and when horizontal loading is larger, namely when residual pushing force is larger, in traditional reinforcement mode, the primary deformable that muscle material produces is compression instead of stretches, and can only provide limited uplift resistance by counter plate, little to the contribution of anti-slide performance, therefore apply less.
In addition, also can there is the situation of unstability in geotechnique's synthesis barricade, as in Three Gorges Projects, local buckling appears in new city Ji Xian road, Wushan reinforced earth bulkhead panel, Zhong County reinforced earth bulkhead panel deforms.The very large factor of geotechnique's synthesis barricade unstability is the generation differential settlement that bankets, and reinforced bands or geo-grid is produced bending, can not play the frictional force of reinforcement material and the soil body very well, change stress state during normal work, make engineering generation unstability.Therefore, for this technical bottleneck, develop a kind of new reinforced structure significant.
Summary of the invention
Object of the present invention is exactly for the deficiencies in the prior art, provides a kind of Novel integral reinforced earth retaining wall structure, can overcome the differential settlement banketed, can provide enough anti-slide performances again, meet the engineering demand that landslide disaster is disposed fast.
For achieving the above object, technical scheme of the present invention is as follows: monolithic reinforced earth retaining wall structure is made up of geotechnological case and reinforced structure, is connected by connecting band; Reinforced structure is riveted as netted geotechnical grid by reinforced bands, and connecting band penetrates between the grid of netted geotechnical grid, and the riveting point between grid is riveted.
The uplift resistance that the above reinforced structure provides the effect of contraction of the soil body and reinforced bands in conjunction with netted geotechnical grid, the three-dimensional constraining ability of reinforced structure is utilized to overcome excessive sedimentation and uneven subsidence, and be connected with geotechnological case, larger anti-slide performance is provided.In addition, traditional panel of comparing needs cast-in-site maintenance, and the cycle is 14 ~ 28 days, can not meet the requirement that landslide is disposed fast, adopt geotechnological case to be convenient to rapid construction, and provide larger horizontal restrain power.
Further, for the optimization of above geotechnological case: geotechnological case is spliced by panel, dividing plate and connector and forms casing, Assembling; Described connecting band is connected with the panel of geotechnological case.Dividing plate is placed in the slot of two panels of opposition, panel is divided into independently casing; Panel, dividing plate have rectangle connecting sewing in the side be connected with reinforced structure, and connecting band bends by rivet through connecting sewing; Adjacent panel sides is provided with corresponding connecting sewing, is connected by connector.Adopt above-described geotechnological case, be convenient to panel, dividing plate, connector site assembly to connect, construction is simple, reduction of erection time, cost be low, also can produce by batch, quality is light, is convenient to transport.
Refinement further to annexation: connector is in " Η " shape structure; The longer axis parallel of connector is in the long side direction of connecting sewing through the connecting sewing of the correspondence on adjacent panels side, and 90-degree rotation is fixed.
Concrete, the length that connecting band penetrates described netted geotechnical grid is not less than 1.5m, and the exposed parts be connected with geotechnological case is 100mm ~ 300mm.Riveted joint length is not less than 1.5m and ensures the horizontal uplift resistance that reinforced structure (2) can bear.
More specifically, the spacing of connecting band in same layer reinforced structure is 300mm ~ 600mm; The riveting point spacing of netted geotechnical grid is 400mm ~ 600mm; The height of netted geotechnical grid is 50mm ~ 150mm; The height of geotechnique's case is 500mm ~ 700mm; In laying monolithic reinforced earth retaining wall structure, reinforced structure vertical inter-layer distance is 300mm ~ 500mm.
Optimize, reinforced bands, connecting band, connector are by polythene material injection molding, and corrosion resistance is strong, and soft, elongation rate is high, excellent in cushion effect better with permeability.
