CN203320549U - Reinforced gabion retaining wall of high slope in airport engineering - Google Patents
Reinforced gabion retaining wall of high slope in airport engineering Download PDFInfo
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- CN203320549U CN203320549U CN2013203650750U CN201320365075U CN203320549U CN 203320549 U CN203320549 U CN 203320549U CN 2013203650750 U CN2013203650750 U CN 2013203650750U CN 201320365075 U CN201320365075 U CN 201320365075U CN 203320549 U CN203320549 U CN 203320549U
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Abstract
A reinforced gabion retaining wall of a high slope in airport engineering sequentially comprises a cement laid stone masonry foundation, a reinforced gabion section and a natural slope setting section from the foundation surface to the slope top filling surface, wherein the reinforced gabion section is arranged above the cement laid stone masonry foundation, and steps are excavated along the slope surface batholith and upwards stacked and distributed in a stepped manner; the reinforced gabion layer structure comprises a reinforced gabion face wall, a first geogrid layer, a geotechnical cloth reversed filtering layer, a machining sand layer and a stone refilling layer; the reinforced gabion face wall is located on the externally vertical surface of the reinforced gabion layer structure and formed by twisting and connecting reinforced gabions (15); the first geogrid layer is transversely perpendicular to the reinforced gabions; and the machining sand layer and the stone refilling layer are sequentially paved above the first geogrid layer. The reinforced gabion retaining wall of the high slope in the airport engineering has the characteristics of high safety, short construction period, good economic benefits and environmental protection, can be widely applied to side slope supporting structure engineering such as an airport, water conservancy and hydropower, road traffic and a building which are built in mountainous areas, and particularly has a more obvious application effect on a high slope higher than 20 m.
Description
Technical field
The utility model relates to a kind of retaining structure of High Cut Slope.
Background technology
High Cut Slope is subject to the impact of various destabilizing factors, becomes the multiple location of the geological disaster such as landslide, avalanche and engineering accident, has now caused the association areas design such as building, geology and highway construction and constructor's extensive concern.Reinforced gabion barricade technology has that cost is low, constructability, the advantage such as handsome in appearance, but in being mainly used in the past, low side slope (the high 12m of being generally less than in slope), for the high slope especially side slope more than 50m, also lack ripe design, construction experience and successful case, be particularly useful for the road in airport engineering slope more rare.
The utility model content
The utility model provides a kind of airport engineering high slope reinforced gabion barricade, solve High Cut Slope without effective retaining structure, and the technical problem of geological disaster and engineering accident easily occurs.
The utility model solves the technical scheme that its technical problem adopts:
This airport engineering high slope reinforced gabion barricade, pushed up the surface of banketing and be followed successively by stone masonry basis, reinforced gabion section and natural discharging slope section to slope by basal surface;
Described stone masonry basis is positioned at the toe place, on the basal surface at place, base angle, stone masonry basis, has built anchor pole antiskid beam by laying bricks or stones;
Described reinforced gabion section is located at top, stone masonry basis, and, along the domatic batholith step excavation stepped arranged stacked that makes progress, reinforced gabion layer structure comprises: reinforced gabion face wall, the first geogrids layer, geotextiles loaded filter, machine-processed layer of sand and backfill stone layer;
Described reinforced gabion face wall is positioned at the outer facade of reinforced gabion layer structure, by reinforced gabion is stranded, is formed by connecting; Reinforced gabion integral body is the cuboid box-shaped, is provided with diaphragm in the middle of it, and top is provided with cover plate, and adds the reinforcement steel wire between plate and rear board in front, and reinforced gabion inside is filled with building stones;
Described the first geogrids layer is laterally perpendicular to reinforced gabion, and the one end is laid on the reinforced gabion bottom and flushes with the front panel of reinforced gabion, and the other end is laid to domatic batholith step excavation, and with the anchoring of batholith face;
Described geotextiles loaded filter is laid along the vertical total length of reinforced gabion height, and geotextiles loaded filter top edge and lower limb are laterally interior to be extended and is adjacent to the first geogrids layer of upper and lower reinforced gabion layer structure respectively.
Described machine-processed layer of sand and backfill stone layer are laid on the first geogrids layer top successively.
