CN109024669A - A kind of steel jacket box is to drawing trench methods of constructing - Google Patents
A kind of steel jacket box is to drawing trench methods of constructing Download PDFInfo
- Publication number
- CN109024669A CN109024669A CN201810651790.8A CN201810651790A CN109024669A CN 109024669 A CN109024669 A CN 109024669A CN 201810651790 A CN201810651790 A CN 201810651790A CN 109024669 A CN109024669 A CN 109024669A
- Authority
- CN
- China
- Prior art keywords
- steel jacket
- jacket box
- steel
- pipe
- construction
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
Abstract
The invention discloses a kind of steel jacket boxes to drawing construction trench methods, by completing pipe trench by steel jacket box to drag-line and to pull system cooperation and secretly wearing construction to drawing jacking and excavate the method for the soil body therewith, the present invention is the following steps are included: step A. uses in gross porosity laying rope hole PE pipe method to make Suo Konghou and draw in headwork wears to drag-line；Step B. installs steel jacket box to pull system；Step C. steel jacket box is to drawing in hole；The construction of step D. steel jacket box inner concrete；Compared to traditional drainage construction method, the present invention constructs to the dark poling ditch construction method of drawing using steel jacket box with carrying out pipe trench, with construction cost is low, ecological, environmental protective, does not influence the small beneficial effect of ground installation, security risk.
Description
Technical field
The present invention relates to tunnel and underground engineering construction technical fields, and in particular to a kind of steel jacket box is to drawing the pipe trench side that constructs
Method.
Background technique
City integrated pipe trench, also referred to as common trench, be Urban Underground build municipal public use tunnel space, by electric power,
The municipal public uses pipelines such as communication, water supply are laid on inside a structures according to the requirement of planning concentration, are implemented unified planning, are set
Meter, construction and management.Integrated pipe canal is the inevitable outcome of urbanization and economic height development, is comprehensive utilization urban underground space
A kind of means, be guarantee city have the capability of sustainable development important infrastructure.Construction integrated pipe canal has become city
Infrastructure modernization updates trend and trend with transformation and urban modernization construction.With adding for China's Development of China's Urbanization
Fast and comprehensive strength raising, the complexity and importance of City Buried Pipeline are required to using intensive, sustainability comprehensive
Close pipe trench Model construction city.Political affairs utilities pipeline.It is solved as caused by the management system of barrier between different departments by construction integrated pipe canal
Many contradictions and urban road secondary excavation is avoided to be known together by urban construction person and manager.
But at present China in the construction method of integrated pipe canal, in most cases or using gradation excavation method,
The construction operation of jacking concrete box body method progress integrated pipe canal.There is excavation amounts for gradation excavation method greatly, needs
Auxiliary machine tool equipment is more, the biggish defect of area occupied is excavated in work-yard；There is to upper for jacking concrete box body method
Soil layer disturbance in portion's is larger, easily cause the deformation of bottom surface building settlement, concrete box body manufacturing cost is higher, construction period is longer
Defect；For defect present in above-mentioned integrated pipe canal construction method, the invention proposes a kind of steel jacket boxes to drawing construction pipe trench
Method.
Summary of the invention
For traditional integrated pipe canal construction method, as that there are excavation amounts in gradation excavation method is big, needs to assist
Plant is more, the biggish defect of area occupied is excavated in work-yard；Exist in jacking concrete box body method to top soil
Layer disturbance is larger, easily causes the deformation of bottom surface building settlement, concrete box body manufacturing cost are higher, construction period is longer to lack
It falls into, the object of the present invention is to provide a kind of steel jacket boxes to trench methods of constructing are drawn, and realizes that steel jacket box secretly wears construction pipe to drawing jacking
Ditch operation, has that the construction time is short, construction cost is lower, ecological, environmental protective, security risk are small, the preferable effect of construction quality.
The present invention is achieved through the following technical solutions:
A kind of steel jacket box is to drawing trench methods of constructing, comprising the following steps:
Step A. is worn to drag-line in headwork using laying PE pipe method in rope hole in gross porosity and make Suo Konghou and draw；
Step B. installs steel jacket box to pull system；
Step C. steel jacket box is to drawing in hole；
The construction of step D. steel jacket box inner concrete.
Processing step and principle:
The present invention carries out long range drilling using non-dredging guiding driller, takes the rope hole construction side of " gross porosity Nei Busuo hole PE pipe "
Method compensates bore error, is positioned using positioning rope to rope hole PE pipe；Using steel jacket box as supporting, using continuous
Secretly wearing across location, after steel jacket box perforation again in steel jacket box to drawing for two-way steel jacket box is carried out to the jack in pull system
Portion, which is put, makees pipe trench structure；Using steel jacket box internal backplane and side wall concrete is first poured, " the tremie method pressure of horizontal direction is reused
Note concrete technology " carries out the concreting of steel jacket box internal structure top plate, and auxiliary is starched with plate teeming guarantees concrete compaction
Degree is enough.In the present invention, steel jacket box takes factory to make in batch, and on-site hoisting spells section, while can carry out continuously making drawing
Industry, construction speed is fast, and the duration is easy to ensure, with the beneficial effect that the construction time is short；In the present invention, active well excavation amount
It is less, it is less to auxiliary machine tool equipment needed for drawing process, there is construction cost to spend lower beneficial effect；In the present invention
Steel jacket box shortens active well excavation length using merogenesis assembly, reduces the destruction to landform, beneficial with ecological, environmental protective
Effect；It is small to disturbance of the drawing process to upper soil horizon in the present invention, the risk of above ground structure sedimentation and deformation is effectively reduced, is had
There is the beneficial effect that security risk is small；In the present invention, drawing is secretly worn after steel jacket box runs through, then concrete is carried out inside steel jacket box
Structure cast-in-place construction operation, the structurally waterproof of concrete, good integrity, with the excellent beneficial effect of construction quality.
