CN209508985U - The compound retaining structure of concordant gradient slope high embankment roadbed - Google Patents
The compound retaining structure of concordant gradient slope high embankment roadbed Download PDFInfo
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- CN209508985U CN209508985U CN201822099553.3U CN201822099553U CN209508985U CN 209508985 U CN209508985 U CN 209508985U CN 201822099553 U CN201822099553 U CN 201822099553U CN 209508985 U CN209508985 U CN 209508985U
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Abstract
The utility model discloses the compound retaining structure of concordant gradient slope high embankment roadbed, which is made of cutting retaining system, embankment retaining system and subsystem.The utility model is excavated based on classification, degree and zoning backfills and the design principle of classification supporting and retaining system, in conjunction with retaining wall, lattice girder and the respective useful properties advantage of prestress anchorage cable (bar), the potential sliding rupture that the former bedding rock sloper of elimination is solved based on bedding cut prestress anchorage cable and embankment level-one prestress anchorage cable, using embankment second level prestressed anchor and embankment vertical side slope breast boards as the lateral deformation and unstability of main control embankment side slope.The problem of this compound retaining structure realizes the filling construction of vertical type High-filled emkankment side slope, and the comprehensive treatment high steep high embankment roadbed side slope of concordant is along different potential bedding-slip failure unstabilitys.The utility model is with a wide range of applications for mountainous area highway roadbed side slope.
Description
Technical field
The utility model relates to high embankment slope supporting field, especially a kind of concordant gradient slope high embankment roadbed is multiple
Close retaining structure.
Background technique
Traffic of mountain area engineering foundation, which is built, in recent years is quickly propelling development, to realize quickly interconnecting for traffic, no
It is evitable road line selection, planning and design when need to penetrate through long and narrow gully karness band, thus occur it is more fill out digging combine roadbed it is steep
Slope project, while to protect original ecosystem, excavation or backfill slope grade design require to be continuously improved, it is bordering on harshness,
Form a large amount of gradient slopes, vertical side slope.It is worth noting that being restricted by original place layer geological conditions, concordant formula side slope is continued to bring out.
In production and living, bedding rock sloper unstability, landslide accident emerge one after another, and cause greater loss.It is the most critical, above-mentioned three kinds
Engineering characteristics, i.e. concordant, high embankment and gradient slope include that the subgrade slope engineering of appearance gradually appears simultaneously, become traffic work
An important engineering problem in journey development.Therefore current rationally effective proposition concordant gradient slope high embankment subgrade support retainer
Ruggedized construction becomes the key technology difficulty for pushing mountain highway traffic fast development.
Concordant gradient slope high embankment subgrade engineering feature and supporting and retaining system technical problem are mainly reflected in following side at present
Face: 1. being influenced by expressway network, after excavating original stable concordant massif, is formed by bedding cut slope stability substantially
Degree decline easily forms a plurality of skid wire for passing through perforation concordant stratum, causes cutting under the influence ofs later period traffic dynamic load etc.
Slope instability；2. self-stability is poor, forms potential cunning in embankment body region respectively to reduce the high gradient slope of amount of fill formation
Shifting face is connected to formation in turn from cut slope with former concordant interface Yi Yuyuan bedding rock sloper skid wire filling out digging boundary or embankment
It pushes up to the continuous slide surface of embankment slope foot, the potential danger with subregion or large volume unstable failure；3. existing be directed to embankment side
The effective depth of the retaining structure on slope, single-stage supporting and retaining system is limited, and reliability is lower, and to concordant fill out dig High-filled emkankment applicability compared with
It is low, it cannot achieve the effect of comprehensive supporting and retaining system.
In face of a large amount of technical problems of concordant gradient slope high embankment roadbed, obviously by existing single retaining structure
Through can not rationally solve, most effective approach is exactly to develop a kind of novel compound supporting and retaining system knot of concordant gradient slope high embankment roadbed
Structure.The structure should be able to both solve the problems, such as that concordant high embankment roadbed side slope slid along bedding plane；Meanwhile the structure should both meet
The higher supporting and retaining system requirement for height of concordant gradient slope high embankment roadbed side slope, and can fully ensure that in later period traffic loading dynamic load
Roadbed side slope stability and lateral deformation under effect control target.