Described reinforced gabion layer structure laterally is provided with the second geogrids layer perpendicular to the reinforced gabion middle part, and also is equipped with machine-processed layer of sand and backfill stone layer above the second geogrids layer;
Described the second geogrids layer one end make progress anti-package thereon on the backfill stone layer of side and with the first geo-grid overlap joint of upper strata reinforced gabion layer structure, lap length is not less than 1m, the other end is laid to domatic batholith step excavation, and with the anchoring of batholith face.
The anchor pole of described anchor pole antiskid beam is from vertical direction to domatic inclination 15 degree, and anchor pole enters the basal surface degree of depth and is no less than 2m.
Six faces of described reinforced gabion are plating Gao Erfan and cover and mould hexagon twisted pair steel wire lacing wire wire side, and reinforced gabion is connected by iron wire is stranded with the adjacent side of adjacent reinforced gabion.
Described reinforced gabion face wall is the spill cambered surface, the front panel of reinforced gabion near, rear board is made use of momentum and is staggered.
Described reinforced gabion face wall is convex-shaped arc surface, the front panel of reinforced gabion near, rear board is overlapped.
The basis periphery backfill of described stone masonry has the rock ballast material.
Described natural discharging slope section consists of domatic, inboard backfill building stones and the inboard geo-grid be horizontally arranged at interval, and inboard backfill building stones adopt nature shot material, domatic employing cemented rock.
Green layer or nutrition geotechnique bag are set on described reinforced gabion face wall.
The beneficial effects of the utility model are as follows:
The utility model is by filling material, muscle material and panel three's combination, and by anchoring and roll and make panel, filling body, massif form integral body.In the soil body, layering adds and a certain amount ofly has than the geo-grid of high-tensile and good endurance, after the tension anchoring, machinery coordinates the filler that paves, pave, fully roll through layering, make to produce rubbing action between filler and geo-grid the lateral expansion of the constraint soil body, resistance to compression, the shear resistance of the raising soil body, thereby make between panel, muscle band, the soil body to connect reliably, form the overall structure conditioned each other.The reinforced gabion wall-retaining structure is flexible structure, can bear larger sedimentation and unlikely wall-retaining structure is produced to harm.
The reinforced gabion material that the utility model adopts is attached most importance to and is plated Gao Erfan and cover the mild steel wire of moulding, and is woven into hexagon twisted pair metal wire side through machine and forms.Reinforced gabion is filled through manual zoning's placed rockfill at the construction field (site), forms the structure with flexibility, water permeability and globality, as exposed face plated construction of the present utility model.
The utlity model has safe, the duration is short, the characteristics of good in economic efficiency, environmental protection, the side slope retaining structure engineerings such as the airport that can be widely used in building in mountain area, water conservancy and hydropower, road traffic, building are particularly more remarkable to the high slope effect that surpasses 20m.
The accompanying drawing explanation
Below in conjunction with drawings and Examples, the utility model is further illustrated.
Fig. 1 is structural representation of the present utility model.
Fig. 2 is the schematic diagram of reinforced gabion layer structure.
Fig. 3 is the assembly drawing of reinforced gabion.
Fig. 4 is the panel colligation schematic diagram of reinforced gabion.
Fig. 5 is the structural representation of reinforced gabion face wall while being the spill cambered surface.
Fig. 6 is the structural representation of reinforced gabion face wall while being convex-shaped arc surface.
Reference numeral: 1-basal surface, weathered rocks excavation in 2-, 3-rock ballast material, the domatic batholith step excavation of 4-, the surface of banketing is pushed up on the 5-slope, 6-stone masonry basis, 7-anchor pole antiskid beam, 8-reinforced gabion section, 9-natural discharging slope section, 10-the first geogrids layer, 11-the second geogrids layer, 12-geotextiles loaded filter, 13-mechanism layer of sand, 14-backfill stone layer, the 15-reinforced gabion, the 16-rock mass, 17-strengthens steel wire, the 18-diaphragm, the 19-cover plate, the 20-front panel, the 21-rear board, the 22-iron wire, 23-plating Gao Erfan covers and moulds hexagon twisted pair steel wire lacing wire wire side, the 24-geo-grid.
The specific embodiment
Embodiment is referring to shown in Fig. 1, Fig. 2, and this airport engineering high slope reinforced gabion barricade, pushed up the surface 5 of banketing and be followed successively by stone masonry basis 6, reinforced gabion section 8 and natural discharging slope section 9 to slope by basal surface 1;
Described stone masonry basis 6 is positioned at the toe place, on the basal surface 1 at 6 places, base angle, stone masonry basis, has built anchor pole antiskid beam 7 by laying bricks or stones, and the anchor pole of anchor pole antiskid beam 7 is from vertical direction to domatic inclination 15 degree, and anchor pole enters basal surface 1 degree of depth and is no less than 2m.Described stone masonry basis 6 periphery backfills have rock ballast material 3.