In order to which the present invention is better achieved, further, the step A the following steps are included:
Step A1. is placed and the steel of fixing into hole end face encloses and with carrying out the Location measurement setting-out of rope hole and borehole survey control point
Lay and use single horizontal tube machine drill gross porosity of the guiding accuracy greater than 150mm and by gross porosity successively reaming to the aperture 30cm and
The aperture 40cm carries out borehole cleaning after reaming；
Step A2. horizontally-guided drilling machine tows rope hole PE pipe and enters gross porosity and install tensioning beam in the hooping of the steel of gross porosity both ends of the surface
And tensioning seat, draw in the PE pipe of rope hole and wear 4 positioning ropes up and down and according to two positioning ropes above pretensioning, then under tensioning
The method of two, face positioning rope carries out the positioning of rope hole PE pipe；
Step A3. manages the soil cement slurry that casting is doped with retarder in region between gross porosity in rope hole PE and consolidates to rope hole PE pipe
It is fixed, positioning Suo Jinhang is moved back to draw in anchor pine and rope hole PE pipe after positioning after the completion of rope hole PE pipe is fixed and is worn to drag-line.
Placing fixed enclose into hole end face steel in the step A1 in advance is that when carrying out bore operation, aperture collapses in order to prevent
The case where occur, while for positioning rope stretch-draw anchor provide fulcrum；
Drilling principle in the step A1 are as follows: sender unit is equipped on drill bit, practical subsurface positioning system is in observing and controlling
Point receives signal, according to the position of the signal measuring drill bit received and posture and calculating position deviation, is bored according to deviation adjusting
Machine drilling parameter guarantees borehole accuracy to constantly modify deviation；Since pilot hole is always there are certain deviation, reaming it
Also be bound to afterwards there are certain deviation, in order to guarantee 90mm rope hole PE pipe accurately with regard to bit space, need diameter be " 90mm+2 ×
The gross porosity of maximum hole location deviation " using the guiding accuracy of drilling machine is 150mm in the present invention, therefore reaming is to 400mm.
Rope hole PE pipe positioning principle in the step A3 are as follows: place and open in the steel hooping into hole end face at hole both ends
Straining beam and tensioning seat draw in the PE pipe of rope hole wear positioning rope later, and positioning rope is divided into up and down four, respectively control cord hole PE
The displacement in pipe direction up and down limits the position of adjustment rope hole PE pipe all directions up and down by adjusting the tension of positioning rope
Shifting amount will position positioning of the cable stretching anchoring realization to rope hole PE pipe after the completion of positioning.
It is for the ease of later period excavation, gluttonous in soil cement slurry plus a small amount of retarder that soil cement slurry is used in the step A3
It is to guarantee that pressure injection of the soil cement slurry from hole one end to the other end is disposably completed.
In order to which the present invention is better achieved, further, the step B the following steps are included:
Tensioning equipment is packed into drive end steel jacket box head by step B1., and anchorage is packed into Partner steel jacket box head, then will be led
Moved end steel jacket box head and the lifting of Partner steel jacket box head are in place；
Step B2. is after installing holes device to drag-line both ends, by the tensioning of one end and drive end steel jacket box head to drag-line
Equipment connection locking, connect locking with the anchorage of Partner steel jacket box head for the other end to drag-line；
Then step B3. installation hole mud closed installation installs grouting system inside steel jacket box and starts internal grouting system
Start to inject swelling slurry damper；
Step B4. tensioning equipment tensioning jacking steel jacket box head, until the basil is completely into stopping jacking behind hole.
In the step B3 around steel jacket box inject swelling mud be in order to reduce the resistance in steel jacket box jack-in process,
It avoids crossing ambassador's steel jacket box deformation or damage tensioning equipment because of resistance.
In order to which the present invention is better achieved, further, swelling mud in the step B3 with a thickness of 20mm-
25mm, slip casting pore cross section cloth mend slurry hole longitudinal pitch 4m-5m away from 2m.
In order to which the present invention is better achieved, further, the step C the following steps are included:
Step C1. lifts pre-processed standard steel jacket box to the sliding rail of work bottom, later by steel jacket box
It is connect with the basil；
Step C2., to steel jacket box is drawn into hole, as steel jacket box is drawn in, is connected in time using the single-ended method for drawing in steel jacket box respectively
Subsequent steel jacket box；
After step C3. steel jacket box is to perforation is drawn, remove to pull system and with cement slurry displacement swelling mud.