The use step of above-described monolithic reinforced earth retaining wall structure is:
The assembly of S1, prefabricated geotechnological case and reinforced structure;
S2, clear up domatic, original ground is modified to ground behind the clear slope of smooth, subgrade stability;
S3, geotechnological case is installed, and geotechnological case is banketed and tamps;
S4, laying reinforced structure; The connecting band of reinforced structure is utilized to be connected with geotechnological case;
S5, the gear soil body is inserted to reinforced structure and tamps;
S6, circulation S3 step, install lower one deck geotechnique case, and connect upper and lower geotechnological case by connector.
Compared with prior art, the invention has the beneficial effects as follows: (1) provides a kind of Novel integral reinforced earth retaining wall structure, especially a kind of novel reinforced structure is related to, the differential settlement banketed can be overcome, enough anti-slide performances can be provided again, the engineering demand that landslide disaster is disposed fast can be met; (2) the present invention adopts multiple geotechnological case mutually to rivet, tiredly folded is layer by layer formed overall, can provide more greatly, supporting capacity more flexibly; And refinement each assembly of geotechnological case, comprise the syndeton of inter-module, reduce and produce and cost of transportation, quickening Construction Arrangement; (3) present invention also offers the construction method of described monolithic reinforced earth bulkhead, realize site assembly and connect, and construction is simple, reduction of erection time, cost are low.
Accompanying drawing explanation
Structural representation when Fig. 1 is monolithic reinforced retaining wall of the present invention use.
Fig. 2 is the schematic diagram of reinforced structure of the present invention (2).
Fig. 3 is the top view of geotechnological case (1) structure of the present invention.
Fig. 4 is panel of the present invention (11) structural representation: wherein Fig. 4-a is the top view of panel of the present invention (11); Fig. 4-b is the front elevation drawing of described panel (11); Fig. 4-c is the left view of described panel (11).
Fig. 5 is dividing plate of the present invention (12) structural representation: wherein Fig. 5-a is the top view of dividing plate of the present invention (12); Fig. 5-b is the front elevation drawing of described dividing plate (12); Fig. 5-c is the left view of described dividing plate (12).
Fig. 6 is connector of the present invention (13) structural representation: wherein Fig. 6-a is the top view of connector of the present invention (13); Fig. 6-b is the front elevation drawing of described connector (13), and Fig. 6-c is the left view of described connector (13).
Fig. 7 is the process schematic that the connection of connector of the present invention (13) plays adjacent panels (11): Fig. 7-a is the side view of described panel (11); Connector (13) is penetrated connecting sewing (14) schematic diagram by Fig. 7-b; Fig. 7-c is the schematic diagram after described connector (13) 90-degree rotation.
Figure notation in accompanying drawing is respectively:
1---geotechnological case, 2---reinforced structure, 3---original ground, 4---ground, 5 behind a clear slope---gear soil body;
11---panel, 12---dividing plate, 13---connector, 14---connecting sewing, 101---slots;
21---reinforced bands, 22---connecting band, 23---netted geotechnical grid, 24---riveting point, 25---rivets.
Detailed description of the invention
Below in conjunction with accompanying drawing, the preferred embodiments of the present invention are further described.
Embodiment one
As shown in Fig. 1 ~ Fig. 7, process a kind of monolithic reinforced earth retaining wall structure.
As shown in Figure 1, the monolithic reinforced earth retaining wall structure for preventing land slide proposed by the invention, is made up of geotechnological case 1 and reinforced structure 2, is connected by geotechnological case 1 by connecting band 22 with reinforced structure 2.As shown in Fig. 2 reinforced structure schematic diagram, reinforced structure 2 is the netted geotechnical grids 23 of being riveted by reinforced bands 21, and connecting band 22 penetrates between the grid of netted geotechnical grid 23, and the riveting point 24 between grid is riveted.Also direct while produce netted geotechnical grid 23 with riveting process connecting band 22 is riveted between anchor point 24, and reserve the part be connected with geotechnological case 1 and expose, the length that wherein connecting band 22 penetrates described netted geotechnical grid 23 is not less than 1.5m, the long 100mm ~ 300mm of connecting band 22 exposed parts.Through the connecting sewing 14 of geotechnological case 1 after the exposed parts bending of connecting band 22, the mode joint connection in site of riveting with rivet 25.The spacing of connecting band 22 is 100mm ~ 800mm; The height of netted geotechnical grid 23 is 50mm ~ 150mm; Riveting point 24 spacing of netted geotechnical grid 23 is 400mm ~ 600mm; The height of geotechnique's case 1 is 500mm ~ 700mm; As shown in Figure 1, in laying monolithic reinforced earth retaining wall structure, reinforced structure 2 vertical inter-layer distance is 300mm ~ 500mm.