Utility model content
The purpose of this utility model is to provide a kind of compound retaining structures of concordant gradient slope high embankment roadbed.
The technical solution adopted in the utility model is the compound retaining structure of concordant gradient slope high embankment roadbed, and the base is compound
Retaining structure is made of cutting retaining system, embankment retaining system and subsystem.Cutting retaining system includes that bedding cut is pre-
Stress anchor cable 1, concordant slope foot campshed 2 and bedding cut side slope lattice beam 3.
Embankment retaining system includes embankment level-one prestress anchorage cable 4, embankment level-one lattice girder 5, embankment second level prestressed anchor
Bar 6 and embankment vertical side slope breast boards 7.
Subsystem includes rotproofness concrete end 8, prestress anchorage cable-anchor pole Connecting jont 9.
Bedding cut prestress anchorage cable 1 and 10 horizontal plane of bedding cut side slope have angle in cutting retaining system.Concordant road
The exposed anchor cable part in 1 free end of moat prestress anchorage cable is coupled with concordant slope foot campshed 2 or bedding cut side slope lattice beam 3.Concordant
Slope foot campshed 2 is cast-in-situ bored pile, and the stake end of cast-in-situ bored pile penetrates concordant rock stratum area, is placed in most deep diving in Slope Sliding line
Under.Embankment level-one prestress anchorage cable 4 and 11 horizontal plane of side slope of embankment have angle, embankment second level prestressing force in embankment retaining system
Anchor pole 6 and 11 horizontal plane angle of side slope of embankment are zero.Embankment level-one prestress anchorage cable 4, which is laid in, to be closed on the embankment of cutting slope foot and fills out
The first area 12, side, embankment second level prestressed anchor 6 are arranged in the secondth area of embankment embankment 13 that 11 free face of side slope of embankment is faced in side, road
Both dike level-one prestress anchorage cable 4 and embankment second level prestressed anchor 6 are connected by prestress anchorage cable-anchor pole Connecting jont 9, are formed
Composite integrated retaining structure.The exposed anchor cable part in 4 free end of embankment level-one prestress anchorage cable is coupled with embankment level-one lattice girder 5.
6 one end of embankment second level prestressed anchor is connect by prestress anchorage cable-anchor pole Connecting jont 9 with embankment level-one prestress anchorage cable 4, separately
One end is stretched out embankment vertical side slope breast boards 7 from embankment side and is fixed by high-strength bolt.Bedding cut prestress anchorage cable 1 and embankment
Level-one prestress anchorage cable 4 and anchorage exposed parts, embankment second level prestressed anchor 6 and high-strength bolt exposed parts are mixed by rotproofness
It wraps up solidifying soil end 8.
Bedding cut prestress anchorage cable 1 and 10 horizontal plane angle of bedding cut side slope are 5 °~30 °, and most with bedding rock sloper
Small inclination rock stratum direction extended line angle is not less than 60 °.
The free end of bedding cut prestress anchorage cable 1 passes through concordant slope foot campshed 2, remaining series side slope bedding cut is answered in advance
The free end of power anchor cable 1 passes through bedding cut side slope lattice beam 3, and is all fixed by anchorage, and bedding cut side slope lattice beam 3 is reserved
There is the hole location consistent with the drilling position height of bedding cut prestress anchorage cable 1.
Embankment level-one prestress anchorage cable 4 and 11 horizontal plane angle of side slope of embankment are 10 °~20 °, embankment second level prestressed anchor
Bar 6 and 11 horizontal plane angle of side slope of embankment are zero.
The reserved hole location consistent with the drilling position height of embankment level-one prestress anchorage cable 4 of embankment level-one lattice girder 5.