In order to which the present invention is better achieved, further, the step D the following steps are included:
Step D1. pours steel jacket box internal backplane concrete using the method successively poured along longitudinal direction；
Step D2., which is used, vertically to be poured inside steel jacket box by the method that form height layering is poured no more than 50cm, longitudinal divisions
Side wall concrete；
Step D3. pours steel jacket box inner top coagulation using the method for longitudinal divisions, tremie method pressure injection, accessory plate teeming slurry
Soil.
In order to which the present invention is better achieved, further, the tremie method pressure injection step in the step D3 are as follows:
Step D31. binding pours section reinforcing bar and shuttering, and vibrator attachment, while pre-buried slip casting are arranged in the template bottom
Pipe, exhaust pipe place conduit in framework of steel reinforcement and carry out trying to splice checking by conduit and concrete pump pipe；
Step D32., which in advance splices the effective logical rear and conduit of mortar profit of concrete pump, carries out concrete press-casting, logical during pressure injection
It crosses pressure injection amount of concrete and judges casting position and retreat using jack dragging conduit that conduit retreats while timely using vibrator vibration
It smashes concrete and carries out concrete curing；
Step D33. waits for that a preceding concrete strength reaches 70% or more, and the mud jacking of micro-expansion cement slurry is carried out to steel bushing roof box
Slip casting, mud jacking grouting pressure are not more than 0.3Mpa；At low absolute altitude end, gas vent setting is high-end in high standard for grouting port setting, until
Gas vent stops mud jacking slip casting when overflowing slurries, after concrete strength is up to standard, form removal and support, and ultrasound examination later
Concrete and slip casting density.
In order to which the present invention is better achieved, further, this method further includes pre- advanced before the early step A is arranged
The step Z, the step Z of row active well perimeter reinforcement and excavation the following steps are included:
Step Z1. lays the restrained pile of 10 pile diameter 1.5m × 2m around active well excavation region and carries out concreting,
Restrained pile distribution method is that 3 restrained piles are respectively laid on the both sides of parallel pipe trench axis direction, and vertical pipe trench axis direction both sides are each
Lay 2 restrained piles；The construction of active well top ring beam is carried out after restrained pile concrete strength is up to standard；After top ring beam intensity is up to standard
Carry out active well excavation construction；
It is long 8m, width 8m, depth 7.9m-8.1m that step Z2., which excavates active well inside dimension, and every excavation 2m depth is with regard to suspended net shotcrete 2m
And sump is set in active well quadrangle；
Installation H profile steel steel encloses rib after step Z3. mechanical excavation depth is more than half, and installation steel is opened after enclosing rib using hand fit's machinery
Remaining depth is dug, every excavation 2m just sprays anchor 2m.
In order to which the present invention is better achieved, further, the whole weldering that the rope hole PE pipe in the step A is length 70m
Binding structure.
Compared with prior art, the present invention have the following advantages that and the utility model has the advantages that
(1) construction of the present invention using a kind of steel jacket box to drawing construction trench methods to carry out integrated pipe canal, compared to traditional point
Section excavation method, the present invention is because being provided with steel jacket box to pulling method, it can be achieved that the assembly of steel jacket box merogenesis is to larger reduction work
Net excavation length avoids the earthwork and largely excavates, do not have to the prefabricated place of laying；And drainage construction is using steel jacket box in the present invention
Under secretly wear to pulling construction method, risk that is small, effectively reducing above ground structure sedimentation and deformation is disturbed to upper soil horizon.Compared to biography
System construction method, the present invention is with construction cost is low, ecological, environmental protective, does not influence the small beneficial effect of ground installation, security risk.
(2) steel jacket box involved in the present invention takes factory to unify batch making, on-site hoisting is spelled and saved, and can be realized simultaneously
Continuously to drawing construction operation.Compared to conventional construction method, the present invention has short construction period, construction efficiency higher beneficial to effect
Fruit.
(3) present invention uses a kind of steel jacket box to trench methods of constructing are drawn, after to drawing steel jacket box secretly to wear, in steel jacket box
Inside carries out cast-in-place concrete structure construction, realizes the larger promotion of the waterproofness, globality of concrete structure.Compared to tradition
Construction method, with construction quality, good, concrete water-proof globality promotes biggish beneficial effect to the present invention.
Detailed description of the invention
Fig. 1 is construction process figure of the invention.
Specific implementation method
In order to make the objectives, technical solutions and advantages of the present invention clearer, below with reference to embodiment and attached drawing to the present invention
It is described in further detail, schematic implementation method of the invention and its explanation are for explaining only the invention.
Embodiment 1:
A kind of steel jacket box is to trench methods of constructing are drawn, as shown in Figure 1, comprising the following steps:
Step A. is worn to drag-line in headwork using laying PE pipe method in rope hole in gross porosity and make Suo Konghou and draw；
Step B. installs steel jacket box to pull system；
Step C. steel jacket box is to drawing in hole；
The construction of step D. steel jacket box inner concrete.
