CN109914445A - A kind of level of ground water alternately changes the construction method of location expensive soil cutting - Google Patents
A kind of level of ground water alternately changes the construction method of location expensive soil cutting Download PDFInfo
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Abstract
The present invention discloses a kind of construction method of level of ground water alternating variation location expensive soil cutting, comprising the following steps: cutting soil body side excavation slope frontier defense shield；The soil body is excavated according to the red line of measurement and positioning, carries out side slope protection when excavating, it is ensured that the stabilization of Cut Slopes of Expansive Soil；Slope construction middle deck pre-reinforcement stake；Stake well is excavated using manually digging hole after slope excavating to stake top platform absolute altitude；Carry out next stage slope excavating and protection；The excavation and support of junior's side slope is carried out using Anchored frame beam+Supporting sewer measure according to the requirement of step, position consistency is arranged in the setting of Supporting sewer and higher level's side slope；Excavate simultaneously construction stake board wall；Apply gutter and underground water french drain；Atmosphere be severely influenced layer within the scope of bedding change and fill out, be compacted.Present invention ensure that level of ground water alternately variation location construction of road cutting quality, ensure that shallow-layer does not occur for cut slope slip to collapse, guarantees that deep implication does not occur for cut slope, ensure that the stabilization of roadbed and do not generate disease.
Description
Technical field
The invention belongs to railway bed excavation technical field of construction, in particular to alternately variation location is swollen for a kind of level of ground water
The construction method of swollen dirt road moat.
Background technique
Swelled ground means that native CLAY MINERALS AND THEIR SIGNIFICANCE composition is mainly made of hydrophilic mineral, while having the significant expansion softening of water suction
With the dry and cracked two kinds of characteristics of dehydration shrinkage, and with damp and hot drying shrinkage reciprocal transformation highly plastic clay.As particle high dispersive, composition
Based on viscous mineral, the cohesive soil that the damp and hot variation to environment is sensitive, because of the spy that its water swelling softening, dehydration shrinkage are dry and cracked
Property, engineering circles are often referred to as disastrous soil, and " engineering cancer " is called in some scholars' play.The major project property of swelled ground has
In addition " three property " i.e. swell-shrink characteristic, more fissurities and overconsolidation efflorescence properties etc. is affected there are also disintegration, strength retrogression's property and all
Design, construction and the operation of engineering.
In China, swelled ground is especially developed, and distributed areas are concentrated mainly on southwest, northwest, northeast, the Yellow River middle and lower reaches
Area, In Middle And Lower Reaches of Changjiang River and the part southeastern coastal areas.It has now been discovered that there is the area of swelled ground to have Guangdong, Guangxi, sea
More than 20, south, Yunnan, Guizhou, Sichuan, Xinjiang, Gansu, Ningxia, Jilin, Liaoning, Heilungkiang, Hubei, Anhui, Jiangsu, Zhejiang etc.
Provinces, municipalities and autonomous regions, the gross area is at 100,000 square kilometres or more.Wherein main area of concentration is from the Yunnan-Guizhou Plateau to the North China Plain
Between each size Plain between Plain, basin, valley terrace, area between rivers and hilly country.
Kunming hinge southeast ring railway engineering, be located at Yunnan Province, southeast side, Kunming, around Dian Chi east side go in ring, through Kunyang,
Canal east, Jincheng change city and enter Kunming southern station, and swelled ground heavy cut work point is located at Kunming southern station and enters the station end, and center maximum dredging depth reaches
14.4m, side slope maximum height 26.8m, belong to Dian Chi garden basin and Center Yunnan Plateau hills-Lower and middle mountain areas landforms, on work point stratum
Strong expanded clay in Neogene system Ci Ying group (N2) is covered, the Upper Permian States in Emei Basalt group that underlies (P2 β) basalt, completely decomposed
Layer, 5~15m of thickness have weak dilatancy.Local area climate influenced layer is 5m, and sharply layer depth is 2.25m to atmospheric effect.Earthquake motion
Peak accelerator is 0.20g, Ground motion response spectrum signature period 0.45s.Underground water fixed level 3.5~7.5m of buried depth stablizes
Water level is larger with seasonal variations.Special Rock is swelled ground.
The work point cutting is the expensive soil cutting that water level alternately changes, for swelled ground area especially level of ground water with season
Section alternately carries out railway cutting excavation in variation location, and engineering measure and the improper less serious case's side slope surface layer that will likely generate of construction method slip
Collapse, the entire side slope deep layer of severe one collapse to be formed landslide etc. it is a series of influence safety problems, to influence safety of railway operation.It adopts
With conventional construction of road cutting method, the above problem can not be solved.
Summary of the invention
The present invention for the technical problems in the prior art, provides a kind of level of ground water alternating variation location swelled ground
The construction method of cutting, can reach ensures level of ground water alternately variation location construction of road cutting quality, ensure that cut slope is not sent out
Raw shallow-layer, which slips, to collapse, and guarantees that deep implication does not occur for cut slope, ensure that the stabilization of roadbed and do not generate the beneficial effect of disease.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of level of ground water alternating variation location is swollen
The construction method of swollen dirt road moat, comprising the following steps:
(1) the excavation slope frontier defense of cutting soil body side is protected；
(2) slope construction middle deck pre-reinforcement stake；
(3) next stage slope excavating and protection are carried out；
(4) simultaneously construction stake board wall is excavated；
(5) gutter and underground water french drain are applied；
(6) atmosphere be severely influenced layer within the scope of bedding change and fill out, be compacted.
