CN102912800B - A kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula - Google Patents
A kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula Download PDFInfo
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Abstract
For the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, comprising: topsoil Sub-region and hierarchical change fill out roll, middle slope body compacting reduces the technical problem such as shear strength, slope, bottom body concrete face slab bank protection.For after build particularity and the unstability basic reason thereof of the high steep welding with filler wire self of formula, ooze the degree of depth under critical with atmospheric precipitation for cutting point, propose one and adopt " topsoil Sub-region and hierarchical changes to fill out and rolls+slope, middle slope body compacting+bottom body concrete face slab bank protection " to carry out the three-dimensional combined treatment technology of high steep welding with filler wire reinforcing from top to bottom.Its advantage is: subregion rolls region of banketing, tamps in batches, avoids side slope and rolls edge effect problem, ensures to roll quality, enhances shear strength, solves the local stability sex chromosome mosaicism of shallow top layer and deep layer entirety; At pointed strong, the high reliability of technical elements, there are the advantages such as technique is simple, the duration is short, cost is low at construction party mask.
Description
Technical field
A kind of reinforcing technique of the high steep embankment side slope of formula of building after the present invention relates to, one builds the three-dimensional hybridized retrofit method (being called for short PTBD technology) of the high steep embankment side slope of formula after adopting " slope, bottom body compacting+middle slope body tree-shaped gabion blind shaft draining+topsoil Sub-region and hierarchical changes to fill out and rolls " Combined Treatment from bottom to top specifically.
Background technology
During the newly-built construction project in mountain area, hilly ground, for meeting levelling of the land needs, the steep embankment side slope of a large amount of height will be formed.Embankment side slope is complicated, loosely organized due to material composition, very easily produces unstability, cause tremendous economic to lose under the unfavorable risk factor effect such as atmospheric precipitation, earthquake.
The difference implementation phase of embankment slope reinforcement steep according to height, build before can being divided into formula and after build formula two kinds, wherein before the formula of building refers to carry out slope reinforcement in embankment process, and main reinforcement measure has strong rammer, geo-grid etc.; After the formula of building refer to carry out slope reinforcement after embankment complete, main reinforcement measure has retaining wall, antislide pile, framed anchor etc.For after build for the high steep embankment side slope of formula, when adopting single anti-sliding support measure to reinforce, because the self-strength that bankets is low, self-stable ability is poor, reaching design safety standard often needs heavy in section antislide pile or arranges antislide pile more, and inter-pile soil is easily extruded and caused harnessing project to lose efficacy; When adopting single anchor measure to reinforce, lower with the adhesion strength of anchoring body owing to banketing, reaching design safety standard often needs large diameter long prestress anchorage cable, and when the shiver stone content that bankets is higher, pore-forming difficulty is large, prestressing force easily loses.As can be seen here, tradition reinforcement measure not only complicated construction technique, cost is high, the cycle is long, and technically reliable degree is not high, be difficult to the permanent stabilization sex chromosome mosaicism solving welding with filler wire from root, be necessary from the particularity of welding with filler wire self and deformation instability mechanistic point thereof to set up the improvement system of such side slope for this reason.
Summary of the invention
The object of the invention is for self particularity and the deformation instability basic reason thereof of banketing, the degree of depth is oozed for cutting point under critical with atmospheric precipitation, a kind of layered stereoscopic hybridized retrofit method is from bottom to top proposed, the passage causing welding with filler wire to produce deformation instability is intercepted from root, improve and administer reliability, reduce construction cost, shorten the construction period.
The present invention a kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, its step is as follows:
1. slope, bottom body compacting: ooze banketing of depth bounds Wai Ji C district under critical for 1.2h times of atmospheric precipitation below the end face of slope, point is adopted to ram with completely ramming the strong rammer mode combined carries out compaction in layers to banketing in this region, simultaneously for avoiding strong rammer edge effect problem, H100 type rammer compacter is adopted to tamp domatic.
2. middle slope body tree-shaped gabion blind shaft: ooze banketing of depth bounds Nei Ji B district under critical for 1.2h times of atmospheric precipitation below the end face of slope, by arranging the vertical collecting well 3 and level of building by laying bricks or stones with gabion to catch pit 4, form underdrainage gallery, reach the order ground dredging underground water in the body of slope fast, adopt H100 type rammer compacter to tamp domatic compacting 5 simultaneously.