The present invention carries out long range drilling using non-dredging guiding driller, takes the rope hole structure of " gross porosity Nei Busuo hole PE pipe "
It makes method to compensate bore error, rope hole PE pipe is positioned using positioning rope；Using steel jacket box as supporting, utilize
Secretly the wearing drawing across location, again in steel bushing after steel jacket box perforation of two-way steel jacket box continuously is carried out to the jack in pull system
It is put inside case and makees pipe trench structure；Using steel jacket box internal backplane and side wall concrete is first poured, " the conduit of horizontal direction is reused
Method Pumping concrete technology " carries out the concreting of steel jacket box internal structure top plate, and auxiliary is starched with plate teeming guarantees concrete
Compactness is enough.In the present invention, steel jacket box takes factory to make in batch, and on-site hoisting spells section, at the same can carry out it is continuous right
Operation is drawn, construction speed is fast, and the duration is easy to ensure, with the beneficial effect that the construction time is short；In the present invention, active well spoil
Side's amount is less, less to auxiliary machine tool equipment needed for drawing process, and there is construction cost to spend lower beneficial effect；The present invention
In steel jacket box active well excavation length is shortened using merogenesis assembly, reduce the destruction to landform, with ecological, environmental protective
Beneficial effect；It is small to disturbance of the drawing process to upper soil horizon in the present invention, effectively reduce the wind of above ground structure sedimentation and deformation
Danger, with the small beneficial effect of security risk；In the present invention, drawing is secretly worn after steel jacket box runs through, then is carried out inside steel jacket box
Concrete structure cast-in-place construction operation, the structurally waterproof of concrete, good integrity, with the excellent beneficial effect of construction quality
Fruit.
Embodiment 2:
The present embodiment advanced optimizes on the basis of embodiment 1, the step A the following steps are included:
Step A1. is placed and the steel of fixing into hole end face encloses and with carrying out the Location measurement setting-out of rope hole and borehole survey control point
Lay and use single horizontal tube machine drill gross porosity of the guiding accuracy greater than 150mm and by gross porosity successively reaming to the aperture 30cm and
The aperture 40cm carries out borehole cleaning after reaming；
Step A2. horizontally-guided drilling machine tows rope hole PE pipe and enters gross porosity and install tensioning beam in the hooping of the steel of gross porosity both ends of the surface
And tensioning seat, draw in the PE pipe of rope hole and wear 4 positioning ropes up and down and according to two positioning ropes above pretensioning, then under tensioning
The method of two, face positioning rope carries out the positioning of rope hole PE pipe；
Step A3. manages the soil cement slurry that casting is doped with retarder in region between gross porosity in rope hole PE and consolidates to rope hole PE pipe
It is fixed, positioning Suo Jinhang is moved back to draw in anchor pine and rope hole PE pipe after positioning after the completion of rope hole PE pipe is fixed and is worn to drag-line.
The integral solder structure that rope hole PE pipe in the step A is length 70m.
Placed in advance in the step A1 it is fixed into the hooping of hole end face steel be the aperture when carrying out bore operation in order to prevent
The case where collapsing, occurs, while for positioning rope stretch-draw anchor provides fulcrum；
Drilling principle in the step A1 are as follows: sender unit is equipped on drill bit, practical subsurface positioning system is in observing and controlling
Point receives signal, according to the position of the signal measuring drill bit received and posture and calculating position deviation, is bored according to deviation adjusting
Machine drilling parameter guarantees borehole accuracy to constantly modify deviation；Since pilot hole is always there are certain deviation, reaming it
Also be bound to afterwards there are certain deviation, in order to guarantee 90mm rope hole PE pipe accurately with regard to bit space, need diameter be " 90mm+2 ×
The gross porosity of maximum hole location deviation " using the guiding accuracy of drilling machine is 150mm in the present invention, therefore reaming is to 400mm；By above-mentioned
Step greatly reduces drilling and the rope hole PE pipe physical deflections in place generated in the process, ensure that the positioning accurate of rope hole PE pipe
Degree.
Rope hole PE pipe positioning principle in the step A3 are as follows: place and open in the steel hooping into hole end face at hole both ends
Straining beam and tensioning seat draw in the PE pipe of rope hole wear positioning rope later, and positioning rope is divided into up and down four, respectively control cord hole PE
The displacement in pipe direction up and down limits the position of adjustment rope hole PE pipe all directions up and down by adjusting the tension of positioning rope
Shifting amount will position positioning of the cable stretching anchoring realization to rope hole PE pipe after the completion of positioning.
It is for the ease of later period excavation, gluttonous in soil cement slurry plus a small amount of retarder that soil cement slurry is used in the step A3
It is to guarantee that pressure injection of the soil cement slurry from hole one end to the other end is disposably completed.