The one being illustrated in figure 3 the present invention geotechnique case 1 can be convenient to transport, field erected optimization situation, is made up of panel 11, dividing plate 12 and connector 13; Dividing plate 12 is placed in the slot 101 of two panels 11 of opposition, panel is divided into independently casing; Adjacent panel 11 side is provided with corresponding connecting sewing 14, is connected by connector 13; Levels geotechnique case 1 is also connected with connector 13.
Following present three kinds of concrete size examples of monolithic reinforced earth retaining wall structure.The design relating to reinforced structure length can method for designing setting in reference example two.
Three kinds of concrete size examples of table 1 monolithic of the present invention reinforced earth retaining wall structure
Size for geotechnological case can need to determine voluntarily according to practice of construction, be such as 600mm for the geotechnological case height of structure 2, namely the height of panel 11, dividing plate 12 is 600mm, and the size of the geotechnological case assembled can customize arbitrarily, and concrete * 300mm as long in 1200mm wide * 600mm is high.
The structure of each assembly of concrete geotechnological case respectively as shown in FIG. 4,5,6, 7.Fig. 4 panel 11 of the present invention structural representation, panel 11 is with the explained hereafter of polythene material injection moulding.Wherein Fig. 4-a is the top view of panel 11: panel 11 has slot 101 be used for placing dividing plate 12, opposed by two panels 11, plug dividing plate 12, namely form independently geotechnological casing, extremely easy.A panel 11 shown in Fig. 4-a there is multiple slot 101, is convenient to be separated out multiple geotechnological casing fast, in practice of construction, slot 101 quantity on panel can be set according to demand.
Fig. 4-b is the front elevation drawing of panel 11, the front elevation drawing namely when panel 11 stands on domatic, comprises vertical slot 101, and with reinforced structure 2 connecting place, with upper and lower geotechnological case 1 connecting place be all provided with rectangle connecting sewing 14.Connecting band 22 is through the connecting sewing 14 with slot 101 both sides on panel 11, and rear bending is also fixed with rivet, realizes the connection between reinforced structure 2 and geotechnological case 1.
Fig. 4-c is the left view of panel 11, shows the side at panel 11, and the junction between adjacent panels 11 is provided with carefully narrow rectangle connecting sewing 14, and the panel 11 making left and right adjacent is connected by connector 13, and the connection diagram of connector 13 is referring to Fig. 6.
Fig. 5 is dividing plate 12 structural representation of the present invention, and dividing plate 12 is with the explained hereafter of polythene material injection moulding.As shown in Fig. 5-a, dividing plate 12 stands on the top view under the direction of panel 11, Fig. 5-b is downward dividing plate 12 front elevation drawing of the party, and Fig. 5-c is left view, has connecting sewing 14 from the both sides that dividing plate 12 shown in figure is connecting with slot 101, be convenient to connecting band 22 pass, play better firm effect.