Preferably, excavating the soil body in step (1) according to the red line of measurement and positioning, carrying out side slope protection when excavating, really
Protect the stabilization of Cut Slopes of Expansive Soil；
Construction technology process are as follows:
It is carried out before Cutting Excavation of Expressway and cuts drainage measure, the Cut Slopes of Expansive Soil 5 meters outside moat top is arranged in interim intercepting ditch
For being excavated according to the stabilization ratio of slope of weak expansive soil 1:1.75, middle expansive soils 1:2.0, strong swelling soil 1:2.5, every grade of side slope
Height is controlled according to 6 meters, is excavated next stage side slope again after performing level-one slope reinforcement protection works, is avoided rainy season construction as far as possible,
Forbid exposure duration too long, it is ensured that stability of slope；
It is to prevent from shallow-layer from slipping to collapse, protected using Anchored frame beam, compare level of ground water for expansive soil slope
High or water level alternately changes location, and every 10~15 meters of settings, one of Supporting sewer, underground water is discharged with benefit；
Anchored frame beam construction: the Vierendeel girder in expensive soil cutting location is constructed using caulking groove method, and Vierendeel girder is embedded in slope surface, really
It is unimpeded to protect slope drainage；It is closely connected with surrounding formations after frame is cast-in-place, it needs to take shrub slope protection in exposure part frame；Swelled ground
Cutting frame girder connection spacing is 2.5m, and first row anchor pole is arranged at slope foot 1.25m；Mortar flag stone or mixed is arranged in slope foot
Solidifying soil spats；Anchor pole is long using a Φ 32HRB400 screw-thread steel or two Φ 25HRB400 screw-thread steel production, rectangular arrangement
The angle of degree L=8~12m, anchor bar body and horizontal plane is 15 °~30 °；
Identical stratum is selected to carry out pull-out test before anchor bolt construction, test hole count is no less than 3 holes, to verify anchoring section
Design objective determines construction technology and parameter；
Anchor pole hole location is accurately placed in slope surface by design requirement, and hole location tolerance ± 50mm, hole depth is not less than
Design length is also not more than the 500mm of design length；- 30~100mm of anchor pole body length tolerance；The drilling gradient of anchor pole
(inclination angle) tolerance ± 1 °；
Bolthole must use drilled dry, when especially drilling in soil layer or weathered layer, forbid to pour water into hole, with avalanche prevention
Hole, shrinkage cavity；
Bolt grouting must not stop to starch halfway using there is pressure grouting from bottom hole to the last time；Grouting pressure is not less than 0.4MPa,
Slip casting must be full closely knit in hole, and second pulp feeding is carried out before initial set；
It after bolthole grouting, at least conserves 7 days, forbids to tap during maintenance, shakes anchor pole or hang to obtain object on the body of rod；
After mortar strength reaches the 70% of design strength in bolthole, Vierendeel girder and end socket construction are carried out；
Anchor head is embedded in Vierendeel girder, and anchor head reinforcing bar is connected with Vierendeel girder reinforcement welding, pours simultaneously with Vierendeel girder；Along route
Direction sets expansion joint together in frame mid portion every 4~5 frames (4~5D spacing), slit width 20mm, to stitch interior filling pitch fiber crops
Muscle；
Construction period forbids the bulk deposition load in moat top edge and plain stage of slope；
Supporting sewer: being applied in combination with anchor bolt frame, is arranged at main framing；Slope revetment drain is mainly drainage
The perched water or spring of exposure in moist side slope and ejectment side slope, and play support side slope.
Preferably, excavating stake well, side slope using manually digging hole after slope excavating to stake top platform absolute altitude in step (2)
Middle deck pre-reinforcement stake can ensure that Cut Slopes of Expansive Soil does not generate deep implication；
Construction technology process are as follows: be excavated to after stake top platform absolute altitude and excavate stake well every stake；Stake well must be applied in time when excavating
Make fore shaft, retaining wall；Fabrication and installation steel reinforcement cage, and the metal tube for being used for non-destructive testing is installed；Continuous primary perfusion pile concrete；
After concrete strength of pile reaches 80% and detection qualification completely, the soil body before stake is excavated, the advanced excavation cubic metre of earth and stone is forbidden.
Preferably, laying Control Survey Triangulation Network for Construction in step (2), controlled according to design drawing fixed pile axis grid
Net and height datum point；The center of calibration stake holes is driven underground when setting-out with the timber of long 300~500mm, out leakage height 50~
80mm, centre deviation are not more than 50mm；
Safety accident is caused in hole to prevent around stake holes native stone to roll into, it, need to be also for preventing surface water from flowing into stake holes
Walling crib fore shaft is poured before borehole, while the support platform of a capstan winch (use of slagging tap in hole) is poured on the outside of fore shaft；Walling crib lock
Mouth uses C20 concreting, and pre- doweling is connect with first lap breast wall concrete, and walling crib wall thickness is not less than 25cm, top surface
It is higher by formation level 30cm or more；
Artificial digging pile merogenesis excavates, merogenesis supporting；Every layer of digging depth 1.0m of borehole operation or so, it is cast-in-place mixed with steel membrane in time
Solidifying soil retaining wall, the stake holes same day that the same day digs have poured breast wall concrete；The lap of splice of section retaining wall is not less than 50mm up and down；It excavates
When by groundwater quality soil layer, shorten and excavate drilling depth, observe soil layer situation of change at any time, when depth reaches 6m, reinforces ventilation,
Guarantee construction personnel's safety；There is something special reports in time；
Fabrication of reinforcing cage and placement: steel reinforcement cage is made at the scene, and stirrup and main reinforcement are bound securely at each node,
Steel reinforcement cage is slowly placed, and collision hole wall is prevented；When reinforcement fabrication, in steel reinforcement cage quadrangle, installation is used for the metal tube of non-destructive testing,
Detect pipe diameter 40 or 50mm；
Placing concrete: using ready mixed concrete, directly enters aggregate bin using pumping；It is every to pour 0.5~1.0 meter i.e.