The step B the following steps are included:
Tensioning equipment is packed into drive end steel jacket box head by step B1., and anchorage is packed into Partner steel jacket box head, then will be led
Moved end steel jacket box head and the lifting of Partner steel jacket box head are in place；
Step B2. is after installing holes device to drag-line both ends, by the tensioning of one end and drive end steel jacket box head to drag-line
Equipment connection locking, connect locking with the anchorage of Partner steel jacket box head for the other end to drag-line；
Then step B3. installation hole mud closed installation installs grouting system inside steel jacket box and starts internal grouting system
Start to inject swelling slurry damper；
Step B4. tensioning equipment tensioning jacking steel jacket box head, until the basil is completely into stopping jacking behind hole.
In order to which the present invention is better achieved, further, swelling mud in the step B3 with a thickness of 20mm-
25mm, slip casting pore cross section cloth mend slurry hole longitudinal pitch 4m-5m away from 2m.
In the step B3 around steel jacket box inject swelling mud be in order to reduce the resistance in steel jacket box jack-in process,
It avoids crossing ambassador's steel jacket box deformation or damage tensioning equipment because of resistance；The swelling mud with a thickness of 20mm-25mm, injected hole
Section cloth mends slurry hole longitudinal pitch 4m-5m away from 2m；Unsuitable excessively thin, the excessively thin meeting of swelling slurry thickness of the slip casting thickness of swelling mud
Lead to swelling mud deficiency in subsequent steel jacket box jack-in process, causes steel jacket box jack-in process frictional resistance too big, it may damage
Tensioning equipment；The thickness of swelling mud is also unsuitable blocked up simultaneously, and swelling slurry thickness is blocked up to will lead to mud mistake inside steel jacket box
It is more, it is unfavorable for the positioning and subsequent jacking operation of steel jacket box；Slip casting pore cross section cloth is mended slurry hole longitudinal pitch 4m-5m, is protected away from 2m
Swelling mud slurry uniform fully slip casting effect has been demonstrate,proved, the excessive or very few situation of swelling mud is effectively prevented.
The step C the following steps are included:
Step C1. lifts pre-processed standard steel jacket box to the sliding rail of work bottom, later by steel jacket box
It is connect with the basil；
Step C2., to steel jacket box is drawn into hole, as steel jacket box is drawn in, is connected in time using the single-ended method for drawing in steel jacket box respectively
Subsequent steel jacket box；
After step C3. steel jacket box is to perforation is drawn, remove to pull system and with cement slurry displacement swelling mud.
Subsequent steel jacket box unified mass production processing in advance in the factory in this step, when progress steel jacket box jacking
When secretly wearing operation, it is only necessary to which being sequentially connected pre-processed steel jacket box can be realized continuously to jacking operation is drawn, and has and connects
Continuous operation, the beneficial effect for saving the construction time；The method that this step uses the assembly of steel jacket box merogenesis simultaneously, larger reduction work
Net excavation length avoids the earthwork and largely excavates, do not have to the prefabricated place of laying, and relevant manpower and material resources and equipment is greatly saved
Investment；And this step carries out perforation operation to the mode for drawing steel jacket box into hole using hole both ends, compared with traditional list
Side jacking steel case method, have to upper soil horizon disturb it is small, effectively avoid that surface structures sedimentation, construction period is shorter, safety wind
The small beneficial effect in danger.
The step D the following steps are included:
Step D1. pours steel jacket box internal backplane concrete using the method successively poured along longitudinal direction；
Step D2., which is used, vertically to be poured inside steel jacket box by the method that form height layering is poured no more than 50cm, longitudinal divisions
Side wall concrete；
Step D3. pours steel jacket box inner top coagulation using the method for longitudinal divisions, tremie method pressure injection, accessory plate teeming slurry
Soil.
Tremie method pressure injection step in the step D3 are as follows:
Step D31. binding pours section reinforcing bar and shuttering, and vibrator attachment, while pre-buried slip casting are arranged in the template bottom
Pipe, exhaust pipe place conduit in framework of steel reinforcement and carry out trying to splice checking by conduit and concrete pump pipe；
Step D32., which in advance splices the effective logical rear and conduit of mortar profit of concrete pump, carries out concrete press-casting, logical during pressure injection
It crosses pressure injection amount of concrete and judges casting position and retreat using jack dragging conduit that conduit retreats while timely using vibrator vibration
It smashes concrete and carries out concrete curing；
Step D33. waits for that a preceding concrete strength reaches 70% or more, and the mud jacking of micro-expansion cement slurry is carried out to steel bushing roof box
Slip casting, mud jacking grouting pressure are not more than 0.3Mpa；At low absolute altitude end, gas vent setting is high-end in high standard for grouting port setting, until
Gas vent stops mud jacking slip casting when overflowing slurries, after concrete strength is up to standard, form removal and support, and ultrasound examination later
Concrete and slip casting density.
When carrying out above-mentioned steps, 18-20cm is selected using concrete slump, and during pulling conduit retrogressing,
Conduit disengaging is kept to pour face
It carries out bottom plate and wall concrete pouring operation first inside steel jacket box, guarantees the intensity of concrete entirety；To steel bushing
After case internal backplane and wall concrete strength are up to standard, the top concrete operation of tremie method pressure injection is carried out, while assisting with plate top
Grouting method progress top concrete, which uniformly supplements, to be poured, and keeps steel jacket box inner top layer concrete more uniform and closely knit；Pass through
Above-mentioned steel jacket box inner concrete casting method, it can be achieved that the waterproofness, globality of concrete structure larger promotion.Compared to
Conventional construction method, with construction quality, good, concrete water-proof globality promotes biggish beneficial effect to this step.