Described reinforced gabion section 8 is located at 6 tops, stone masonry basis, and, along the domatic batholith step excavation 4 stepped arranged stacked that makes progress, reinforced gabion layer structure comprises: reinforced gabion face wall, the first geogrids layer 10, geotextiles loaded filter 12, machine-processed layer of sand 13 and backfill stone layer 14.
Described reinforced gabion face wall is positioned at the outer facade of reinforced gabion layer structure, by reinforced gabion 15 is stranded, is formed by connecting.Green layer or nutrition geotechnique bag can be set on described reinforced gabion face wall.
Described the first geogrids layer 10 is laterally perpendicular to reinforced gabion 15, and the one end is laid on reinforced gabion 15 bottoms and flushes with the front panel 20 of reinforced gabion, and the other end is laid to domatic batholith step excavation 4, and with the anchoring of batholith face.
Described geotextiles loaded filter 12 is laid along the highly vertical total length of reinforced gabion 15, and geotextiles loaded filter 12 top edges and lower limb are laterally interior to be extended and is adjacent to the first geogrids layer 10 of upper and lower reinforced gabion layer structure respectively.
Described machine-processed layer of sand 13 and backfill stone layer 14 are laid on the first geogrids layer 10 tops successively.
Described reinforced gabion layer structure laterally is provided with the second geogrids layer 11 perpendicular to reinforced gabion 15 middle parts, and also is equipped with machine-processed layer of sand 13 and backfill stone layer 14 above the second geogrids layer 11.Described the second geogrids layer 11 1 ends make progress anti-package thereon on the backfill stone layer 14 of side and with the first geo-grid overlap joint of upper strata reinforced gabion layer structure, lap length is not less than 1m, the other end is laid to domatic batholith step excavation 4, and with the anchoring of batholith face.
Described natural discharging slope section 9 consists of domatic, inboard backfill building stones and the inboard geo-grid 24 be horizontally arranged at interval, and inboard backfill building stones adopt nature shot material, domatic employing cemented rock.
Shown in Fig. 1,3,4, described reinforced gabion 15 integral body are the cuboid box-shaped, in the middle of it, are provided with diaphragm 18, and top is provided with cover plate 19, add between front panel 20 and rear board 21 and strengthen steel wire 17, and reinforced gabion 15 inside are filled with building stones.
Six faces of described reinforced gabion 15 are plating Gao Erfan and cover and mould hexagon twisted pair steel wire lacing wire wire side 23, and reinforced gabion is connected by iron wire 22 is stranded with the adjacent side of adjacent reinforced gabion.
Shown in Figure 5, described reinforced gabion face wall is the spill cambered surface, the front panel of reinforced gabion 15 near, rear board is made use of momentum and is staggered.
Shown in Figure 6, described reinforced gabion face wall is convex-shaped arc surface, the front panel of reinforced gabion 15 near, rear board is overlapped.
Job practices of the present utility model is as follows:
One, basement rock cleaning, measurement and positioning
1, on-the-spot massif vegetation is shown clearly, basement rock cleaning leveling, non-loosening piece stone, basement rock firm stable.
2, survey crew requires according to slope design parameter and measurement plane location control net, adopts total powerstation or GPS to carry out field survey location unwrapping wire, determines the accurate location of toe.
3, toe must be excavated to middle weathered rocks, and the ground of foundation bed is carried out to loading test, and bearing capacity should be not less than 800KPa.
Two, solution cavity is processed
1, the slope construction position exists the employing designing requirement filling methods such as solution cavity, fluid bowl, solution crack to be processed.
2, less fluid bowl, solution crack etc. to scale, directly remove backfill C20 cement concrete after charges, removes the degree of depth and press 0.5m control.
3, to the fluid bowl without filling, solution crack etc., backfill rubble at first, and adopt water jetting closely knit, backfill C20 concrete then, fill concrete thickness is 0.5m.