It is consistent with embankment second level prestressed anchor 6 layout design height that embankment vertical side slope breast boards 7 reserves hole location.
Embankment vertical side slope breast boards 7 is cantilever retaining wall structural shape, reinforced concrete structure.Embankment vertical side slope
7 wall wall of breast boards is with a thickness of 300mm~600mm, and toe board and heel slab height are 300mm~500mm, and heel slab width is
2500mm~3500mm.For 7 wall reinforcing bar of embankment vertical side slope breast boards by Anti-bending structure using being evenly arranged, Slope Sliding is potential
It cuts exit position and carries out reinforcing bar encryption arrangement.
Prestress anchorage cable -9 one end of anchor pole Connecting jont is anchor cable connecting-type fore shaft, and one end is spiral casing.
The compound retaining structure of the utility model concordant gradient slope high embankment roadbed is built for Subgrade in Mountain Area side slope
Feature is backfilled using classification excavation, degree and zoning and is classified the roadbed side slope supporting and retaining system design principle of supporting and retaining system, in conjunction with cantilevered earth-retaining
Wall, lattice girder and the respective structure stress advantage of prestress anchorage cable bar, it is pre- using bedding cut prestress anchorage cable 1 and embankment level-one
The potential sliding rupture of former bedding rock sloper is eliminated based on stress anchor cable 4, with embankment second level prestressed anchor 6 and embankment vertical side slope
Breast boards 7 is the lateral deformation and unstability of main control embankment side slope.The height limitation of conventional boom-mounted retaining wall is breached, is realized
The filling construction of vertical type High-filled emkankment side slope, comprehensive treatment concordant high steep high embankment roadbed side slope is along different potential suitable
The problem of layer sliding rupture unstability.The utility model is for complex geological condition and the special mountainous area highway road for building requirement
It is with a wide range of applications for base side slope.
Detailed description of the invention
Fig. 1 is the sectional view of the compound retaining structure of concordant gradient slope high embankment roadbed.
Appended drawing reference and corresponding title are as follows: 1, bedding cut prestress anchorage cable, 2, concordant slope foot campshed, 3, bedding cut side
Slope lattice girder, 4, embankment retaining system include embankment level-one prestress anchorage cable, 5, embankment level-one lattice girder, 6, embankment second level answers in advance
Power anchor pole, 7, embankment vertical side slope breast boards, 8；Subsystem includes rotproofness concrete end, 9, prestress anchorage cable-anchor pole
Connecting jont, 10, bedding cut side slope, 11, side slope of embankment, 12, the firstth area of embankment embankment, 13, the secondth area of embankment embankment.
Specific embodiment
As shown in Figure 1, the utility model concordant compound retaining structure of gradient slope high embankment roadbed by cutting retaining system,
Embankment retaining system and subsystem composition, wherein cutting retaining system includes bedding cut prestress anchorage cable 1, concordant slope foot row
Stake 2, bedding cut side slope lattice beam 3；Embankment retaining system include embankment level-one prestress anchorage cable 4, embankment level-one lattice girder 5,
Embankment second level prestressed anchor 6, embankment vertical side slope breast boards 7；Subsystem includes rotproofness concrete end 8, prestressing force
Anchor cable-anchor pole Connecting jont 9.