The other parts of the present embodiment are same as Example 1, and so it will not be repeated.
Embodiment 3:
The present embodiment advanced optimizes on the basis of embodiment 1 or embodiment 2, and the invention also includes be arranged in the step
The step Z, the step Z of preparatory carry out active well perimeter reinforcement and excavation before A the following steps are included:
Step Z1. lays the restrained pile of 10 pile diameter 1.5m × 2m around active well excavation region and carries out concreting,
Restrained pile distribution method is that 3 restrained piles are respectively laid on the both sides of parallel pipe trench axis direction, and vertical pipe trench axis direction both sides are each
Lay 2 restrained piles；The construction of active well top ring beam is carried out after restrained pile concrete strength is up to standard；After top ring beam intensity is up to standard
Carry out active well excavation construction；
It is long 8m, width 8m, depth 7.9m-8.1m that step Z2., which excavates active well inside dimension, and every excavation 2m depth is with regard to suspended net shotcrete 2m
And sump is set in active well quadrangle；
Installation H profile steel steel encloses rib after step Z3. mechanical excavation depth is more than half, and installation steel is opened after enclosing rib using hand fit's machinery
Remaining depth is dug, every excavation 2m just sprays anchor 2m.
Before excavating active well, it is necessary to the soil layer reinforcement of active well periphery is carried out in advance, due to needing in the present invention
The inside dimension of the active well of excavation is relatively small, so using in the step Z and working in advance to improve construction efficiency
Restrained pile is laid around well and carries out active well periphery soil layer in the method for restrained pile top ring beam and is fixed, and avoids excavating work
Soil layer occurs during well to collapse；Simultaneously in active well digging process, every excavation 2m just sprays anchor linked network 2m, cutting depth mistake
Installation H profile steel steel encloses rib after half, and the soundness of active well has been effectively ensured；Later half depth is excavated using manually and mechanical engagement
Construction, every excavation 2m just spray anchor 2m, accelerate construction speed while guaranteeing active well intensity.
The rest part of the present embodiment is identical as embodiment 1 or embodiment 2, and so it will not be repeated.
Embodiment 4:
The present embodiment advanced optimizes on the basis of the above embodiments, and steel mesh used in linked network uses in the step Z2
The wire rod of diameter 8mm, size of mesh opening are 10cm × 10cm, the long 3m of anchor pole used in jet-anchor execution process in the step Z2, between being in
Away from 1m quincuncial arrangement；It is described to drag-line using parallel arrangement a left-hand lay steel strand wires and a right-laid steel strand wires process and
At, to after the completion of drag-line process using comb hole device to carrying out compiling beam combing to drag-line；The steel jacket box head is by vertically arranged
The beam-ends of the tensioning beam of Two bors d's oeuveres H-shaped steel construction and the structure of steel jacket box coverboard integrally connected process to obtain.
The wire rod of diameter 8mm is used according to steel mesh, size of mesh opening is the specification of 10cm × 10cm, the long 3m of anchor pole, between being in
Away from 1m quincuncial arrangement, intensity when active well excavates has been effectively ensured；Steel jacket box head is by vertically arranged Two bors d's oeuveres H-shaped steel knot
The beam-ends of the tensioning beam of structure and the structure of steel jacket box coverboard integrally connected process to obtain, when ensure that steel jacket box jacking operation,
The position of external force is drawn to act on the end of tensioning beam, it is upper to greatest extent to protect steel jacket box and guarantee to drawing precision.
The rest part of the present embodiment is same as the previously described embodiments, and so it will not be repeated.
The above is only presently preferred embodiments of the present invention, not does limitation in any form to the present invention, it is all according to
According to technical spirit any simple modification to the above embodiments of the invention, equivalent variations, protection of the invention is each fallen within
Within the scope of.
Claims (9)
1. a kind of steel jacket box is to drawing construction trench methods, which is characterized in that mainly comprise the steps that
Step A. is worn to drag-line in headwork using laying PE pipe method in rope hole in gross porosity and make Suo Konghou and draw；
Step B. installs steel jacket box to pull system；
Step C. steel jacket box is to drawing in hole；
The construction of step D. steel jacket box inner concrete.
2. a kind of steel jacket box according to claim 1 is to drawing trench methods of constructing, which is characterized in that the step A includes
Following steps:
Step A1. is placed and the steel of fixing into hole end face encloses and with carrying out the Location measurement setting-out of rope hole and borehole survey control point
Lay and use single horizontal tube machine drill gross porosity of the guiding accuracy greater than 150mm and by gross porosity successively reaming to the aperture 30cm and
The aperture 40cm carries out borehole cleaning after reaming；
Step A2. horizontally-guided drilling machine tows rope hole PE pipe and enters gross porosity and install tensioning beam in the hooping of the steel of gross porosity both ends of the surface
And tensioning seat, draw in the PE pipe of rope hole and wear 4 positioning ropes up and down and according to two positioning ropes above pretensioning, then under tensioning
The method of two, face positioning rope carries out the positioning of rope hole PE pipe；
Step A3. manages the soil cement slurry that casting is doped with retarder in region between gross porosity in rope hole PE and consolidates to rope hole PE pipe
It is fixed, positioning Suo Jinhang is moved back to draw in anchor pine and rope hole PE pipe after positioning after the completion of rope hole PE pipe is fixed and is worn to drag-line.