4,, to scale, solution cavity that the degree of depth is larger, fluid bowl etc., digging clearly the degree of depth, should to be not less than 2 times of holes wide, the most deeply presses 6m and control; The inverted tubaeform inclined-plane should be excavated in the hole, top; The silty clay, folder mud, the calcification layer that dig clearly on Di, hole, the hole wall in scope all should be removed totally.
5, solution cavity, fluid bowl bottom adopt gravel backfill, answer compaction in layers, and the solid volume rate after compacting is not less than 79%.Then carry out the cemented rock construction, the reserved backfill C20 concrete thickness in top is determined by 1/2 hole diameter (or major axis width), but minimum should not be less than 0.5m.
6, the building stones that stone masonry adopts should be that weathering off not, quality are hard, the building stones of flawless, interlayer, and piece stone interior thickness is not less than 15cm, and compressive strength should be not less than MU30.
Three, anchor pole antiskid beam construction
1, before the construction of anchor pole antiskid beam, foundation plane is rinsed well, without float stone, loosening sillar, cuts rugged rock, and solution cavity, solution crack, concentrated fissure zone etc. are all finished dealing with, and basal plane forms smooth segmentation constructability.
2, anchor pole adopts the total length grouted rock bolt, and the anchor pole direction tilts 15 ° from vertical direction to side slope, and anchor pole adopts diameter 32mm and above hot rolled ribbed steel bar, and drilling diameter should be not less than 90mm, and the biased difference in hole is not more than 50mm, enters the basal surface degree of depth and is no less than 2m; Adjustable position while meeting sinkhole, solution crack, crack, at large face solution cavity, place can cancel anchor pole.
3, anchor bolt construction adopts inserted link after first slip casting, and injecting paste material is the M25 cement mortar, fine sand in employing, and particle diameter is not more than 2mm, and mud content is not more than 3%.Before slip casting, the reply bolthole blows hole, after slip casting, in 72 hours, must not collide anchor pole, and anchor pole top crotch should weld with concrete reinforcement.
4, concrete antiskid beam is located at bedrock surface, should build according to the actual landform segmentation, and outer edge is foundation excavation outward flange 1m.Be not less than 1m by inside height in construction and control, basic end face outwards stays 1% longitudinal gradient draining, and outside height is determined according to actual landform.
5, bar gauge meets the GB requirement, and protective layer thickness is 50mm, and reinforcing bar adopts welding, and fusion length should meet: it is bar diameter that one side welding is not less than 10d(d), double welding is no less than 5d; While adopting colligation, lap length is not less than 35d.
Four, build by laying bricks or stones on the cemented rock basis
1,, before build by laying bricks or stones on the cemented rock basis, substrate surface weathering, mollisol stone should be removed.
When 2, basis is positioned at slope ground, its toe (location) section's length of embedment and apart from the requirement up to specification simultaneously of ground level distance.While adopting inclined substrate, should accurately dig cutter, not handy complementing method builds up inclined-plane.
3, masonry mortar adopts the M10 cement mortar.Should determine match ratio by test before construction, strictly adopt the weight ratio preparation, use machine mixing.Mortar should have good workability, with mixing with use, after stirring, in 3-4 hour, is finished.
4, build building stones by laying bricks or stones and should water before use moisteningly, the building stones surface should clean if any earth, scale etc. that to repair cutter clean.
5, stone-laying answers layering to build by laying bricks or stones, adopts paving slurry method to build by laying bricks or stones.Consistency of mortar is preferably 3～5cm, and segmentation is built by laying bricks or stones, every 15～20m, deformation joint is set, and stitches wide 20mm, the seam of leaving a blank.
6, jointing adopts recessed joint, before jointing, the stone face is cleaned out, and the jointing width should be evenly attractive in appearance, and the degree of depth is 10mm～20mm, and the jointing mortar strength is not less than bonding mortar strength.
7, stone masonry barricade, stone masonry retaining wall foundation should be pressed the quincuncial arrangement spilled water hole by the 1m*1m pitch-row.
8, build by laying bricks or stones while highly surpassing 1.2m and should set up scaffold, and should carry out Safety Management Measures.The maintenance of should sprinkling water in time after masonry construction completes.
Five, geo-grid is laid
1,, according to Xing Ji position, slope difference, adopt respectively high density polyethylene (HDPE) (HDPE) grid of different size.Geo-grid is taked laterally perpendicular to the reinforced gabion metope, to lay, and the first floor geo-grid is laid on the reinforced gabion bottom and flushes with front panel, and inboard the laying to excavating on bedrock surface adopts the U-shaped nail anchoring of Φ 8 reinforcing bar with bedrock surface.