As shown in Figure 1,10 horizontal plane angle of bedding cut prestress anchorage cable 1 and bedding cut side slope in cutting retaining system
It is 5 °~30 °, and is not less than 60 ° with bedding rock sloper minimum angle-of-incidence rock stratum direction extended line angle, forms plum on side slope facade
Flower-shape arrangement.According to 10 stable calculation of bedding cut side slope as a result, determining 1 specific location of bedding cut prestress anchorage cable and row
Column radical.In cutting classification digging process, classification supporting construction scheme is excavated using classification.When bedding cut side slope 10 is excavated
To 1 layout design position of bedding cut prestress anchorage cable, use impact drill to moat cube by 1 position of bedding cut prestress anchorage cable
Internal drilling, and template, cloth muscle are set up, casting concrete forms bedding cut side slope lattice beam 3；Wherein, bedding cut side slope lattice
The reserved hole location consistent with the drilling position height of bedding cut prestress anchorage cable 1 of structure beam 3.To bedding cut side slope lattice Liang3Liang
Body intensity reaches the 70% of design value, and bedding cut prestress anchorage cable 1 is passed through bedding cut side slope lattice beam 3 and is reserved under hole location
Be put into drilling, by slip casting machine into drilling high pressure joints cement slurries or pea gravel concreten to bedding cut prestressed anchor
The online mouth of 1 anchoring section of rope, forms anchoring body through hole-bottom slurry-injection.When poured anchoring body intensity reaches design strength value 70%,
Design prestress value is stretched to by prestress application equipment.The exposed anchor cable part in 1 free end of bedding cut prestress anchorage cable with it is suitable
Layer slope foot campshed 2 or bedding cut side slope lattice beam 3 are coupled, wherein the cutting I grade side slope bedding cut for closing on road surface is answered in advance
The free end of power anchor cable 1 passes through concordant slope foot campshed 2, remaining free end of series side slope bedding cut prestress anchorage cable 1 passes through
Bedding cut side slope lattice beam 3, and all fixed by anchorage, it is protected between anchorage and cutting lattice girder using high-strength billet pad.It is suitable
Layer slope foot campshed 2 is cast-in-situ bored pile, and stake end penetrates concordant rock stratum area, is placed in most deep diving under Slope Sliding line.
As shown in Figure 1, embankment level-one prestress anchorage cable 4 and 11 horizontal plane angle of side slope of embankment are in embankment retaining system
10 °~20 °, embankment second level prestressed anchor 6 and 11 horizontal plane angle of side slope of embankment are zero, i.e., horizontal layout, embankment level-one are pre-
Stress anchor cable 4 and embankment second level prestressed anchor 6 form quincuncial arrangement on side slope facade.According to 11 stability of side slope of embankment
Calculated result determines embankment level-one prestress anchorage cable 4 and 6 specific location of embankment second level prestressed anchor and arrangement radical.Embankment
Area uses degree and zoning filling scheme, ultimately forms the high steep embankment side slope of embankment 11 of vertical type, wherein embankment level-one prestressed anchor
Rope 4 is laid in the firstth area of embankment embankment 12 for closing on cutting slope foot, and embankment second level prestressed anchor 6 is arranged in side and faces side slope of embankment
The secondth area of embankment embankment 13 of 11 free faces, both embankment level-one prestress anchorage cable 4 and embankment second level prestressed anchor 6 pass through pre-
Stress anchor cable-anchor pole Connecting jont 9 connects, and ultimately forms composite integrated retaining structure.
As shown in Figure 1, during 12 stage filling of the firstth area of embankment embankment, when the layering high outlet of embankment face absolute altitude
When 4 layout design position absolute altitude 1m of dike level-one prestress anchorage cable or more, by embankment prestress anchorage cable position using drilling machine to filling out
Cube internal drilling, and template, cloth muscle are set up, casting concrete forms embankment level-one lattice girder 5；Wherein, embankment level-one lattice girder 5
The reserved hole location consistent with the drilling position height of embankment level-one prestress anchorage cable 4.Reach to 5 beam body intensity of embankment level-one lattice girder
Design value 70% when, embankment level-one prestress anchorage cable 4 is passed through into embankment level-one lattice girder 5 reserve hole location and transfer to and drilled
In, by slip casting machine into drilling high pressure joints cement slurries or pea gravel concreten to 4 anchoring section of embankment level-one prestress anchorage cable
Online mouth forms anchoring body through hole-bottom slurry-injection.When poured anchoring body intensity reaches design strength value 70%, applied by prestressing force
Oil (gas) filling device is stretched to design prestress value, the exposed anchor cable part in 4 free end of embankment level-one prestress anchorage cable and embankment level-one lattice
Beam 5 is coupled, and is protected between anchorage and embankment level-one lattice girder 5 using high-strength billet pad.