Fig. 6 is connector 13 structural representation of the present invention, and connector 13 is with the explained hereafter of polythene material injection moulding.As shown in Fig. 6-a, connector (13) is in " Η " shape structure; Shown in front elevation drawing 6-b, the middle part of connector 13 is cylindrical; Fig. 6-c is the left view when not rotating.The connection of connector 13 plays the process of adjacent panels 11 as shown in Figure 7: side view is looked on the left side that Fig. 7-a shows panel 11, and connector 13 is not also placed in connecting sewing 14; Fig. 7-b to show connector 13 longer axis parallel in the long side direction of connecting sewing 14 through the connecting sewing 14 of adjacent two panels 11; After Fig. 7-c shows connector 13 90-degree rotation, reach the fixing object between adjacent panels 11, structure is simple, is beneficial to and produces and assembling.
The design of embodiment two monolithic reinforced earth retaining wall structure
Because the specification of geotechnological case has universality, therefore in practice mainly to design and the selection of reinforced structure 2, the method for designing of the above monolithic reinforced earth bulkhead, step is as follows:
A. according to geotechnical investigations data, determine slope foundation parameters in soil mechanics, comprise internalfrictionangleφ, cohesion C and slope foundation characteristic load bearing capacity f
akdeng, calculate the horizontal component of landslide thrust-drag margin, consider the applicability selecting reinforced earth bulkhead;
B. according to engineering characteristics, get reinforced bands 21 width b, riveting point 24 distance s of netted geotechnical grid 23, netted geotechnical grid 23 is highly h, and the vertical interval between reinforced structure 2 is S
vi, the level interval between connecting band 22 is S
hi;
C. pulling force T suffered by every layer of reinforced structure 2 is calculated
i=[(σ
vi+ Σ Δ σ
vi) K
i+ Δ σ
hi] S
vis
hi, σ in formula
vifor soil layer deadweight, Σ Δ σ
vifor vertical overload, K
ifor coefficient of earth pressure, Δ σ
hifor horizontal loading;
D. the effective length L of reinforced structure 2 is designed
ei=T
pi/ (2Bf σ
vi), T in formula
pifor muscle material uplift resistance, B is the width of reinforced structure 2, and f is friction factor, σ
v ifor normal stress;
E. the muscle material length L of connecting band 22 in vertical netted geotechnical grid 23 is designed
0i, determine according to " 0.3H " method;
F. total length L=the L of reinforced structure 2 is designed
0i+ L
ei+ L
wi, L in formula
wifor connecting band 22 exposed parts length in reserve.
The method for designing of above monolithic reinforced earth bulkhead, surveys parameter and reinforced bands performance according to geotechnical engineering, designs the length, width, vertical interval etc. of selected reinforced structure 2 in construction.
Such as certain landslide slope aspect 70 ~ 90 °, the gradient 35 °, laterally wide 400m, longitudinally long 800m, relative relief is about 130m, sliding surface buried depth 6m ~ 10m, and slope is domatic is that Quaternary system collapses slide rock (Q4 with toe area
col+dl), thickness 6 ~ 20m, mainly based on gravelly soil, shiver stone particle diameter 10 ~ 50cm, severe is 18KN/m
3.
A. according to geotechnical investigations data, the structure of matter is loose ~ slightly close, and water content is low, cohesive strength 10kPa, angle of friction is 26 °, determine that landslide residual pushing force is 140KN/m, because landslide size is little, but threat object is landslide below building and more than 20 residents, plan is gathered materials on the spot, planning to build wall height is 6m, and width is 6m, adopts monolithic reinforced earth retaining wall structure;
B. according to engineering characteristics, riveting point 24 distance s of getting netted geotechnical grid 23 is 500mm, highly for h is 50mm; Choosing reinforced bands 21 width b is 50mm, and intensity when single elongation per unit length is 2% is the vertical interval S of 9KN, reinforced structure 2
vifor 500mm, connecting band 22 level interval S
hifor 300mm;
C. calculating pulling force suffered by every layer of reinforced structure 2 is:
T
i＝[(σ
vi+ΣΔσ
vi)K
i+Δσ
hi]S
viS
hi；
＝[(18*6+0)*0.39+0]*0.5*0.3＝6.318KN＜9KN
D. set and support the soil body 5 with reinforced bands 21 friction factor f as 0.3, design connecting band 22 effective length L
ei=T
pi/ (2Bf σ
vi)=6.318/ (2*0.03*0.3*18*6)=3.25 (m);
E. choosing of the plane of fracture is determined according to " 0.3H " method in specification, then the muscle material length L within the plane of fracture
0i=0.3*6=1.8 (m);
F. reinforced structure 2 total length L=L is designed
0i+ L
ei+ L
wi=1.8+3.25+0.3=5.35 (m), L in formula
0ifor the muscle material length within the plane of fracture, L
wifor length in reserve, get 100mm, the connection of convenience and geotechnological case 1.