The geo-grid of 2, laying mainly is subject to preferably elongated non junction of force direction, and width connects with the pitman adopted with material that is connected between width, after connecting, should strain and stretch, and make grid is exceptionally straight uniform stressed state in soil.Overlap joint between every row's non-stress direction adopts the plastic strip colligation, and the spacing of colligation point is not more than 1m, and lap width is no less than 2 ribs.
3, geo-grid all needs to take anchor measure in design laying length scope with the position that the batholith step excavation overlaps mutually.Anchoring process is squeezed into U-shaped nail after adopting the Churn drill pore-forming, and U-shaped nail adopts Φ 8 reinforcing bar processing, and every linear meter(lin.m.) is no less than 4.Must not note and damage geo-grid at the anchoring process need.
4, should note adopting anti-package mode and upper strata geo-grid overlap joint while laying in second layer geo-grid (panel middle part), lap length is not less than 1m.
Six, the geotextiles loaded filter is laid
1, geotextiles is laid along the vertical total length of reinforced gabion height, and the view picture width is not less than 160cm; Length is that 20-30m is advisable, and overlap joint is not less than 100mm.
2, geotextiles is laid along the reinforced gabion inner panel, and below on the first floor geo-grid, laying width is 40cm.Reserved 40cm is as the anti-package filtering layer on second layer backfill layer.Treat that second layer gravel backfill layer roller compaction construction is complete, reserving the laying of 40cm geotextiles anti-package.
3, avoid in the geotextile laying process polluting and tearing to shreds, guarantee and geo-grid, the smooth no wrinkle of reinforced gabion contact surface.
Seven, Machine-made Sand is laid
Machine-made Sand adopts the artificial small handcart that uses to lay, and thickness 5cm, should guarantee that layer of sand is smooth closely knit.In case the non-return filler destroys geo-grid.
Eight, building stones backfill
1, the building stones backfill requires: the filler maximum particle diameter must not be greater than 15cm, and the granule content that is greater than 10cm is no more than 20% of full weight, and mud content is not more than 7%.The requirement grating is good, nonuniform coefficent Cu 5, coefficient of curvature C
C=1-3.Fill rear filling body transmission coefficient and be not less than 1 * 10
-2Cm/s.
2, backfill thickness 35cm.In backfilling process, avoid Mechanical Contact lower floor geo-grid and reinforced gabion.In distance reinforced gabion 100cm zone, adopt artificial cooperative mechanical back-filling in layers.Backfill thickness ≯ 20cm.
3, in backfilling process, avoid building stones to concentrate and throw in, backfill limit, limit is smooth.Guarantee that the backfill building stones are evenly distributed.The strict backfill elevation of controlling, avoid superelevation.
4, the backfill roller compaction construction is controlled:
Be installed with standby selection, construction technical data 18t, 22t vibratory roller, the light-duty vibratory roller of 2t.By test section, determine, 6 times after vibrations of quiet stone roller roll 8 times constructions.
The item that roller compaction construction should be noted that:
A, backfill water content are controlled at optimum moisture content ± 2%.
B, backfill roll flow process and take first light rear the weight, first with the 18t vibratory roller, first carry out static pressure and stablize for 6 times, then shake and roll 4 times, and then the vibrations of 22t road roller roll 4 times.At first start progressively to roll to the muscle tail from muscle band middle part, then roll near the reinforcement gabion.Roll to reinforced gabion and stop during apart from 1m.Near using instead in the scope of reinforced gabion 1m influence area, light-duty 2t vibratory roller carries out static pressure along the reinforced gabion installation direction and vibrations roll.Roll lap width and should not be less than 1/3 of rolling apparatus.The road roller rolling speed is no more than 5km/h.
C, roll in process road roller and forbid suddenly to stop, reverse end for end.
D, roll end after, carry out immediately the detection of solid volume rate, after reaching designing requirement (solid volume rate >=79%), carry out follow-up construction.
Nine, reinforced gabion is installed
1, reinforced gabion length is 2m, and width 1m is highly 0.8m, and centre arranges dividing plate.Steel Wire Surface is carried out zinc-plated covering and is moulded preservative treatment, and the steel wire elongation per unit length is not less than 10%, and wire side tensile strength is not less than 50kN/m.