As shown in Figure 1, advanced walking along the street dike vertical side slope breast boards 7 is constructed, road before 13 filling construction of the secondth area of embankment embankment
Dike vertical side slope breast boards 7 takes classification to pour, and fills operation coordinate synchronization with the secondth area of embankment embankment 13.Wherein embankment is upright
Side slope breast boards 7 and the construction Flow Pace of the secondth area of embankment embankment 13 are determined according to embankment length, width.In embankment embankment second
During 13 stage filling of area, when layering embankment face absolute altitude is higher by 6 layout design position of embankment second level prestressed anchor mark
When high 1m or more, horizontal layout embankment second level prestressed anchor 6, wherein 6 one end of embankment second level prestressed anchor passes through prestressing force
Anchor cable-anchor pole Connecting jont 9 is connect with embankment level-one prestress anchorage cable 4, and the other end stretches out embankment vertical side slope earth-retaining from embankment side
Plate 7 reserves hole location, is stretched to design prestress value by prestress application equipment, and fix by high-strength bolt, high-strength bolt with
It is protected between embankment vertical side slope breast boards 7 using high-strength billet pad.Embankment vertical side slope breast boards 7 reserves hole location and embankment two
Grade prestressed anchor 6 layout design height is consistent.
As shown in Figure 1, embankment vertical side slope breast boards 7 is cantilever retaining wall structural shape, it is reinforced concrete structure,
Classification pours.7 wall wall of embankment vertical side slope breast boards is with a thickness of 300mm~600mm, toe board and heel slab height
300mm~500mm, heel slab width are 2500mm~3500mm, and wherein concrete cover to reinforcement thickness is not preferably less than 70mm.
7 wall reinforcing bar of embankment vertical side slope breast boards by Anti-bending structure using being evenly arranged, examine by the potential exit position of cutting of Slope Sliding
Consider punching failure and carries out reinforcing bar encryption arrangement.7 subsiding crack of embankment vertical side slope breast boards and expansion joint merge setting, according to embankment
Body height and calculating soil pressure determine, wherein be arranged together along embankment side slope longitudinal direction every 20~25m, slit width 15~
25mm, along the interior outside of seam, wall top pitch hemp cut or the plank filling for being coated with pitch, with a thickness of 25mm or more.In embankment
Design arrangement drain hole on vertical side slope breast boards 7, setting that drain hole is quincunx, spacing are not preferably greater than 4m × 4m, and use is pre-buried
Plastic tube, which stays, to be set, and aperture is 80~120mm.Slope Sliding is potential to cut outlet port headwall under embankment vertical side slope breast boards 7
In 1/3 altitude range of body.
As shown in Figure 1, bedding cut prestress anchorage cable 1 and embankment level-one prestress anchorage cable 4 and anchorage exposed parts, embankment
Second level prestressed anchor 6 and high-strength bolt exposed parts are wrapped up by rotproofness concrete end 8, in favor of protection.Rotproofness is mixed
Solidifying soil is the concrete product mixed with sulfate corrosion-resistance preservative for concrete.
As shown in Figure 1, prestress anchorage cable -9 one end of anchor pole Connecting jont is anchor cable connecting-type fore shaft, one section is spiral set
Pipe.