With immersion vibrator vibration compacting, prevent honeycomb, segregation phenomenon；Concrete must have good workability, slump control
System carries out sampling observation not less than 1 time with slump in 16~22cm, every pile.
Preferably, being carried out down according to the requirement of step (1) using Anchored frame beam+Supporting sewer measure in step (3)
Position consistency is arranged in the excavation and support of grade side slope, the setting of Supporting sewer and higher level's side slope, it is ensured that reaches lowering of watertable
Purpose.
Preferably, in step (4), after cutting excavation to height of pile top, the manually digging hole anchor pile of construction stake board wall, stake
After body intensity is met the requirements, the soil body before stake is excavated, Retaining wall plate between constructioning stake on one side excavates while, breast boards is using concrete
Native plate, for the globality for ensuring pile slab structure, the anchor pile for facing dead end is arranged to the stake of the T-type edge of a wing, and breast boards is caught on the inside of stake；
Construction technology process are as follows: after strength of the mixing pile is met the requirements, excavate the soil body before stake；Apply provisional protection；Chisel removes fore shaft
Retaining wall, smooth pile body surface；It lifts breast boards, be laid with loaded filter；
Cutting pile plate wall is made of loaded filter after anchor pile, breast boards, plate etc.；The anchor pile top edge of a wing is T-type, and lower part is
Rectangle；Breast boards is rectangular slab, the high 0.5m of plate, and the lap of splice of the edge alar part of breast boards and stake is 0.3m, mixed using reinforcing bar
Solidifying soil is prefabricated, and strength grade of concrete meets the requirement of " railway concrete durability design of structure specification "；
After concrete strength of pile reaches the 80% of design value and the complete qualification of detection, ground before stake, rock before stake are excavated
The soil body is forbidden to use great explosion, uses hand excavation near stake within the scope of 2m, prevents from destroying pile body；
The installation of breast boards is carried out after dismounting breast boards and the fore shaft retaining wall of pile body coupling part again；Stake is exposed by line side
Partial fore shaft retaining wall is smoothed out after removing using cement mortar；
Interim side slope is dug to lateral sulcus platform between stake, applies board bottom concrete leveling layer, and install breast boards from bottom to top,
After one block of plate of every installation, it is laid with one layer of bagged sand folder cobble loaded filter thereafter, last closed plate roof panel；Expansive soils plate
The packed sand gravel loaded filter of 0.5m is completely spread afterwards, and is laid with one layer of compound guarded drainage net, and the normal osmosis coefficient of sack is not less than
0.3cm/s；Nearly wall back side is packed sand gravel, and sand gravel particle size range is 2~6mm, average 4.5mm；Compound guarded drainage net is full
Foot: complex mass area ratio is not less than 1400g/m2；Composite thickness is not less than 5.0mm not less than 7mm, steel wire rack thickness；
Three-dimensional steel wire rack endwise tensile strength is not less than 15kN/m.
Preferably, in step (5), cutting excavation simultaneously, gutter is excavated in two sides in cutting, if any catchmenting water
It is collected at low-lying section and is drained into underground water outside cutting by the way of the bright row of suction pump, it is ensured that not ponding in cutting guarantees to apply
Work is gone on smoothly；
The construction technology process of roadbed french drain: preparation of construction, channel excavation, bottom of trench are paved, and install water-permeable pipe, and groove returns
It fills out, loaded filter construction, confining bed construction is inspected for acceptance.
Preferably, expensive soil cutting bottom layer of subgrade, which is taken to change, fills out conditioned soil or A, B group filler in step (6), weak~
Middle expansive soils location bottom layer of subgrade, which changes, fills out depth not less than 0.5m, and strong swelling soil (rock) location bottom layer of subgrade replacement thickness is greater than gas
Dramatic impact layer is waited, and is not less than bottom layer of subgrade depth, and make embankment in cutting, while to carry out the measures such as closing waterproof, ground
Development Shi Huan is lauched to fill out bottom laying composite water drain-proof plate and longitudinal french drain is arranged；
Composite geo-membrane uses complex geomembrane composite geo-membrane, and (up and down for nonwoven permeable geotextiles, centre is water proof soil
Work film), specific targets are as follows: vertical, horizontal tensile strength is not less than 25kN/m；CBR bursting strength is not less than 2.5kN/m；Infiltration system
Number is not more than 10-11cms；Maximum extension rate is not more than 30%；Peel strength is not less than 6N/cm；Breadth is not less than 7m；Unit plane
Product quality is not less than 800g/m2；Geotechnological film thickness is not less than 0.4mm；It overlaps, be bonded or welded；When using overlapping mode, overlap joint
Width is not less than 30cm, and overlaps along slope, and high one end is covered in low one end；When using being bonded or welded mode, seam is wide
Degree is not less than 10cm, and all technical of seam crossing is not less than all technical of composite geo-membrane；Composite geo-membrane
Cross-sectional direction connector is no more than one, and using being bonded or welded, joint gap is not less than 10cm, and vertical section direction can
Using overlap joint, joint gap is not less than 30cm, and overlaps along slope, and high one end covers low one end；
Compacting criteria: bottom layer of subgrade, which changes, fills out A, B group filler, the coefficient of subgrade reaction K after compacting30>=150MPa/m, porosity n
< 28%；Bottom layer of subgrade, which changes, fills out conditioned soil, the coefficient of subgrade reaction K after compacting30>=110MPa/m, coefficient of compaction K >=0.95.