The construction of embodiment three monolithic reinforced earth retaining wall structure
Construction sequence according to the monolithic reinforced earth retaining wall structure of the method design of above embodiment two is:
The assembly of S1, prefabricated geotechnological case 1, as panel 11, dividing plate 12, connector 13 etc., and the prefabricated length measured according to more design method be 5.35m, width 6m, vertical interval 0.5m, connecting band level interval be the reinforced structure 2 of 0.3m;
S2, clear up domatic; As shown in Figure 1, original ground 3 is modified to ground 4 behind the clear slope of smooth, subgrade stability, avoids slight slope overall collapse, bearing capacity damage etc.;
S3, geotechnological case 1 is installed, and geotechnological case 1 is banketed and tamped; Successively dividing plate 12 is inserted from panel 11 slot when geotechnological case 2 is installed, fix geotechnological case 1.Alignd by the connecting sewing 14 of adjacent for same layer geotechnological case 1, be then connected with connector 13, connector 13 longer axis parallel through connecting sewing 14, then 90-degree rotation, makes geotechnological case 1 be fixed together by fixing adjacent panel 11 in connecting sewing 14 long side direction.When geotechnique's case 1 bankets, with hand compaction, do not require degree of compaction, to keep shape, not make geotechnological case 1 conjugate as principle, can grass-seed be wrapped up in banketing, in order to greening environment;
S4, laying reinforced structure 2; Utilize the connecting band 22 of reinforced structure 2, penetrate the connecting sewing 14 on panel 11, bend and connected by rivet 25; Then vertically pound with staple and fix into by reinforced structure 2;
S5, the gear soil body 5 is inserted to reinforced structure 2 and with machinery compacting, should degree of compaction be ensured;
S6, circulation S3 step, lower one deck geotechnique case 1 is installed, and connect upper and lower geotechnological case 1 by connector 14: under concrete installation during one deck geotechnique case 1, can first fixed panel 11, should notice during fixed panel 11 that the fissure of displacement is installed, connector 13 longer axis parallel through connecting sewing 14, then 90-degree rotation, connects levels geotechnique case 2 in connecting sewing 14 long side direction; Circulation step S3 installs with layer geotechnique case, until reach preset height 6m.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for a person skilled in the art, the present invention can have various modifications and variations.Within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (8)
1. a monolithic reinforced earth retaining wall structure for preventing land slide, is characterized in that: described monolithic reinforced earth retaining wall structure is made up of geotechnological case (1) and reinforced structure (2), is connected by connecting band (22); Described reinforced structure (2) is riveted as netted geotechnical grid (23) by reinforced bands (21), described connecting band (22) penetrates between the grid of netted geotechnical grid (23), and the riveting point (24) between grid is riveted.
2. arbitrary monolithic reinforced earth retaining wall structure according to claim 1, it is characterized in that: described geotechnological case (1) is spliced by panel (11), dividing plate (12) and connector (13) and formed casing, Assembling; Described connecting band (22) is connected with the panel (11) of geotechnological case (1).