3. topsoil Sub-region and hierarchical changes to fill out and rolls: adopt 37 lime earth to carry out changing filling out banketing in embankment line of slope 1 (below the end face of slope the 2.0m degree of depth) scope at former line of slope 2 with upper part, and roll to carry out Sub-region and hierarchical apart from the vibratory roller of domatic 3m different tonnage for boundary adopts.Namely rolling apart from the A1 district 14t vibratory roller beyond domatic 3m, rolling apart from the A2 district 2t vibratory roller within domatic 3m; Problem is oozed under adopting this technology to solve atmospheric precipitation earth's surface;
The present invention a kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, its advantage is: subregion rolls region of banketing, tamps in batches, avoid side slope and roll edge effect problem, guarantee rolls quality, enhance shear strength, solve the local stability sex chromosome mosaicism of shallow top layer and deep layer entirety; At pointed strong, the high reliability of technical elements, there are the advantages such as technique is simple, the duration is short, cost is low at construction party mask.
Accompanying drawing explanation
Fig. 1 be for the treatment of after build the three-dimensional composite reinforcement method process of the high steep embankment side slope of formula before build the high steep embankment side slope representative section figure of formula;
Fig. 2 be for the treatment of after build the three-dimensional composite reinforcement method middle slope body tree-shaped gabion blind shaft layout plan of the high steep embankment side slope of formula;
Fig. 3 be for the treatment of after build slope, the three-dimensional composite reinforcement method bottom body compacting layout plan of the high steep embankment side slope of formula;
Fig. 4 be for the treatment of after build the three-dimensional composite reinforcement method gabion blind shaft structure chart of the high steep embankment side slope of formula.
In figure, 1 – embankment line of slope, the former line of slope of 2 –, the vertical collecting well of 3 –, 4 – levels to catch pit, the domatic compacting of 5 –, 6 – strong rammer faces, 7 – catch pits and former slope body intersection, 8 – catch pits and former domatic intersection, 9 – catch pits and the domatic intersection of embankment, 10 – strong rammer faces and former domatic intersection, 11 – points ram tamping point, and 12 – strong rammer districts and domatic compacting distinguish boundary line, 13 – gabion blind shaft fillers
galvanized steel wire netting, A1 – 14t vibratory roller layered rolling district, A2 – 2t vibratory roller layered rolling district, B – middle slope body tree-shaped gabion blind shaft catchment, slope, C – bottom body compacting district, oozes the degree of depth under h – rainfall is critical.
Detailed description of the invention
Shown in root Ju Fig. 1, Fig. 2, Fig. 3, Fig. 4: a kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, concrete implementation step is as follows:
1. slope, bottom body compacting: ooze banketing of depth bounds Wai Ji C district under critical for 1.2h times of atmospheric precipitation below the end face of slope, point is adopted to ram with completely ramming the strong rammer mode combined carries out compaction in layers to banketing in this region, then H100 type rammer compacter is adopted to tamp domatic, ram number to be no less than 2 and to hit, ram mark lap length and be not less than 10cm.
2. middle slope body tree-shaped gabion blind shaft: ooze banketing of depth bounds Nei Ji B district under critical for 1.2h times of atmospheric precipitation below the end face of slope, first the vertical collecting well 3 of building by laying bricks or stones with gabion and level be set in middle slope body tree-shaped 2 to catch pit 4, form underdrainage gallery; Then adopt H100 type rammer compacter to tamp domatic compacting 5, ram number and be no less than 2 and hit, ram mark lap length and be not less than 10cm.
3. topsoil Sub-region and hierarchical changes to fill out and rolls: adopt dirt to carry out changing filling out banketing in embankment line of slope 1 (below the end face of slope the 2.0m degree of depth) scope at former line of slope 2 with upper part, dirt match ratio quicklime: cohesive soil=3:7, individual layer replacement thickness 20 ~ 30cm; Then the employing 14t vibratory roller that bankets that changes apart from the A1 district beyond domatic 3m is carried out layered rolling, roll coefficient of consolidation and be not less than 0.95; Finally the employing 2t vibratory roller that bankets that changes apart from the A2 district within domatic 3m is carried out layered rolling, roll coefficient of consolidation and be not less than 0.92.