Compared with prior art, the present invention has the beneficial effects that present invention ensure that level of ground water replaces alternatively
Section construction of road cutting quality ensure that shallow-layer does not occur for cut slope slip to collapse, and guarantees that deep implication does not occur for cut slope, ensure that
The stabilization of roadbed and do not generate disease.Operating reference can also be applied for high-grade highway expensive soil cutting.
Detailed description of the invention
Fig. 1 is construction method schematic diagram of the invention.
1- nature ground line, 2- side slope protection, 3- swelled ground, the stake of 4- plain stage of slope pre-reinforcement, the 5- pile plate wall edge of a wing in figure
Packing course, 8- lateral sulcus+longitudinal direction french drain are changed in stake, 6- breast boards, 7- bedding.
Specific embodiment
Technical solution in order to enable those skilled in the art to better understand the present invention, in the following with reference to the drawings and specific embodiments
It elaborates to the present invention.
Embodiment of the invention discloses the construction methods that a kind of level of ground water alternately changes location expensive soil cutting, such as scheme
It is shown comprising following steps:
(1) the excavation slope frontier defense of cutting soil body side is protected；
(2) slope construction middle deck pre-reinforcement stake；
(3) next stage slope excavating and protection are carried out；
(4) simultaneously construction stake board wall is excavated；
(5) gutter and underground water french drain are applied；
(6) atmosphere be severely influenced layer within the scope of bedding change and fill out, be compacted.
In the present embodiment, in step (1), the soil body is excavated according to the red line of measurement and positioning, carries out side slope protection when excavating,
Ensure the stabilization of Cut Slopes of Expansive Soil；
Construction technology process are as follows:
It is carried out before Cutting Excavation of Expressway and cuts drainage measure, the Cut Slopes of Expansive Soil 5 meters outside moat top is arranged in interim intercepting ditch
For being excavated according to the stabilization ratio of slope of weak expansive soil 1:1.75, middle expansive soils 1:2.0, strong swelling soil 1:2.5, every grade of side slope
Height is controlled according to 6 meters, is excavated next stage side slope again after performing level-one slope reinforcement protection works, is avoided rainy season construction as far as possible,
Forbid exposure duration too long, it is ensured that stability of slope；
It is to prevent from shallow-layer from slipping to collapse, protected using Anchored frame beam, compare level of ground water for expansive soil slope
High or water level alternately changes location, and every 10~15 meters of settings, one of Supporting sewer, underground water is discharged with benefit；
Anchored frame beam construction: the Vierendeel girder in expensive soil cutting location is constructed using caulking groove method, and Vierendeel girder is embedded in slope surface, really
It is unimpeded to protect slope drainage；It is closely connected with surrounding formations after frame is cast-in-place, it needs to take shrub slope protection in exposure part frame；Swelled ground
Cutting frame girder connection spacing is 2.5m, and first row anchor pole is arranged at slope foot 1.25m；Mortar flag stone or mixed is arranged in slope foot
Solidifying soil spats；Anchor pole is long using a Φ 32HRB400 screw-thread steel or two Φ 25HRB400 screw-thread steel production, rectangular arrangement
The angle of degree L=8~12m, anchor bar body and horizontal plane is 15 °~30 °；
Identical stratum is selected to carry out pull-out test before anchor bolt construction, test hole count is no less than 3 holes, to verify anchoring section
Design objective determines construction technology and parameter；
Anchor pole hole location is accurately placed in slope surface by design requirement, and hole location tolerance ± 50mm, hole depth is not less than
Design length is also not more than the 500mm of design length；- 30~100mm of anchor pole body length tolerance；The drilling gradient of anchor pole
(inclination angle) tolerance ± 1 °；
Bolthole must use drilled dry, when especially drilling in soil layer or weathered layer, forbid to pour water into hole, with avalanche prevention
Hole, shrinkage cavity；
Bolt grouting must not stop to starch halfway using there is pressure grouting from bottom hole to the last time；Grouting pressure is not less than 0.4MPa,
Slip casting must be full closely knit in hole, and second pulp feeding is carried out before initial set；
It after bolthole grouting, at least conserves 7 days, forbids to tap during maintenance, shakes anchor pole or hang to obtain object on the body of rod；
After mortar strength reaches the 70% of design strength in bolthole, Vierendeel girder and end socket construction are carried out；
Anchor head is embedded in Vierendeel girder, and anchor head reinforcing bar is connected with Vierendeel girder reinforcement welding, pours simultaneously with Vierendeel girder；Along route
Direction sets expansion joint together in frame mid portion every 4~5 frames (4~5D spacing), slit width 20mm, to stitch interior filling pitch fiber crops
Muscle；
Construction period forbids the bulk deposition load in moat top edge and plain stage of slope；
Supporting sewer: being applied in combination with anchor bolt frame, is arranged at main framing；Slope revetment drain is mainly drainage
The perched water or spring of exposure in moist side slope and ejectment side slope, and play support side slope.