3. a kind of steel jacket box according to claim 1 is to drawing trench methods of constructing, which is characterized in that the step B includes
Following steps:
Tensioning equipment is packed into drive end steel jacket box head by step B1., and anchorage is packed into Partner steel jacket box head, then will be led
Moved end steel jacket box head and the lifting of Partner steel jacket box head are in place；
Step B2. is after installing holes device to drag-line both ends, by the tensioning of one end and drive end steel jacket box head to drag-line
Equipment connection locking, connect locking with the anchorage of Partner steel jacket box head for the other end to drag-line；
Then step B3. installation hole mud closed installation installs grouting system inside steel jacket box and starts internal grouting system
Start to inject swelling slurry damper；
Step B4. tensioning equipment tensioning jacking steel jacket box head, until the basil is completely into stopping jacking behind hole.
4. a kind of steel jacket box according to claim 3 is to drawing construction trench methods, which is characterized in that in the step B3
Swelling mud with a thickness of 20mm-25mm, slip casting pore cross section cloth mends slurry hole longitudinal pitch 4m-5m away from 2m.
5. a kind of steel jacket box according to claim 1 is to drawing trench methods of constructing, which is characterized in that the step C includes
Following steps:
Step C1. lifts pre-processed standard steel jacket box to the sliding rail of work bottom, later by steel jacket box
It is connect with the basil；
Step C2., to steel jacket box is drawn into hole, as steel jacket box is drawn in, is connected in time using the single-ended method for drawing in steel jacket box respectively
Subsequent steel jacket box；
After step C3. steel jacket box is to perforation is drawn, remove to pull system and with cement slurry displacement swelling mud.
6. steel jacket box according to claim 1 is to trombone slide ditch construction method, which is characterized in that the step D includes following
Step:
Step D1. pours steel jacket box internal backplane concrete using the method successively poured along longitudinal direction；
Step D2., which is used, vertically to be poured inside steel jacket box by the method that form height layering is poured no more than 50cm, longitudinal divisions
Side wall concrete；
Step D3. pours steel jacket box inner top coagulation using the method for longitudinal divisions, tremie method pressure injection, accessory plate teeming slurry
Soil.
7. a kind of steel jacket box according to claim 6 is to drawing construction trench methods, which is characterized in that in the step D3
Tremie method pressure injection step are as follows:
Step D31. binding pours section reinforcing bar and shuttering, and vibrator attachment, while pre-buried slip casting are arranged in the template bottom
Pipe, exhaust pipe place conduit in framework of steel reinforcement and carry out trying to splice checking by conduit and concrete pump pipe；
Step D32., which in advance splices the effective logical rear and conduit of mortar profit of concrete pump, carries out concrete press-casting, logical during pressure injection
It crosses pressure injection amount of concrete and judges casting position and retreat using jack dragging conduit that conduit retreats while timely using vibrator vibration
It smashes concrete and carries out concrete curing；
Step D33. waits for that a preceding concrete strength reaches 70% or more, and the mud jacking of micro-expansion cement slurry is carried out to steel bushing roof box
Slip casting, mud jacking grouting pressure are not more than 0.3Mpa；At low absolute altitude end, gas vent setting is high-end in high standard for grouting port setting, until
Gas vent stops mud jacking slip casting when overflowing slurries, after concrete strength is up to standard, form removal and support, and ultrasound examination later
Concrete and slip casting density.
8. a kind of steel jacket box according to claim 1 is to drawing construction trench methods, which is characterized in that further include that early institute is arranged
The step Z, the step Z of preparatory carry out active well perimeter reinforcement and excavation before stating step A the following steps are included:
Step Z1. lays the restrained pile of 10 pile diameter 1.5m × 2m around active well excavation region and carries out concreting,
Restrained pile distribution method is that 3 restrained piles are respectively laid on the both sides of parallel pipe trench axis direction, and vertical pipe trench axis direction both sides are each
Lay 2 restrained piles；The construction of active well top ring beam is carried out after restrained pile concrete strength is up to standard；After top ring beam intensity is up to standard
Carry out active well excavation construction；
It is long 8m, width 8m, depth 7.9m-8.1m that step Z2., which excavates active well inside dimension, and every excavation 2m depth is with regard to suspended net shotcrete 2m
And sump is set in active well quadrangle；
Installation H profile steel steel encloses rib after step Z3. mechanical excavation depth is more than half, and installation steel is opened after enclosing rib using hand fit's machinery
Remaining depth is dug, every excavation 2m just sprays anchor 2m.