2, the reinforced gabion member is assembled in advance in the position of regulation, all adjacent edges of adjacent reinforced gabion member face wall all carry out stranded connection, all stranded modes are by be wound around-bis-circle lockings interval of interval 10-15cm individual pen stranded, make face wall form a continuous integral face, the assembling pattern is shown in Fig. 4.Once stranded edge is the longest should not surpass 1 meter, and the end of strand limit steel wire should be wrapped on wire side again.
3, guarantee the resistance to overturning of reinforced gabion, after each casing of reinforced gabion has connected, at middle part and the top of the outer side panel of reinforced gabion, and to adopt the DN40mm steel pipe to carry out along the case edge temporary fixed at the top of medial surface, to guarantee the straight smoothness of casing charging back edge line.
4, reinforced gabion soil barricade arc face wall and turnover situation are processed:
The matrix cambered surface: front panel near, rear board is made use of momentum and is staggered, facing mutually the unit face wall must closely connect with steel wire.
Convexity arc surface: front panel near, rear board is overlapping.
5, reinforced gabion bottom carries out with the geo-grid of laying below and reinforced gabion that vertical twice are stranded to be connected, and forms globality, and the stranded mode of institute is all stranded by the winding of interval 10-15cm individual pen-bis-circles are locked interval.
6, the reinforced gabion afterbody adopts the colligation mode to be connected with the geo-grid overlapping region.Every is no less than 6 points, horizontal and vertical each colligation 3 points, and spacing 1m is advisable left and right.Binding must be with reinforced gabion material steel wire.
Ten, reinforced gabion filler
1, dry stone wall material requirements: should select hard, not facile hydrolysis and weathering, non-friable piece stone.The building stones particle size is advisable in 10cm～30cm, and the fines accumulative total content that is less than the reinforced gabion maximum diameter of hole is no more than 5%.Dry stone wall filler porosity should be less than 25%.
When 2, face wall reinforced gabion dry stone wall loads, should note planning as a whole the filling progress, should guarantee to face mutually building stones height discrepancy in elevation in the filling process of filling in the reinforced gabion face wall and be no more than 35cm in the certain-length section, in case cause side crimp, cause cover plate to coincide, be difficult to construction.
3, backfill piece stone is according to the placed rockfill technology controlling and process.When every filling completes 1/2nd reinforced gabion height, install in front 2 roads between plate and rear board additional and strengthen steel wire, the same reinforced gabion of material.Its horizontal spacing is that 40cm is out of shape with the restriction face wall, guarantees the face wall planeness.
4, the building stones of panel outer surface are put, and the stone of opposed flattened are faced to outer putting as far as possible, reduce void content, guarantee that end face is smooth.The pack completeness of laid dry building stones should be not less than 75%.
5, during capping, utilize capping to press from both sides fixed angles end and neighborhood of nodes in advance, parallel colligation.The every 20cm colligation of step of ligation once, all must bifilar colligation and wrings, in order to single gabion gabion adjacent with other linked together by all colligation modes.Note not damaging twine and coating.Cover plate need to tie admittedly with reinforced gabion and each several part dividing plate, between adjacent square, also will tie up simultaneously.
11, natural discharging slope fills
1, after reinforced gabion soil barricade reaches the requirement height, carry out natural discharging slope and fill.The high 10m that is generally in natural discharging slope slope, 1:1.25 is compared on slope.
2, natural discharging slope is intersegmental establishes geo-grid one apart from 1.6m, and length is pressed paving location 10-15m and do not waited.
3, the backfill building stones adopt massif nature bursting charge, and maximum particle diameter is not more than 40cm, adopts vibroroller cmpacting, and the solid volume rate is not less than 79%.
4, the inboard native face of side slope 10-15m back filled region adopts the nature shot material, presses 1.2m for every layer and controls, and carries out impact-rolling.
5, the domatic employing cemented rock of the high natural discharging slope of 10m arch slope.
12, wall greening
1,, according to general arrangement, can on reinforced gabion face wall step, green layer be set, or lay nutrition geotechnique bag kind of suitable vegetation.
2, select laying nutrition geotechnique packet mode carries out the mode of wall greening and be: geotechnique's bag is imbedded in casing when closely knit with the reinforced gabion filler.