Body compacting in slope, described bottom completes in the following manner: the strong rammer face in C district and former domatic intersection (10) to strong rammer district and domatic tamp to distinguish between boundary line (12) lay the thick rubble of 10 ~ 20cm; Then 6000KNm tamping energy is adopted, tamping point (11) is rammed to slope body point beyond domatic 2m and carries out tamping point, making arbitrary neighborhood point ram tamping point (11) spacing is 3.5m, point rammer is rammed number and is no less than 6 and hits, single rams and fills out thickness and be not more than 8.0m, and hits average ramming volume be less than 0.1m for receiving heel standard to ram last two; Then adopt 1000KNm tamping energy to carry out full rammer to slope body, full rammer is rammed pass and is no less than 2 times, rams mark overlap joint 1/4 heel print.
Described middle slope body tree-shaped gabion blind shaft completes in the following manner: under critical for 1.2h times of atmospheric precipitation below the end face of slope, ooze banketing of depth bounds Nei Ji B district, first direction is moved towards according to 5.0m pitch arrangement level to catch pit 4 along domatic, catch pit by growing × the gabion body of wide × height=1m × 1m × 1m builds by laying bricks or stones and forms, its the superiors, for being catch pit and former slope body intersection 7, utilize between the adjacent gabion body in left and right
reinforcing bar, carries out colligation according to 100mm spacing and forms draining gabion blind shaft, and draining gabion blind shaft is built by laying bricks or stones to former domatic interior length and is not less than 1.0m, and the vertical collecting well of topmost 3 and level are catch pit and former domatic intersection 8 between catch pit 4; Then move towards direction according to the vertical collecting well 3 of 3.0m pitch arrangement along draining gabion blind shaft, collecting well by growing × the gabion body of wide × height=1m × 1m × 1m builds by laying bricks or stones and forms, its bottom is the domatic intersection 9 of catch pit and embankment, utilizes between neighbouring gabion body
reinforcing bar, carry out colligation according to 100mm spacing and form the gabion blind shaft that catchments, 2.0m to the end face of slope built by laying bricks or stones by the gabion blind shaft that catchments.
Described gabion body completes in the following manner: first adopt φ 4 galvanized steel wire netting 14 to be assembled into 1m × 1m × 1m gabion skeleton by the Mesh distance of 20mm × 30mm, then in wrap up in two-layer non-woven geotextile and form gabion net cage, geotextiles stitching width is not less than 0.1m; Then in gabion net cage, place the cobble gabion blind shaft filler 13 of particle diameter 30 ~ 40mm, vibration compacting forms single gabion body.
Claims (2)
1. for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, it is characterized in that: its step is as follows:
1. slope, bottom body compacting: ooze banketing of depth bounds Wai Ji C district under critical for 1.2h times of atmospheric precipitation below the end face of slope, point is adopted to ram with completely ramming the strong rammer mode combined carries out compaction in layers to banketing in this region, simultaneously for avoiding strong rammer edge effect problem, H100 type rammer compacter is adopted to tamp domatic;
2. middle slope body tree-shaped gabion blind shaft: ooze banketing of depth bounds Nei Ji B district under critical for 1.2h times of atmospheric precipitation below the end face of slope, by arranging the vertical collecting well (3) and level of building by laying bricks or stones with gabion to catch pit (4), form underdrainage gallery, reach the order ground dredging underground water in the body of slope fast, adopt H100 type rammer compacter to tamp domatic compacting (5) simultaneously;
3. topsoil Sub-region and hierarchical changes to fill out and rolls: adopt 37 lime earth to carry out changing filling out banketing in 2.0m depth bounds below the end face of embankment line of slope (1) slope at former line of slope (2) with upper part, and roll to carry out Sub-region and hierarchical apart from the vibratory roller of domatic 3m different tonnage for boundary adopts, namely rolling apart from the A1 district 14t vibratory roller beyond domatic 3m, rolling apart from the A2 district 2t vibratory roller within domatic 3m; Problem is oozed under adopting this technology to solve atmospheric precipitation earth's surface;