In the present embodiment, in step (2), stake well, side are excavated using manually digging hole after slope excavating to stake top platform absolute altitude
Slope middle deck pre-reinforcement stake can ensure that Cut Slopes of Expansive Soil does not generate deep implication；
Construction technology process are as follows: be excavated to after stake top platform absolute altitude and excavate stake well every stake；Stake well must be applied in time when excavating
Make fore shaft, retaining wall；Fabrication and installation steel reinforcement cage, and the metal tube for being used for non-destructive testing is installed；Continuous primary perfusion pile concrete；
After concrete strength of pile reaches 80% and detection qualification completely, the soil body before stake is excavated, the advanced excavation cubic metre of earth and stone is forbidden.
In the present embodiment, in step (2), Control Survey Triangulation Network for Construction is laid, according to design drawing fixed pile axis grid control
Net and height datum point processed；The center of calibration stake holes is driven underground when setting-out with the timber of long 300~500mm, out leakage height 50
~80mm, centre deviation are not more than 50mm；
Safety accident is caused in hole to prevent around stake holes native stone to roll into, it, need to be also for preventing surface water from flowing into stake holes
Walling crib fore shaft is poured before borehole, while the support platform of a capstan winch (use of slagging tap in hole) is poured on the outside of fore shaft；Walling crib lock
Mouth uses C20 concreting, and pre- doweling is connect with first lap breast wall concrete, and walling crib wall thickness is not less than 25cm, top surface
It is higher by formation level 30cm or more；
Artificial digging pile merogenesis excavates, merogenesis supporting；Every layer of digging depth 1.0m of borehole operation or so, it is cast-in-place mixed with steel membrane in time
Solidifying soil retaining wall, the stake holes same day that the same day digs have poured breast wall concrete；The lap of splice of section retaining wall is not less than 50mm up and down；It excavates
When by groundwater quality soil layer, shorten and excavate drilling depth, observe soil layer situation of change at any time, when depth reaches 6m, reinforces ventilation,
Guarantee construction personnel's safety；There is something special reports in time；
Fabrication of reinforcing cage and placement: steel reinforcement cage is made at the scene, and stirrup and main reinforcement are bound securely at each node,
Steel reinforcement cage is slowly placed, and collision hole wall is prevented；When reinforcement fabrication, in steel reinforcement cage quadrangle, installation is used for the metal tube of non-destructive testing,
Detect pipe diameter 40 or 50mm；
Placing concrete: using ready mixed concrete, directly enters aggregate bin using pumping；It is every to pour 0.5~1.0 meter i.e.
With immersion vibrator vibration compacting, prevent honeycomb, segregation phenomenon；Concrete must have good workability, slump control
System carries out sampling observation not less than 1 time with slump in 16~22cm, every pile.
In the present embodiment, in step (3), carried out according to the requirement of step (1) using Anchored frame beam+Supporting sewer measure
Position consistency is arranged in the excavation and support of junior's side slope, the setting of Supporting sewer and higher level's side slope, it is ensured that reaches reduction underground water
The purpose of position.
In the present embodiment, in step (4), after cutting excavation to height of pile top, the manually digging hole anchor pile of construction stake board wall,
After strength of the mixing pile is met the requirements, the soil body before stake is excavated, Retaining wall plate between constructioning stake on one side excavates while, breast boards is mixed using prefabricated
Concrete board, for the globality for ensuring pile slab structure, the anchor pile for facing dead end is arranged to the stake of the T-type edge of a wing, and breast boards is caught on the inside of stake；
Construction technology process are as follows: after strength of the mixing pile is met the requirements, excavate the soil body before stake；Apply provisional protection；Chisel removes fore shaft
Retaining wall, smooth pile body surface；It lifts breast boards, be laid with loaded filter；
Cutting pile plate wall is made of loaded filter after anchor pile, breast boards, plate etc.；The anchor pile top edge of a wing is T-type, and lower part is
Rectangle；Breast boards is rectangular slab, the high 0.5m of plate, and the lap of splice of the edge alar part of breast boards and stake is 0.3m, mixed using reinforcing bar
Solidifying soil is prefabricated, and strength grade of concrete meets the requirement of " railway concrete durability design of structure specification "；
After concrete strength of pile reaches the 80% of design value and the complete qualification of detection, ground before stake, rock before stake are excavated
The soil body is forbidden to use great explosion, uses hand excavation near stake within the scope of 2m, prevents from destroying pile body；
The installation of breast boards is carried out after dismounting breast boards and the fore shaft retaining wall of pile body coupling part again；Stake is exposed by line side
Partial fore shaft retaining wall is smoothed out after removing using cement mortar；
Interim side slope is dug to lateral sulcus platform between stake, applies board bottom concrete leveling layer, and install breast boards from bottom to top,
After one block of plate of every installation, it is laid with one layer of bagged sand folder cobble loaded filter thereafter, last closed plate roof panel；Expansive soils plate
The packed sand gravel loaded filter of 0.5m is completely spread afterwards, and is laid with one layer of compound guarded drainage net, and the normal osmosis coefficient of sack is not less than
0.3cm/s；Nearly wall back side is packed sand gravel, and sand gravel particle size range is 2~6mm, average 4.5mm；Compound guarded drainage net is full
Foot: complex mass area ratio is not less than 1400g/m2；Composite thickness is not less than 5.0mm not less than 7mm, steel wire rack thickness；
Three-dimensional steel wire rack endwise tensile strength is not less than 15kN/m.