Claims (10)
1. an airport engineering high slope reinforced gabion barricade, is characterized in that: push up the surface of banketing (5) to slope by basal surface (1) and be followed successively by stone masonry basis (6), reinforced gabion section (8) and natural discharging slope section (9);
Described stone masonry basis (6) is positioned at the toe place, on the basal surface (1) at place, (6) base angle, stone masonry basis, has built anchor pole antiskid beam (7) by laying bricks or stones;
Described reinforced gabion section (8) is located at top, stone masonry basis (6), and, along domatic batholith step excavation (4) the stepped arranged stacked that makes progress, reinforced gabion layer structure comprises: reinforced gabion face wall, the first geogrids layer (10), geotextiles loaded filter (12), machine-processed layer of sand (13) and backfill stone layer (14);
Described reinforced gabion face wall is positioned at the outer facade of reinforced gabion layer structure, by stranded being formed by connecting of reinforced gabion (15); Reinforced gabion (15) integral body is the cuboid box-shaped, is provided with diaphragm (18) in the middle of it, and top is provided with cover plate (19), and adds reinforcement steel wire (17) between plate (20) and rear board (21) in front, and reinforced gabion (15) inside is filled with building stones;
Described the first geogrids layer (10) is laterally perpendicular to reinforced gabion (15), the one end is laid on reinforced gabion (15) bottom and flushes with the front panel (20) of reinforced gabion, the other end is laid to domatic batholith step excavation (4) upper, and with the anchoring of batholith face;
Described geotextiles loaded filter (12) is laid along the highly vertical total length of reinforced gabion (15), and geotextiles loaded filter (12) top edge and lower limb are laterally interior to be extended and is adjacent to first geogrids layer (10) of upper and lower reinforced gabion layer structure respectively;
Described machine-processed layer of sand (13) and backfill stone layer (14) are laid on the first geogrids layer (10) top successively.
2. airport engineering high slope reinforced gabion barricade according to claim 1, it is characterized in that: described reinforced gabion layer structure laterally is provided with the second geogrids layer (11) perpendicular to reinforced gabion (15) middle part, and also is equipped with machine-processed layer of sand (13) and backfill stone layer (14) in the second geogrids layer (11) top.
3. airport engineering high slope reinforced gabion barricade according to claim 2, it is characterized in that: described the second geogrids layer (11) one ends make progress anti-package thereon the backfill stone layer (14) of side upper and with the first geo-grid overlap joint of upper strata reinforced gabion layer structure, lap length is not less than 1m, the other end is laid to domatic batholith step excavation (4) upper, and with the anchoring of batholith face.
4. airport engineering high slope reinforced gabion barricade according to claim 1 is characterized in that: the anchor pole of described anchor pole antiskid beam (7) is from vertical direction to domatic inclination 15 degree, and anchor pole enters basal surface (1) degree of depth and is no less than 2m.
5. airport engineering high slope reinforced gabion barricade according to claim 1, it is characterized in that: six faces of described reinforced gabion (15) are plating Gao Erfan and cover and mould hexagon twisted pair steel wire lacing wire wire side (23), and the adjacent side of reinforced gabion and adjacent reinforced gabion is by stranded connection of iron wire (22).
6. airport engineering high slope reinforced gabion barricade according to claim 1, it is characterized in that: described reinforced gabion face wall is the spill cambered surface, the front panel of reinforced gabion (15) near, rear board is made use of momentum and is staggered.
7. airport engineering high slope reinforced gabion barricade according to claim 1, it is characterized in that: described reinforced gabion face wall is convex-shaped arc surface, the front panel of reinforced gabion (15) near, rear board is overlapped.
8. airport engineering high slope reinforced gabion barricade according to claim 1, is characterized in that: green layer or nutrition geotechnique bag are set on described reinforced gabion face wall.
9. airport engineering high slope reinforced gabion barricade according to claim 1 is characterized in that: described stone masonry basis (6) periphery backfill has rock ballast material (3).
10. airport engineering high slope reinforced gabion barricade according to claim 1, it is characterized in that: described natural discharging slope section (9) consists of domatic, inboard backfill building stones and the inboard geo-grid (24) be horizontally arranged at interval, inboard backfill building stones adopt nature shot material, domatic employing cemented rock.
Priority Applications (1)
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| CN111236272A (en) * | 2020-01-20 | 2020-06-05 | 深圳市高山水生态园林股份有限公司 | Urban soil and water conservation slope protection and anti-slope structure |
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