3. monolithic reinforced earth retaining wall structure according to claim 2, is characterized in that: described dividing plate (12) is placed in the slot (101) of two panels (11) of opposition, panel is divided into independently casing; There is rectangle connecting sewing (14) side that described panel (11), dividing plate (12) are being connected with reinforced structure (2), and described connecting band (22) is riveted by rivet (25) through connecting sewing (14) bending; Adjacent panel (11) side is provided with corresponding connecting sewing (14), is connected by connector (13).
4. monolithic reinforced earth retaining wall structure according to claim 3, is characterized in that: described connector (13) is in " Η " shape structure; The longer axis parallel of described connector (13) is in the long side direction of connecting sewing (14) through the connecting sewing (14) of the correspondence on adjacent panels (11) side, and 90-degree rotation is fixed.
5. the arbitrary monolithic reinforced earth retaining wall structure according to claim 1-4, it is characterized in that: the length that described connecting band (22) penetrates described netted geotechnical grid (23) is not less than 1.5m, and the exposed parts be connected with geotechnological case (1) is 100mm ~ 300mm.
6. the arbitrary monolithic reinforced earth retaining wall structure according to claim 1-4, is characterized in that: the spacing of described connecting band (22) in same layer reinforced structure (2) is 300mm ~ 600mm; Riveting point (24) spacing of described netted geotechnical grid (23) is 400mm ~ 600mm; The height of described netted geotechnical grid (23) is 50mm ~ 150mm; The height of described geotechnological case (1) is 500mm ~ 700mm; In laying monolithic reinforced earth retaining wall structure, described reinforced structure (2) vertical inter-layer distance is 300mm ~ 500mm.
7. the arbitrary monolithic reinforced earth retaining wall structure according to claim 1-4, is characterized in that: described reinforced bands (21), connecting band (22), connector (13) are by polythene material injection molding.
8. a using method for monolithic reinforced earth retaining wall structure as claimed in claim 1, is characterized in that: use step is:
The assembly of S1, prefabricated geotechnological case (1) and reinforced structure (2);
S2, clear up domatic, original ground (3) is modified to ground (4) behind the clear slope of smooth, subgrade stability;
S3, geotechnological case (1) is installed, and geotechnological case (1) is banketed and tamped;
S4, laying reinforced structure (2); The connecting band of reinforced structure (2) (22) is utilized to be connected with geotechnological case (1);
S5, the gear soil body (5) is inserted to reinforced structure (2) and tamps;
S6, circulation S3 step, install lower one deck geotechnique's case (1), and connect upper and lower geotechnological case (1) by connector (14).
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| CN106223348A (en) * | 2016-07-18 | 2016-12-14 | 河海大学 | A kind of microorganism GSZ associating reinforcement method |
| CN106223348B (en) * | 2016-07-18 | 2018-10-02 | 河海大学 | A kind of microorganism-TGXG joint reinforcement method |
| CN106368238A (en) * | 2016-11-01 | 2017-02-01 | 西北大学 | Honeycomb geocell earth retaining wall with ecological restoration function and construction method thereof |
| CN106368238B (en) * | 2016-11-01 | 2018-10-30 | 西北大学 | A kind of honeycomb geotechnical grid retaining wall and its construction method with ecological recovery function |
| CN110234813A (en) * | 2017-01-31 | 2019-09-13 | 杰芙工程有限公司 | Barricade with reinforced earth |
| CN107386255A (en) * | 2017-09-21 | 2017-11-24 | 安徽徽风新型合成材料有限公司 | A kind of stepped geotechnical grid and its laying method |
| CN111622244A (en) * | 2020-06-30 | 2020-09-04 | 长安大学 | Three-dimensional netted reinforced band flexible retaining structure that can assemble |
| CN114186383A (en) * | 2021-10-29 | 2022-03-15 | 广东省建科建筑设计院有限公司 | Analysis method for calculating limit bearing capacity of shallow foundation |
| CN114186383B (en) * | 2021-10-29 | 2024-06-07 | 广东省建科建筑设计院有限公司 | Analysis method for calculating ultimate bearing capacity of shallow foundation |
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