Body compacting in slope, described bottom completes in the following manner: the strong rammer face in C district and former domatic intersection (10) to strong rammer district and domatic tamp to distinguish between boundary line (12) lay the thick rubble of 10 ~ 20cm; Then 6000KNm tamping energy is adopted, by 3.5m × 3.5m spacing be equilateral triangle arrange, tamping point (11) is rammed to slope body point beyond domatic 2m and carries out a rammer, point rammer is rammed number and is no less than 6 and hits, single rams and fills out thickness and be not more than 8.0m, and hits average ramming volume be less than 0.1m for receiving heel standard to ram last two; Then adopt 1000KNm tamping energy to carry out full rammer to slope body, full rammer is rammed pass and is no less than 2 times, rams mark overlap joint 1/4 heel print;
Described middle slope body tree-shaped gabion blind shaft completes in the following manner: under critical for 1.2h times of atmospheric precipitation below the end face of slope, ooze banketing of depth bounds Nei Ji B district, first direction is moved towards according to 5.0m pitch arrangement level to catch pit (4) along domatic, catch pit by growing × the gabion body of wide × height=1m × 1m × 1m builds by laying bricks or stones and forms, its the superiors are catch pit and former slope body intersection (7), utilize between the adjacent gabion body in left and right
reinforcing bar, carry out colligation according to 100mm spacing and form draining gabion blind shaft, draining gabion blind shaft is built by laying bricks or stones to former domatic interior length and is not less than 1.0m, and the vertical collecting well of topmost (3) and level are catch pit and former domatic intersection (8) between catch pit (4); Then direction is moved towards according to the vertical collecting well of 3.0m pitch arrangement (3) along draining gabion blind shaft, collecting well by growing × the gabion body of wide × height=1m × 1m × 1m builds by laying bricks or stones and forms, its bottom is catch pit and the domatic intersection of embankment (9), utilizes between neighbouring gabion body
reinforcing bar, carry out colligation according to 100mm spacing and form the gabion blind shaft that catchments, 2.0m to the end face of slope built by laying bricks or stones by the gabion blind shaft that catchments.
2. according to claim 1 a kind of for the treatment of after build the three-dimensional composite reinforcement method of the high steep embankment side slope of formula, it is characterized in that:
Described gabion body completes in the following manner: first adopt
galvanized steel wire netting (14) is assembled into 1m × 1m × 1m gabion skeleton by the Mesh distance of 20mm × 30mm, then in wrap up in two-layer non-woven geotextile and form gabion net cage, geotextiles is sewed up width and is not less than 0.1m; Then in gabion net cage, place cobble gabion blind shaft filler (13) of particle diameter 30 ~ 40mm, vibration compacting forms single gabion body.
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| CN109137940B (en) * | 2018-09-07 | 2019-10-29 | 中国地质大学（武汉） | A kind of three-dimensional drainage system suitable for loose landfill side slope |
| CN114561905A (en) * | 2021-12-30 | 2022-05-31 | 淮南东辰固废利用有限公司 | Coal mine white rock gangue cage wall and manufacturing method thereof |
| CN114439020A (en) * | 2022-01-10 | 2022-05-06 | 中冶华成(武汉)工程有限公司 | Dynamic compaction side slope and dynamic compaction side slope construction method |
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| CN102251512A (en) * | 2011-05-05 | 2011-11-23 | 西安建筑科技大学 | Construction method for compacting high loess-filled embankment by combining vibration roller compaction with dynamic compaction |
| CN102518115A (en) * | 2011-12-22 | 2012-06-27 | 中铁第四勘察设计院集团有限公司 | Method for reinforcing soft soil foundation of large-area storage yard |
| CN102704497A (en) * | 2012-05-31 | 2012-10-03 | 中冶集团武汉勘察研究院有限公司 | RPW (ranked position weight) process for treating high fill slope |
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Patent Citations (3)
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| CN102251512A (en) * | 2011-05-05 | 2011-11-23 | 西安建筑科技大学 | Construction method for compacting high loess-filled embankment by combining vibration roller compaction with dynamic compaction |
| CN102518115A (en) * | 2011-12-22 | 2012-06-27 | 中铁第四勘察设计院集团有限公司 | Method for reinforcing soft soil foundation of large-area storage yard |
| CN102704497A (en) * | 2012-05-31 | 2012-10-03 | 中冶集团武汉勘察研究院有限公司 | RPW (ranked position weight) process for treating high fill slope |
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