Claims (8)
1. the compound retaining structure of concordant gradient slope high embankment roadbed, it is characterised in that: the compound retaining structure of the base is by cutting branch
Gear system, embankment retaining system and subsystem composition；Cutting retaining system includes bedding cut prestress anchorage cable (1), concordant
Slope foot campshed (2) and bedding cut side slope lattice beam (3)；
Embankment retaining system includes embankment level-one prestress anchorage cable (4), embankment level-one lattice girder (5), embankment second level prestressed anchor
Bar (6) and embankment vertical side slope breast boards (7)；
Subsystem includes rotproofness concrete end (8), prestress anchorage cable-anchor pole Connecting jont (9)；
Bedding cut prestress anchorage cable (1) and bedding cut side slope (10) horizontal plane have angle in cutting retaining system；Concordant road
The exposed anchor cable part in moat prestress anchorage cable (1) free end and concordant slope foot campshed (2) or bedding cut side slope lattice beam (3) join
Knot；Concordant slope foot campshed (2) is cast-in-situ bored pile, and the stake end of cast-in-situ bored pile penetrates concordant rock stratum area, is placed in most deep diving and exists
Under Slope Sliding line；Embankment level-one prestress anchorage cable (4) and side slope of embankment (11) horizontal plane have angle in embankment retaining system,
Embankment second level prestressed anchor (6) and side slope of embankment (11) horizontal plane angle are zero；Embankment level-one prestress anchorage cable (4) is laid in
The firstth area of embankment embankment (12) of cutting slope foot is closed on, embankment second level prestressed anchor (6) is arranged in side and faces side slope of embankment (11)
Both the secondth area of embankment embankment (13) of free face, embankment level-one prestress anchorage cable (4) and embankment second level prestressed anchor (6) are logical
Prestress anchorage cable-anchor pole Connecting jont (9) connection is crossed, composite integrated retaining structure is formed；Embankment level-one prestress anchorage cable (4) is freely
Exposed anchor cable part is held to be coupled with embankment level-one lattice girder (5)；Embankment second level prestressed anchor (6) one end passes through prestressed anchor
Rope-anchor pole Connecting jont (9) is connect with embankment level-one prestress anchorage cable (4), and the other end stretches out embankment vertical side slope gear from embankment side
Native plate (7) is simultaneously fixed by high-strength bolt；Outside bedding cut prestress anchorage cable (1) and embankment level-one prestress anchorage cable (4) and anchorage
Dew part, embankment second level prestressed anchor (6) and high-strength bolt exposed parts are wrapped up by rotproofness concrete end (8).
2. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: concordant road
Moat prestress anchorage cable (1) and bedding cut side slope (10) horizontal plane angle are 5 °~30 °, and with bedding rock sloper minimum angle-of-incidence rock stratum
Direction extended line angle is not less than 60 °.
3. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: concordant road
Moat prestress anchorage cable (1) free end passes through concordant slope foot campshed (2), remaining series side slope bedding cut prestress anchorage cable (1)
Free end passes through bedding cut side slope lattice beam (3), and is all fixed by anchorage, and bedding cut side slope lattice beam (3) is reserved with
The hole location consistent with bedding cut prestress anchorage cable (1) drilling position height.
4. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: embankment one
Grade prestress anchorage cable (4) and side slope of embankment (11) horizontal plane angle are 10 °~20 °.
5. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: embankment one
The reserved hole location consistent with embankment level-one prestress anchorage cable (4) drilling position height of grade lattice girder (5).
6. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: embankment is straight
It is consistent with embankment second level prestressed anchor (6) layout design height that stile slope breast boards (7) reserves hole location.
7. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: embankment is straight
Stile slope breast boards (7) is cantilever retaining wall structural shape, reinforced concrete structure；Embankment vertical side slope breast boards (7) is vertical
For wall wall with a thickness of 300mm~600mm, toe board and heel slab height are 300mm~500mm, heel slab width be 2500mm~
3500mm；For embankment vertical side slope breast boards (7) wall reinforcing bar by Anti-bending structure using being evenly arranged, Slope Sliding is potential to cut mouth
Reinforcing bar encryption arrangement is carried out at position.
8. the compound retaining structure of concordant gradient slope high embankment roadbed according to claim 1, it is characterised in that: prestressing force
Anchor cable-anchor pole Connecting jont (9) one end is anchor cable connecting-type fore shaft, and one end is spiral casing.
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| CN201822099553.3U CN209508985U (en) | 2018-12-13 | 2018-12-13 | The compound retaining structure of concordant gradient slope high embankment roadbed |
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