In the present embodiment, in step (5), cutting excavation simultaneously, in cutting two sides excavate gutter, if any catchment by
Water, which is collected at low-lying section, is drained into underground water outside cutting by the way of the bright row of suction pump, it is ensured that not ponding in cutting guarantees
Construction is gone on smoothly；
The construction technology process of roadbed french drain: preparation of construction, channel excavation, bottom of trench are paved, and install water-permeable pipe, and groove returns
It fills out, loaded filter construction, confining bed construction is inspected for acceptance.
In the present embodiment, in step (6), expensive soil cutting bottom layer of subgrade, which is taken to change, fills out conditioned soil or A, B group filler, weak
~middle expansive soils location bottom layer of subgrade, which changes, fills out depth not less than 0.5m, and strong swelling soil (rock) location bottom layer of subgrade replacement thickness is greater than
Weather dramatic impact layer, and it is not less than bottom layer of subgrade depth, and make embankment in cutting, while to carry out the measures such as closing waterproof,
Underground water development Shi Huan fills out bottom and is laid with composite water drain-proof plate and longitudinal french drain is arranged；
Composite geo-membrane uses complex geomembrane composite geo-membrane, and (up and down for nonwoven permeable geotextiles, centre is water proof soil
Work film), specific targets are as follows: vertical, horizontal tensile strength is not less than 25kN/m；CBR bursting strength is not less than 2.5kN/m；Infiltration system
Number is not more than 10-11cms；Maximum extension rate is not more than 30%；Peel strength is not less than 6N/cm；Breadth is not less than 7m；Unit plane
Product quality is not less than 800g/m2；Geotechnological film thickness is not less than 0.4mm；It overlaps, be bonded or welded；When using overlapping mode, overlap joint
Width is not less than 30cm, and overlaps along slope, and high one end is covered in low one end；When using being bonded or welded mode, seam is wide
Degree is not less than 10cm, and all technical of seam crossing is not less than all technical of composite geo-membrane；Composite geo-membrane
Cross-sectional direction connector is no more than one, and using being bonded or welded, joint gap is not less than 10cm, and vertical section direction can
Using overlap joint, joint gap is not less than 30cm, and overlaps along slope, and high one end covers low one end；
Compacting criteria: bottom layer of subgrade, which changes, fills out A, B group filler, the coefficient of subgrade reaction K after compacting30>=150MPa/m, porosity n
< 28%；Bottom layer of subgrade, which changes, fills out conditioned soil, the coefficient of subgrade reaction K after compacting30>=110MPa/m, coefficient of compaction K >=0.95.
When the application mainly solves swelled ground area railway construction cutting, the excavation of cutting, side slope protection, supporting and retaining system, underground
Pumping equipment is built and bedding changes and fills out the series of technical such as processing.During cutting excavation, using elder generation according to swelled ground
Stablize ratio of slope to be excavated, side slope is protected while excavating the soil body, side slope generallys use Anchored frame beam combined support sewer
It is protected；After being excavated to certain depth, to prevent deep implication, setting side slope middle pre-reinforcement piled anchor is solid.Continuation is opened step by step
Digging carries out side slope protection step by step according to the above method, excavates to pile plate wall top mark and carries out the construction of pile plate wall after high, two sides set draining
Be arranged under ditch, gutter longitudinal drainage french drain, atmosphere be severely influenced layer within the scope of bedding the Construction measures such as fill out using changing.
It is described the invention in detail above by embodiment, but the content is only exemplary implementation of the invention
Example, should not be considered as limiting the scope of the invention.Protection scope of the present invention is defined by the claims.All utilizations
Technical solutions according to the invention or those skilled in the art are under the inspiration of technical solution of the present invention, in reality of the invention
In matter and protection scope, designs similar technical solution and reach above-mentioned technical effect, or to made by application range
All the changes and improvements etc. should still belong to patent of the invention and cover within protection scope.It should be noted that in order to clear
It is stated, part and protection scope of the present invention is omitted in explanation of the invention without being directly significantly associated with but this field skill
The statement of component known to art personnel and processing.
Claims (8)
1. the construction method that a kind of level of ground water alternately changes location expensive soil cutting, which comprises the following steps:
(1) the excavation slope frontier defense of cutting soil body side is protected；
(2) slope construction middle deck pre-reinforcement stake；
(3) next stage slope excavating and protection are carried out；
(4) simultaneously construction stake board wall is excavated；
(5) gutter and underground water french drain are applied；
(6) atmosphere be severely influenced layer within the scope of bedding change and fill out, be compacted.
2. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (1), excavates the soil body according to the red line of measurement and positioning, carry out side slope protection when excavating, it is ensured that expensive soil cutting
The stabilization of side slope；
Construction technology process are as follows:
Carried out before Cutting Excavation of Expressway and cut a drainage measure, interim intercepting ditch is arranged 5 meters outside moat top, Cut Slopes of Expansive Soil for
It is excavated according to the stabilization ratio of slope of weak expansive soil 1:1.75, middle expansive soils 1:2.0, strong swelling soil 1:2.5, every grade of slope height
It is controlled according to 6 meters, excavates next stage side slope again after performing level-one slope reinforcement protection works；
Be to prevent from shallow-layer from slipping collapsing, protected using Anchored frame beam for expansive soil slope, it is relatively high for level of ground water or
Person's water level alternately changes location, every 10~15 meters of settings, one of Supporting sewer；
Anchored frame beam construction: the Vierendeel girder in expensive soil cutting location is constructed using caulking groove method, and Vierendeel girder is embedded in slope surface；Frame is existing
It is closely connected with surrounding formations after pouring, it needs to take shrub slope protection in exposure part frame；Expensive soil cutting frame girder connection spacing is
2.5m, first row anchor pole are arranged at slope foot 1.25m；Mortar flag stone or concrete spats is arranged in slope foot；Anchor pole uses one
Root Φ 32HRB400 screw-thread steel or two Φ 25HRB400 screw-thread steel production, rectangular arrangement, length L=8~12m, anchor bar body
Angle with horizontal plane is 15 °~30 °；
Identical stratum is selected to carry out pull-out test before anchor bolt construction, test hole count is no less than 3 holes, determines construction technology and ginseng
Number；
Anchor pole hole location is accurately placed in slope surface by design requirement, hole location tolerance ± 50mm, and hole depth is not less than design
Length is also not more than the 500mm of design length；- 30~100mm of anchor pole body length tolerance；The drilling gradient of anchor pole allows
Deviation ± 1 °；
Bolthole uses drilled dry, forbids to pour water into hole；
Bolt grouting, which is used from bottom hole to the last time, pressure grouting；Grouting pressure is not less than 0.4MPa, carries out before initial set secondary
Mend slurry；
After bolthole grouting, at least conserve 7 days；After mortar strength reaches the 70% of design strength in bolthole, frame is carried out
Beam and end socket construction；
Anchor head is embedded in Vierendeel girder, and anchor head reinforcing bar is connected with Vierendeel girder reinforcement welding, pours simultaneously with Vierendeel girder；Along line direction
Expansion joint is set together in frame mid portion every 4~5 frames, slit width 20mm, to stitch interior filling pitch hemp cut；
Supporting sewer: being applied in combination with anchor bolt frame, is arranged at main framing.
3. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (2), stake well is excavated using manually digging hole after slope excavating to stake top platform absolute altitude；
Construction technology process are as follows: be excavated to after stake top platform absolute altitude and excavate stake well every stake；Stake well applies fore shaft, retaining wall when excavating；
Fabrication and installation steel reinforcement cage, and the metal tube for being used for non-destructive testing is installed；Continuous primary perfusion pile concrete；To pile concrete
After intensity reaches 80% and detection qualification completely, the soil body before stake is excavated.
4. a kind of level of ground water according to claim 3 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (2), lays Control Survey Triangulation Network for Construction, controls net and height datum according to design drawing fixed pile axis grid
Point；The center of calibration stake holes is driven underground when setting-out with the timber of long 300~500mm, out 50~80mm of leakage height, centre deviation
No more than 50mm；
Walling crib fore shaft is poured before borehole, while the support platform of a capstan winch is poured on the outside of fore shaft；Walling crib fore shaft uses C20
Concreting, pre- doweling are connect with first lap breast wall concrete, and walling crib wall thickness is not less than 25cm, and top surface is higher by construction base
Face 30cm or more；
Artificial digging pile merogenesis excavates, merogenesis supporting；Every layer of digging depth 1.0m of borehole operation, with steel membrane cast-in-place concrete retaining wall；On
The lap of splice of lower section retaining wall is not less than 50mm；It excavates and passes through groundwater quality soil layer；
Fabrication of reinforcing cage and placement: steel reinforcement cage is made at the scene, and stirrup and main reinforcement are bound securely at each node, reinforcing bar
Cage is slowly placed；When reinforcement fabrication, steel reinforcement cage quadrangle installation be used for non-destructive testing metal tube, detect pipe diameter 40 or
50mm；
Placing concrete: using ready mixed concrete, directly enters aggregate bin using pumping；It is every to pour 0.5~1.0 meter i.e. with slotting
Enter formula vibrator vibration compacting；Every pile carries out sampling observation not less than 1 time with slump.
5. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (3), carries out the excavation of junior's side slope using Anchored frame beam+Supporting sewer measure according to the requirement of step (1)
With supporting, position consistency is arranged in the setting of Supporting sewer and higher level's side slope.
6. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (4), after cutting excavation to height of pile top, the manually digging hole anchor pile of construction stake board wall, strength of the mixing pile satisfaction is wanted
After asking, the soil body before stake is excavated, Retaining wall plate between constructioning stake on one side excavates while, breast boards faces dead end using precast slab
Anchor pile be arranged to the stake of the T-type edge of a wing, breast boards is caught on the inside of stake；
Construction technology process are as follows: after strength of the mixing pile is met the requirements, excavate the soil body before stake；Apply provisional protection；Chisel go fore shaft retaining wall,
Smooth pile body surface；It lifts breast boards, be laid with loaded filter；
Cutting pile plate wall is made of loaded filter after anchor pile, breast boards, plate etc.；The anchor pile top edge of a wing is T-type, and lower part is square
Shape；Breast boards is rectangular slab, the high 0.5m of plate, and the lap of splice of the edge alar part of breast boards and stake is 0.3m, using reinforced concrete
Soil is prefabricated；
After concrete strength of pile reaches the 80% of design value and the complete qualification of detection, ground before stake is excavated, 2m model near stake
It encloses interior using hand excavation；
The installation of breast boards is carried out after dismounting breast boards and the fore shaft retaining wall of pile body coupling part again；Line side exposed parts are leaned in stake
Fore shaft retaining wall remove after using cement mortar smooth out；
Interim side slope is dug to lateral sulcus platform between stake, applies board bottom concrete leveling layer, and install breast boards from bottom to top, every peace
After filling one block of plate, it is laid with one layer of bagged sand folder cobble loaded filter thereafter, last closed plate roof panel；It is full after expansive soils plate
The packed sand gravel loaded filter of 0.5m is spread, and is laid with one layer of compound guarded drainage net, the normal osmosis coefficient of sack is not less than 0.3cm/
s；Nearly wall back side is packed sand gravel, and sand gravel particle size range is 2~6mm, average 4.5mm；Compound guarded drainage net meets: compound
Body mass area ratio is not less than 1400g/m2；Composite thickness is not less than 5.0mm not less than 7mm, steel wire rack thickness；Three-dimensional steel wire rack
Endwise tensile strength is not less than 15kN/m.
7. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
Be, in step (5), cutting excavation simultaneously, gutter is excavated in two sides in cutting, it is ensured that not ponding in cutting；
The construction technology process of roadbed french drain: preparation of construction, channel excavation, bottom of trench are paved, installation water-permeable pipe, trench backfill, instead
Filtering layer construction, confining bed construction, inspects for acceptance.
8. a kind of level of ground water according to claim 1 alternately changes the construction method of location expensive soil cutting, feature
It is, in step (6), expensive soil cutting bottom layer of subgrade, which is taken to change, fills out conditioned soil or A, B group filler, weak~middle expansive soils location
Bottom layer of subgrade, which changes, fills out depth not less than 0.5m, and strong swelling soil location bottom layer of subgrade replacement thickness is greater than weather dramatic impact layer, and
Not less than bottom layer of subgrade depth, and make embankment in cutting, underground water development Shi Huan fills out bottom and is laid with composite water drain-proof plate and sets
Set longitudinal french drain；
Composite geo-membrane uses complex geomembrane composite geo-membrane, specific targets are as follows: vertical, horizontal tensile strength is not less than 25kN/m；
CBR bursting strength is not less than 2.5kN/m；Infiltration coefficient is not more than 10-11cms；Maximum extension rate is not more than 30%；Peel strength
Not less than 6N/cm；Breadth is not less than 7m；Mass area ratio is not less than 800g/m2；Geotechnological film thickness is not less than 0.4mm；It takes
It connects, be bonded or welded；When using overlapping mode, lap width is not less than 30cm, and overlaps along slope, and high one end is covered in low
One end；When using being bonded or welded mode, joint gap is not less than 10cm, and all technical of seam crossing is not less than compound
The all technical of geomembrane；Composite geo-membrane cross-sectional direction connector is no more than one, and uses and be bonded or welded,
Joint gap is not less than 10cm, and overlap joint can be used in vertical section direction, and joint gap is not less than 30cm, and overlaps along slope, high one
End covers low one end；
Compacting criteria: bottom layer of subgrade, which changes, fills out A, B group filler, the coefficient of subgrade reaction K after compacting30>=150MPa/m, porosity n <
28%；Bottom layer of subgrade, which changes, fills out conditioned soil, the coefficient of subgrade reaction K after compacting30>=110MPa/m, coefficient of compaction K >=0.95.
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| CN111119209A (en) * | 2020-01-20 | 2020-05-08 | 中铁二院工程集团有限责任公司 | Deep cutting green protection structure, cutting protection system and construction method thereof |
| CN111424481A (en) * | 2020-03-10 | 2020-07-17 | 西南交通大学 | Expansive soil cutting structure and construction method thereof |
| CN115478548A (en) * | 2022-11-04 | 2022-12-16 | 中铁九局集团第一建设有限公司 | Expansive soil cutting slope expansion-reduction earthquake-resistant disaster-prevention combined retaining structure and construction method |
| CN116905301A (en) * | 2023-09-07 | 2023-10-20 | 中交第一航务工程局有限公司 | Deep cutting construction method |
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| CN111424481A (en) * | 2020-03-10 | 2020-07-17 | 西南交通大学 | Expansive soil cutting structure and construction method thereof |
| CN115478548A (en) * | 2022-11-04 | 2022-12-16 | 中铁九局集团第一建设有限公司 | Expansive soil cutting slope expansion-reduction earthquake-resistant disaster-prevention combined retaining structure and construction method |
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| CN116905301A (en) * | 2023-09-07 | 2023-10-20 | 中交第一航务工程局有限公司 | Deep cutting construction method |
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