9. a kind of steel jacket box according to claim 1 or 2 is to drawing construction trench methods, which is characterized in that in the step A
Rope hole PE pipe be length 70m integral solder structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810651790.8A CN109024669B (en) | 2018-06-22 | 2018-06-22 | Steel jacket box split construction pipe trench method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810651790.8A CN109024669B (en) | 2018-06-22 | 2018-06-22 | Steel jacket box split construction pipe trench method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109024669A true CN109024669A (en) | 2018-12-18 |
| CN109024669B CN109024669B (en) | 2020-12-22 |
Family
ID=64610382
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810651790.8A Active CN109024669B (en) | 2018-06-22 | 2018-06-22 | Steel jacket box split construction pipe trench method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109024669B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695803A (en) * | 2020-12-29 | 2021-04-23 | 中交第三航务工程局有限公司 | Supporting and water-stopping construction method for pipe-jacking working well and pipe ditch on beach |
| CN113338307A (en) * | 2021-06-21 | 2021-09-03 | 中铁十二局集团有限公司 | Construction method of urban underground complex pipeline migration and transformation project based on box casing method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103924608A (en) * | 2014-04-18 | 2014-07-16 | 中交第一公路工程局有限公司 | Detachable steel cover box device with bottom |
| CN104452837A (en) * | 2015-01-05 | 2015-03-25 | 福州大学 | Method and device for testing vertical static load of pile group foundation in thick sludge stratum |
| CN106351258A (en) * | 2016-11-09 | 2017-01-25 | 苏州科技大学 | All-prefabricated split steel concrete combined utility tunnel |
| CN106801436A (en) * | 2017-01-25 | 2017-06-06 | 中冶建工集团有限公司 | A kind of construction method for overlapping assembled underground pipe gallery |
| CN107794941A (en) * | 2017-10-11 | 2018-03-13 | 中国十七冶集团有限公司 | Underground pipe gallery, pipe trench monolithic construction method |
-
2018
- 2018-06-22 CN CN201810651790.8A patent/CN109024669B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103924608A (en) * | 2014-04-18 | 2014-07-16 | 中交第一公路工程局有限公司 | Detachable steel cover box device with bottom |
| CN104452837A (en) * | 2015-01-05 | 2015-03-25 | 福州大学 | Method and device for testing vertical static load of pile group foundation in thick sludge stratum |
| CN106351258A (en) * | 2016-11-09 | 2017-01-25 | 苏州科技大学 | All-prefabricated split steel concrete combined utility tunnel |
| CN106801436A (en) * | 2017-01-25 | 2017-06-06 | 中冶建工集团有限公司 | A kind of construction method for overlapping assembled underground pipe gallery |
| CN107794941A (en) * | 2017-10-11 | 2018-03-13 | 中国十七冶集团有限公司 | Underground pipe gallery, pipe trench monolithic construction method |
Non-Patent Citations (1)
| Title |
|---|
| 马风亚: "超长造索孔施工工艺", 《山西交通科技》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695803A (en) * | 2020-12-29 | 2021-04-23 | 中交第三航务工程局有限公司 | Supporting and water-stopping construction method for pipe-jacking working well and pipe ditch on beach |
| CN113338307A (en) * | 2021-06-21 | 2021-09-03 | 中铁十二局集团有限公司 | Construction method of urban underground complex pipeline migration and transformation project based on box casing method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109024669B (en) | 2020-12-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102031784B (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN104032758B (en) | Extra-high reinforced construction method in discarded pit | |
| CN110080237A (en) | It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure | |
| CN102606162A (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN102305075A (en) | Vertical shaft construction method under unfavorable geological condition | |
| CN207777770U (en) | A kind of precast spliced pipe fitting jacking system | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN102758458B (en) | Underground continuous wall repairing method | |
| CN102505704A (en) | Large open caisson construction method in soft geological shaft | |
| CN202194148U (en) | Waterproof curtain | |
| CN113266392B (en) | Pipe jacking construction method for penetrating through existing anchor cable group | |
| CN111455977A (en) | Underground continuous wall construction method | |
| CN109706945A (en) | Come down fracture belt tunnel construction method | |
| CN110106889A (en) | A kind of deep basal pit perfusion slope protection pile adds cable bolting construction | |
| CN104480929B (en) | A kind of pile wall interaction construction method that interlocking pile is applied to permanent outer wall of basement | |
| CN108914945A (en) | A kind of deep basal pit pile for prestressed pipe, prestress anchorage cable combined supporting construction method | |
| CN206428707U (en) | A kind of integrated pile tube dado structure of pattern foundation pit supporting structure precipitation | |
| CN109024669A (en) | A kind of steel jacket box is to drawing trench methods of constructing | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN107956220A (en) | A kind of prefabricated construction method for diaphragm walls based on TRD grooving | |
| CN111236208A (en) | Underground diaphragm wall foundation pit construction method | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN110331715A (en) | A kind of construction method of underground continuous wall in urban construction | |
| CN110172977A (en) | Foundation pit support steel column grout pile top concrete prevents superfilled construction method and structure | |
| CN111560964B (en) | Construction method of rear anti-seepage system of foundation pit |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |