CN108867690A - The reverse construction of peg board barricade of big foundation pit - Google Patents
The reverse construction of peg board barricade of big foundation pit Download PDFInfo
- Publication number
- CN108867690A CN108867690A CN201811162974.4A CN201811162974A CN108867690A CN 108867690 A CN108867690 A CN 108867690A CN 201811162974 A CN201811162974 A CN 201811162974A CN 108867690 A CN108867690 A CN 108867690A
- Authority
- CN
- China
- Prior art keywords
- anchor
- concrete pile
- bored concrete
- foundation pit
- plank
- 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
- E02D29/02—Retaining or protecting walls
-
- 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
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
Landscapes
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a kind of reverse constructions of peg board barricade of big foundation pit, it includes the following steps：S1, on the ground unwrapping wire, position determine bored concrete pile position；S2 is drilled by the way of rotary digging at bored concrete pile unwrapping wire；S3 hangs in the steel reinforcement cage bound in the stake holes being drilled in S2 one by one, and casting concrete；S4, after bored concrete pile pile strength reaches 75%, form removal and according to design requirement sublevel excavation slope；S5 is drilled with anchor hole after slope excavating on bored concrete pile, and in anchor hole install anchor pole after into anchor hole slip casting and sealing off and covering anchorage；S6 sets up scaffold and is worth muscle, then the assembling reinforcement between adjacent bored concrete pile；S7, spray furnace on the reinforcing bar and bored concrete pile bound into S6, forms breast boards between adjacent bored concrete pile；S8 excavates lower single order foundation pit, then the repeatedly process in S5-S7, until excavation of foundation pit is to set depth.The reverse construction short construction period of the peg board barricade for the big foundation pit that the present invention obtains, safety coefficient is high, and template investment is small.
Description
Technical field
The present invention relates to a kind of peg board bulkhead construction techniques, and in particular to a kind of peg board barricade of big foundation pit is inversely constructed
Engineering method.
Background technique
During civil construction, excavation pit on construction ground is usually required, and set at the side slope of excavation of foundation pit
Set a plate type retaining wall（Abbreviation peg board breast boards）Excavation slope is safeguarded and is reinforced.In general, stake plate type retaining wall
It is reinforced concrete structure, is made of breast boards two parts between stake and stake.Stake part anchors into underground, and section is rectangle or circle
Earth's surface is stretched out in shape, part, and breast boards can be made prefabricated board, arch bar or Bars In Poured Concrete Slab.When construction, according to geologic prospect situation, really
Determine the construction location of retaining wall, and by line setting, drilling, lifting steel reinforcement cage, concreting, binding retaining wall reinforcing bar,
Production template pours the processes such as retaining wall formation peg board retaining wall.Above-mentioned operation is that peg board earth-retaining is arranged again after excavation of foundation pit
Plate, during excavation pit, it is easy to form the danger such as landslide.Meanwhile when pouring bored concrete pile and retaining wall, bored concrete pile
Need to customize steel form, template cost is high, is not easy to lift, and breast boards is also required to set up a large amount of templates for slurry molding, time-consuming
Arduously, and template demand is big.For these reasons, applicant is considered as multilayer excavation, and successively pours to form breast boards
Mode reduce landslide risk, that reduces scaffold sets up difficulty and quantity, meanwhile, the template of bored concrete pile is improved, using multilayer
Plank sheathing replaces existing steel form, and forms breast boards by the way of whitewashing, to reduce the cost of template and set up quantity,
It shortens the construction period.
Summary of the invention
In view of the above shortcomings of the prior art, the technical problem to be solved by the present invention is to：How a kind of construction week is provided
Phase is short, and safety coefficient is high, and template puts into a kind of reverse construction of peg board barricade of small big foundation pit.
In order to solve the above-mentioned technical problem, present invention employs the following technical solutions：
A kind of reverse construction of peg board barricade of big foundation pit, which is characterized in that it includes the following steps：Report is surveyed in S1, base area
Accuse draw peg board breast boards design drawing, and according to the design position of bored concrete pile in design drawing on the ground unwrapping wire, positioning；S2,
It is drilled by the way of rotary digging at bored concrete pile unwrapping wire, it is desirable that drilling depth is greater than foundation pit set depth 19-33m；S3 will be bound
Good steel reinforcement cage is hung in one by one in the stake holes being drilled in S2, and the installation template after-pouring concrete on steel reinforcement cage；S4, wait be perfused
After stake body intensity reaches 75%, form removal and according to design requirement sublevel excavation slope；S5 is being filled after slope excavating
Note stake on be drilled with anchor hole, and in anchor hole install anchor pole after into anchor hole slip casting and sealing off and covering anchorage, bored concrete pile is anchored in side slope；
S6 sets up scaffold by the side slope that S4 is excavated, and removes and be worth muscle by bored concrete pile after soil rock between stake, then in adjacent filling
Infuse assembling reinforcement between stake；S7, spray furnace on the reinforcing bar and bored concrete pile bound into S6 form gear between adjacent bored concrete pile
Native plate；S8 excavates lower single order foundation pit, then the repeatedly process in S5-S7, until excavation of foundation pit is to set depth.In this way, using
It when above-mentioned engineering method excavation pit, gradually excavates, and before excavation, foundation pit edge is carried out from the top down using bored concrete pile
It is firm, meanwhile, it is excavated using sublevel, sublevel makes the technique of breast boards, and anchor pole is arranged on bored concrete pile and carries out to bored concrete pile
Anchoring is not in the danger such as landslide, improves out so that side slope position is protected and fixed in digging process
Dig the safety coefficient of foundation pit.In addition, each rank breast boards be it is molding by way of spray furnace, solve mounted split pattern plus
Gu the problems such as difficulty is big, costly, at high cost, the period is long, at the same reduce template, scaffold reinforce investment, saved at
This, shortens the construction period.
It further,, need to be in steel reinforcement cage, at anchor hole setting before template installation after the steel reinforcement cage binding of each bored concrete pile
A steel pipe is welded and fixed, and a plank is fixedly mounted on steel reinforcement cage, outside steel pipe, the plank and steel reinforcement cage are tangent, and by steel pipe
Mouth blocks completely；Before being drilled with anchor hole on bored concrete pile, pre-buried plank is found with the method for tapping and estimating, and dig along plank boundary
Fall concrete above plank, plank is thoroughly exposed, plank exposed locations are anchor hole setting position.In this way, being drilled with
When anchor hole, due to being embedded with plank, so as to accurately find the bore position of anchor hole, simultaneously as at pre-buried plank, anchor
Hole correspondence is preset with a steel pipe, to will not cut off the Reinforcement and stirrup of pile body in boring procedure.Meanwhile plank can
It is cut into using discarded template, not will increase construction cost, and increase the present apparatus not influencing the down tube and tube drawing of Grouting Pipe.
Further, in S3, the template on each steel reinforcement cage is equipped with two layers, the respectively thin matter plank sheathing of internal layer and outer layer wood
Template, the outer layer plank sheathing are equipped at intervals with multiple along the setting of its short transverse with a thickness of 12-18mm at the outer layer plank sheathing back side
Vertical groove, outer layer plank sheathing can external force pull it is lower bending it is arc-shaped or round.In this way, being used for using two layers of plank sheathing
Pile crown molding is not only able to increase the thickness of template, increases its intensity, meanwhile, after two layers of plank sheathing, outer layer plank sheathing
It will not directly be connect with concrete, thus, after demoulding, concrete will not be stained on outer layer plank sheathing, can repeatedly have enough to meet the need makes
With.It will not result in waste of resources, reduce the loss of timber, so that construction is more environmentally-friendly.The outer layer plank sheathing made of timber,
For steel form, cost is lower.Simultaneously as multiple vertical grooves are offered on plank sheathing, so that groove
The thickness for locating plank sheathing reduces, and can be bent under the effect of external force, in turn, enable plank sheathing curved under external force
Song, and it is arc-shaped or round, certainly, the size of used strength when being pulled according to operator, required for being bent into
Radian, so that the radian of template is consistent with the radian of pile crown, universal performance is higher.In addition, template can return to after discharging external force
Original state is in tabular, has enough to meet the need and carry more convenient.
Further, the left side and right side of outer layer plank sheathing are inclined-plane, and outer layer plank sheathing is under external force
It is bent rounded rear left side and right side is close to.In this way, vertical groove setting is uniformly, and spacing is suitable for, to make operator
Template can be pulled using lesser power, and consistency of thickness at template corresponding to each vertical groove, suffered external force also one
It causes, is more easier to be bent.
Further, in S5, anchor pole is placed in each anchor hole, the anchor pole is made of more anchor cables, adjacent anchor cable it
Between every 1500mm spot welding, be respectively and fixedly provided at least two Steel bar racks, the reinforcing bar close to one end of bored concrete pile in every anchor pole
Bracket is in zigzag shape.In this way, on anchor pole after fixed steel bars bracket, it will be able to ensure that anchor pole is in the center of anchor hole always,
It is more stable from without deviating, and firm effect is more preferable.After anchor pole is made of more anchor cables, intensity is higher, tension
Power is stronger.
Further, the slip casting of anchor hole is divided into twice, slip casting mainly is carried out to anchoring section for the first time, when anchoring section slip casting
Body intensity, which reaches after the 100% of design strength, anchor pier concrete crushing strength reaches 30MPa, to be needed to carry out tensioning to anchor pole, then again
Slip casting is carried out to the free segment of anchor pole；Before to anchor hole secondary grouting, an anchor plate, the anchor pad need to be set in anchor head position
Plate by outer backing plate, interior backing plate and be fixedly mounted delta-ring board group between outer backing plate and interior backing plate at, the outer backing plate its
Middle side is fixedly connected with the side of interior backing plate, and the opposite side of outer backing plate affixed side is inclined outwardly setting and sets perpendicular to anchor pole
It sets, is equipped with the through-hole passed through for anchor pole on outer backing plate and interior backing plate；A steel mesh is further fixed on outside anchor plate, at anchor head
Cover.In this way, the outer backing plate in institute's anchor plate is oblique, structure is more firm, meanwhile, traditional plain plate is compared, it is above-mentioned
Anchor plate can reduce backing plate and beat picking for pile concrete, so that the concrete cover of bored concrete pile is not damaged, guarantee to finish
Effective service life of structure.And to the mode of anchor hole slip casting twice, it can be ensured that mortar is closely knit in anchor hole, more with bored concrete pile anchoring
For stabilization.
Further, before spray furnace, tapping pipe and expansion joint need to be set on the reinforcing bar that S6 is bound, specifically,
Tapping pipe is made of Φ 100PVC pipe, and everywhere tapping pipe is in plum blossom-shaped arrangement, and leans outward 5%, tapping pipe at adjacent two
Between spacing 3000；Expansion joint is arranged along breast boards short transverse, and the spacing between adjacent expansion seam is not more than 15 ~ 20m, each
A expansion joint slit width is at least 30mm, embedding polystyrene foam plate in seam.In this way, can prevent slope surface from seeping after setting tapping pipe
Water influences spray anchor quality and retaining wall is stablized.And it can be when breast boards encounters extreme weather at expansion joint set on breast boards
Flexible gap is provided, prevents breast boards from cracking.
Further, before pouring anchor head concrete, anchor head mold, the anchor head mold packet need to be made according to the radian of bored concrete pile
The side form composition for including bed die and being fixed on bed die, wherein side is arc-shaped for the bed die, the radian of the side radian and bored concrete pile
Unanimously, it can be fitted on bored concrete pile completely, the side form is equipped with three pieces, bottom and three outside bed die arc-shaped side of three pieces of side forms
While being fixedly connected, and it is in U-shape after surrounding；Before sealing off and covering anchorage, need on bored concrete pile, anchor head lower position hammer into support anchor head mold branch
Reinforcing bar and fixed steel bars are supportted, then the anchor head mold made is placed on spacer bar, and with fixed steel bars clamping fixed,
It is inserted into timber wedge between anchor head mold and fixed steel bars simultaneously, finally pours anchor head concrete into anchor head mold again, and mixed
Solidifying soil final set, removes anchor head mold after anchor head molding.In this way, using anchor head mold made by aforesaid way in casting concrete
Afterwards, anchor head Forming Quality is good, good appearance.After anchor head concreting molding, anchor head mold can be removed in anchor head next time
It is continued to use in construction, worker is not necessarily to supporting again.All molding anchor head size shapes are consistent, and whole uniformity is good；Generally
In the case of the anchor head high number of prestressing force peg board breast boards can be saved the construction time after the anchor head mold, while it is big
It is big to reduce construction cost.
Further, gunite concrete operation segmentation, fragment successively carry out, and injection order from bottom to top, is divided into secondary work
Industry construction receipts face finished product；After gunite concrete final set 2h, wet curing is answered, curing time is determined according to temperature, preferably 3 ~ 7d.This
Sample can avoid after segmentation, fragment and secondary operationReboundMaterial covers non-spray plane.And after wet curing, the molding of breast boards
Better quality.
Compared with prior art, the reverse construction of peg board barricade for the big foundation pit that the present invention obtains has the following advantages that：
1, before excavating, preliminary supporting has been made to the willing hole side slope to be excavated using bored concrete pile, meanwhile, when excavation, using sublevel
It excavates, the technique side slope position of sublevel production breast boards is protected and fixed, and is not in the danger such as landslide, improves
The safety coefficient of excavation pit.
2, each rank breast boards is molding by way of spray furnace, and the reinforcing difficulty for solving mounted split pattern is big, expense
With it is high, at high cost, the period is long the problems such as, while reduce template, scaffold reinforce investment, saved cost, shortened and apply
The work duration.
3, multiple vertical grooves are equipped at intervals on pile crown plank sheathing, so that pile crown plank sheathing can be arbitrarily bent in circle
Arc or circle, enable adaptation to the template system installation requirement of any radian, arbitrary diameter pile crown, and versatility is high.Together
When, pile crown plank sheathing is made using timber, low manufacture cost, and intensity is high, and preceding with installation after removal is in tabular,
It transports very convenient.
Detailed description of the invention
Fig. 1 is the section reinforcement structure schematic diagram of bored concrete pile and breast boards in embodiment；
Fig. 2 is the mounting structure schematic diagram of anchor pole and anchor head in embodiment；
Fig. 3 is the template mounting structure schematic diagram of bored concrete pile in embodiment；
Fig. 4 is outer layer plank sheathing structural schematic diagram after bending in embodiment；
Fig. 5 is the mounting structure schematic diagram of pre-buried plank in embodiment；
Fig. 6 is the structural schematic diagram of anchor head template in embodiment.
In figure：It is the thin matter plank sheathing 16 of bored concrete pile 1, steel reinforcement cage 11, anchor hole 12, anchor pole 13, steel pipe 14, plank 15, internal layer, outer
Layer plank sheathing 17, vertical groove 18, anchor plate 2, outer backing plate 21, triangle backing plate 22, interior backing plate 23, reinforcing steel net cover 3, tapping pipe 4,
Expansion joint 5, polystyrene foam plate 6, anchor head mold 7.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples.
Embodiment：
As shown in figs 1 to 6, the reverse construction of peg board barricade of big foundation pit provided in this embodiment, it includes the following steps：
The design drawing that peg board breast boards is drawn in report is surveyed in S1, base area, and on the ground according to the design position of bored concrete pile 1 in design drawing
Unwrapping wire, positioning；S2 is drilled by the way of rotary digging at 1 unwrapping wire of bored concrete pile, it is desirable that drilling depth is greater than foundation pit set depth
19-33m；S3 hangs in the steel reinforcement cage 11 bound in the stake holes being drilled in S2 one by one, and on steel reinforcement cage 11 after installation template
Casting concrete；S4, after 1 pile strength of bored concrete pile reaches 75%, form removal and according to design requirement sublevel excavation slope；
S5 is drilled with anchor hole 12 after slope excavating on bored concrete pile 1, and the slip casting into anchor hole 12 after installation anchor pole 13 in anchor hole 12
And sealing off and covering anchorage, bored concrete pile is anchored in side slope；S6 sets up scaffold by the side slope that S4 is excavated, and removes soil rock between stake
It is worth muscle by bored concrete pile afterwards, then the assembling reinforcement between adjacent bored concrete pile 1；S7, on the reinforcing bar bound into S6 and bored concrete pile 1
Spray furnace forms breast boards between adjacent bored concrete pile 1；S8 excavates lower single order foundation pit, then the repeatedly process in S5-S7,
Up to excavation of foundation pit to set depth.It should be noted that the interim drain dyke of stake top need to be arranged, opening before excavating stake top
After digging bottom foundation pit, bottom discharge ditch should be set in foundation pit；Adjacent 12 horizontal direction pitch-row error of anchor hole should not exceed
20mm, vertical direction pitch-row error should not exceed 20mm.
As shown in figure 5, after the steel reinforcement cage 11 of each bored concrete pile 1 is bound, it, need to be in steel reinforcement cage 11, anchor hole before template installation
A steel pipe 14 is welded and fixed at 12 settings, and a plank 15, the plank and reinforcing bar are fixedly mounted on steel reinforcement cage 11, outside steel pipe 14
Cage 11 is tangent, and the length and width of plank 15 are equal with the setting diameter of anchor hole 12, and steel pipe opening is blocked completely；It is bored on bored concrete pile 1
If before anchor hole 12, finding pre-buried plank 15 with the method for tapping and estimating, and chisel out along 15 boundary of plank and mix above plank 15
Solidifying soil, plank 15 is thoroughly exposed, 15 exposed locations of plank are 12 setting position of anchor hole.
In S3, the template on each steel reinforcement cage 11 is equipped with two layers, the respectively thin matter plank sheathing 16 of internal layer and outer layer plank sheathing
17, the outer layer plank sheathing 17 is equipped at intervals at 17 back side of outer layer plank sheathing and multiple is set along its short transverse with a thickness of 12 ~ 18mm
The vertical groove 18 set, it is in arc that outer layer plank sheathing 17, which can be axle center bending with any one vertical groove 18 in the case where external force is pulled,
Shape or circle（As shown in Figure 3, Figure 4）.
As shown in figure 4, in order to ensure 17 junction of outer layer plank sheathing is smooth enough, the left side and the right side of outer layer plank sheathing 17
End face is inclined-plane, and outer layer plank sheathing 17 is bent rounded rear left side under external force and right side is close to.
In S5, anchor pole 13 is placed in each anchor hole 12, the anchor pole 13 is made of more anchor cables, every between adjacent anchor cable
Every 1500mm spot welding, at least two Steel bar racks, the reinforcement bar support are respectively and fixedly provided with close to one end of bored concrete pile 1 in every anchor pole 13
Frame is in zigzag shape.
The slip casting of anchor hole 12 is divided into twice, slip casting mainly is carried out to the anchoring section of anchor pole 13 for the first time, when anchoring section is infused
Slurry intensity, which reaches after the 100% of design strength, anchor pier concrete crushing strength reaches 30MPa, to be needed to carry out tensioning to anchor pole 13, so
Slip casting is carried out to the free segment of anchor pole 13 again afterwards；Before to 12 secondary grouting of anchor hole, an anchor plate need to be set in anchor head position
2, the anchor plate 2 is by outer backing plate 21, interior backing plate 23 and the triangle backing plate being fixedly mounted between outer backing plate 21 and interior backing plate 23
22 compositions, the wherein side of the outer backing plate 21 is fixedly connected with the side of interior backing plate 23, and 21 affixed side of outer backing plate is opposite
Lateral outer incline setting is arranged perpendicular to anchor pole 13, is equipped with the through-hole passed through for anchor pole on outer backing plate 21 and interior backing plate 23；
A reinforcing steel net cover 3 is further fixed on outside anchor plate 2, at anchor head.Before concreting, it is necessary to remove around aperture and building sides
On rubble, soil etc., then assembling reinforcement, formwork erection, and install longitudinal rib, positioning pipe and fixed anchor plate 2 simultaneously.Anchor plate
2, which can be used as anchor pier end face template, is fixed on positioning tube end, and vertical with positioning pipe axis.
Anchor pole 13 is being placed, before 11 slip casting of anchor hole, preservative treatment should carried out to anchor pole 13, be made with preventing anchor pole 13 for a long time
It is corroded after, influences the stability of bored concrete pile 1.Specifically, free section anti-corrosion is in the following way：Every steel strand wires
Lubricating oil or anti-decaying paint first are applied on 13 surface of anchor pole after derusting, oil removing, then wraps up pitch glass-fiber-fabric, then applies profit on glass-fiber-fabric
Lubricating oil or anti-decaying paint, and glass-fiber-fabric is wrapped up, it forms two and applies two cloth, be finally fitted into plastic bushing, and make to be full of in plastic bushing
Grease ultimately forms double layer anticorrosive；Free segment preferably selects jointless casing, in the presence of having connector, the joint lap of splice
It should be greater than 50mm, the sealing of blend compounds band；The anchoring section anti-corrosion of anchor pole 13 anti-corrosion in the following way：After steel strand wires derusting, oil removing,
Using cement mortar anti-corrosion, in construction anchor pole should be located in the middle part of anchor hole, it is desirable that cement mortar protective course thickness is not around the body of rod
Less than 35mm.
Before spray furnace, tapping pipe 4 and expansion joint 5 need to be set on the reinforcing bar that S6 is bound, specifically, tapping pipe 4
It is made of Φ 100PVC pipe, everywhere tapping pipe 4 is arranged in plum blossom-shaped, and leans outward 5%, at adjacent two between tapping pipe 4
Spacing 3000mm, with most descending drain water pitch-row 300mm；Expansion joint is arranged along breast boards short transverse, between adjacent expansion seam
Spacing is not more than 15 ~ 20m, each 5 slit width of expansion joint is at least 30mm, embedding polystyrene foam plate 6 in seam.In addition, in order to
It prevents tapping pipe 4 from stopping state occur, is filled with rubble loaded filter towards slight slope side in every tapping pipe 4, meanwhile, in order to
The water erosion breast boards flowed out out of tapping pipe 4 is prevented, in minimum 4 lower part of tapping pipe, rammer is filled to few 300 thick clay water barriers.
When Specific construction, the basis of anchor rib should set the depth of the complete middle decayed rock of insertion not less than 600mm, the buried depth of breast boards>
150mm.Breast boards substrate supporting course requires detailed construction drawing, and base stress asks coarse.Land drainage should be performed before bulkhead construction
It keeps foundation pit dry, should be backfilling and compacted in time after foundation construction is complete in order to avoid ponding softening basis, gravity type breast boards wall and wall
Back bankets and should intersect progress, in case wall is vacantly broken.Substrate when 1/5, should be pressed 1 suddenly by embankment area foundation slope：2（Gao Kuan
Than）Stairstepping is scraped out, rank is wide to be not less than 1 meter；The adverse grade gradient 1：0.1.
As shown in fig. 6, before pouring anchor head concrete anchor head mold 7, the anchor head mould need to be made according to the radian of bored concrete pile 1
Tool 7 includes that bed die 71 and the side form 72 that is fixed on bed die form, and wherein side is arc-shaped for the bed die 71, the side radian with
The radian of bored concrete pile 1 is consistent, can be fitted in completely on bored concrete pile 1, and the side form 72 is equipped with three pieces, the bottom of three pieces of side forms 72
It is fixedly connected with three sides outside 71 arc-shaped side of bed die, and is in U-shape after surrounding；It, need to be on bored concrete pile 1, orientation under anchor head before sealing off and covering anchorage
The spacer bar and fixed steel bars for hammering into support anchor head mold 7 are set, the anchor head mold 7 made then is placed on spacer bar
On, and with fixed steel bars clamping fixed, while timber wedge is inserted between anchor head mold 7 and fixed steel bars, finally again to anchor head mould
Anchor head concrete is poured in tool 7, and removes anchor head mold 7 after concrete final set, anchor head molding.
Gunite concrete operation segmentation, fragment successively carry out, injection order from bottom to top, to avoidReboundMaterial covering is not sprayed
Face is divided into secondary operation construction receipts face finished product；After gunite concrete final set 2h, wet curing is answered, curing time is true according to temperature
It is fixed, preferably 3 ~ 7d.
Finally, it should be noted that technical side the above examples are only used to illustrate the technical scheme of the present invention and are not limiting
Case, although applicant describes the invention in detail referring to preferred embodiment, those skilled in the art should be managed
Solution, modification or equivalent replacement of the technical solution of the present invention are made for those, without departing from the objective and range of the technical program,
It is intended to be within the scope of the claims of the invention.
Claims (9)
1. a kind of reverse construction of peg board barricade of big foundation pit, which is characterized in that it includes the following steps：S1, base area are surveyed
The design drawing of peg board breast boards is drawn in report, and according to bored concrete pile in design drawing（1）Design position unwrapping wire, fixed on the ground
Position；S2, in bored concrete pile（1）It is drilled by the way of rotary digging at unwrapping wire, it is desirable that drilling depth is greater than foundation pit set depth 19-33m；
S3, the steel reinforcement cage that will have been bound（11）It is hung in the stake holes being drilled in S2 one by one, and in steel reinforcement cage（11）It is poured after upper installation template
Build concrete；S4, to bored concrete pile（1）After pile strength reaches 75%, form removal and according to design requirement sublevel excavation slope；
S5, after slope excavating, in bored concrete pile（1）On be drilled with anchor hole（12）, and in anchor hole（12）Interior installation anchor pole（13）Backward anchor hole
（12）Interior slip casting and sealing off and covering anchorage, by bored concrete pile（1）It is anchored in side slope；S6 sets up scaffold by the side slope that S4 is excavated, and removes
It is worth muscle by bored concrete pile after soil rock between stake, then in adjacent bored concrete pile（1）Between assembling reinforcement；S7 is bound into S6
Reinforcing bar and bored concrete pile（1）Upper spray furnace, in adjacent bored concrete pile（1）Between form breast boards；S8 excavates lower single order foundation pit, so
The process in S5-S7 is repeated afterwards, up to excavation of foundation pit to set depth.
2. the reverse construction of peg board barricade of big foundation pit according to claim 1, which is characterized in that each bored concrete pile
（1）Steel reinforcement cage（11）It, need to be in steel reinforcement cage before template installation after binding（11）Interior, anchor hole（12）A steel is welded and fixed at setting
Pipe（14）, and in steel reinforcement cage（11）Upper, steel pipe（14）One plank of outer fixed installation（15）, the plank and steel reinforcement cage（11）It is tangent,
And plank（15）Steel pipe opening is blocked completely；In bored concrete pile（1）On be drilled with anchor hole（12）Before, it is found with the method for tapping and estimating
Pre-buried plank（15）, and along plank（15）Boundary chisels out plank（15）Top concrete, by plank（15）Thoroughly expose,
Plank（15）Exposed locations are anchor hole（12）Setting position.
3. the reverse construction of peg board barricade of big foundation pit according to claim 1, which is characterized in that in S3, Mei Gegang
Muscle cage（11）On template be equipped with two layers, the respectively thin matter plank sheathing of internal layer（16）With outer layer plank sheathing（17）, the outer layer wood
Template（17）With a thickness of（12-18mm）, in outer layer plank sheathing（17）The back side is equipped at intervals with multiple along the perpendicular of its short transverse setting
To groove（18）, outer layer plank sheathing（17）It is arc-shaped or round lower bending can be pulled in external force.
4. the reverse construction of peg board barricade of big foundation pit according to claim 3, which is characterized in that outer layer plank sheathing
（17）Left side and right side be inclined-plane, and outer layer plank sheathing（17）Be bent under external force it is rounded after left side and
It is close to right side.
5. the reverse construction of peg board barricade of big foundation pit according to claim 1 or 2, which is characterized in that in S5, each
Anchor hole（12）Inside it is placed with anchor pole（13）, the anchor pole（13）It is made of more anchor cables, every 1500mm point between adjacent anchor cable
Weldering, in every anchor pole（13）Close to bored concrete pile（1）One end be respectively and fixedly provided at least two Steel bar racks, the Steel bar rack is in several
Font.
6. the reverse construction of peg board barricade of big foundation pit according to claim 5, which is characterized in that anchor hole（12）'s
Slip casting is divided into twice, for the first time mainly to anchor pole（13）Anchoring section carry out slip casting, when anchoring section injecting cement paste intensity reaches design
Intensity 100%, anchor pier concrete crushing strength needs after reaching 30MPa to anchor pole（13）Tensioning is carried out, then again to anchor pole（13）
Free segment carry out slip casting；To anchor hole（12）Before secondary grouting, an anchor plate need to be set in anchor head position（2）, the anchor
Backing plate（2）By outer backing plate（21）, interior backing plate（23）With fixed installation in outer backing plate（21）With interior backing plate（23）Between delta-ring
Plate（22）Composition, the outer backing plate（21）Wherein side and interior backing plate（23）Side be fixedly connected, and outer backing plate（21）Gu
The opposite side for determining side is inclined outwardly setting and perpendicular to anchor pole（13）Setting, in outer backing plate（21）With interior backing plate（23）On be equipped with
The through-hole passed through for anchor pole；In anchor plate（2）Outside, a reinforcing steel net cover is further fixed at anchor head（3）.
7. the reverse construction of peg board barricade of big foundation pit according to claim 3, which is characterized in that in spray furnace
Before, tapping pipe need to be set on the reinforcing bar that S6 is bound（4）The expansion joint and（5）, specifically, tapping pipe（4）Using Φ 100PVC
Pipe production, everywhere tapping pipe（4）It is arranged in plum blossom-shaped, and leans outward 5%, tapping pipe at adjacent two（4）Between spacing
3000；Expansion joint is arranged along breast boards short transverse, and the spacing between adjacent expansion seam is not more than 15 ~ 20m, each expansion joint
（5）Slit width is at least 30mm, embedding polystyrene foam plate in seam（6）.
8. the reverse construction of peg board barricade of big foundation pit according to claim 3, which is characterized in that pour anchor head coagulation
It, need to be according to bored concrete pile before soil（1）Radian make anchor head mold（7）, the anchor head mold（7）Including bed die and it is fixed on bed die
On side form composition, wherein side is arc-shaped for the bed die, and the side radian is consistent with the radian of bored concrete pile, can be fitted in completely
On bored concrete pile, the side form is equipped with three pieces, and the bottom of three pieces of side forms is fixedly connected with three sides outside bed die arc-shaped side, and after surrounding
It is in U-shape；It, need to be in bored concrete pile before sealing off and covering anchorage（1）Upper, anchor head lower position hammers into the spacer bar and fixed steel of support anchor head mold
Then the anchor head mold made is placed on spacer bar by muscle, and with fixed steel bars clamping fixed, while in anchor head mold
Be inserted into timber wedge between fixed steel bars, finally pour anchor head concrete into anchor head mold again, and in concrete final set, anchor head at
Anchor head mold is removed after type.
9. the reverse construction of peg board barricade of big foundation pit according to claim 3, which is characterized in that gunite concrete is made
Industry segmentation, fragment successively carry out, injection order from bottom to top, to avoidReboundMaterial covers non-spray plane, is divided into secondary operation construction
Receipts face finished product；After gunite concrete final set 2h, wet curing is answered, curing time is determined according to temperature, preferably 3 ~ 7d.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811162974.4A CN108867690B (en) | 2018-09-30 | 2018-09-30 | Reverse construction method for pile plate retaining wall of large foundation pit |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811162974.4A CN108867690B (en) | 2018-09-30 | 2018-09-30 | Reverse construction method for pile plate retaining wall of large foundation pit |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108867690A true CN108867690A (en) | 2018-11-23 |
| CN108867690B CN108867690B (en) | 2020-07-24 |
Family
ID=64324933
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811162974.4A Active CN108867690B (en) | 2018-09-30 | 2018-09-30 | Reverse construction method for pile plate retaining wall of large foundation pit |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108867690B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080775A (en) * | 2019-04-30 | 2019-08-02 | 中交第三航务工程局有限公司宁波分公司 | Complex environment digs a well basic microvariations excavation method |
| CN111593809A (en) * | 2020-04-09 | 2020-08-28 | 中国水利水电第十四工程局有限公司 | Convenient preformed hole forming template |
| CN113653084A (en) * | 2021-08-10 | 2021-11-16 | 北京市市政一建设工程有限责任公司 | Cast-in-situ bored pile water stopping structure and cast-in-situ bored pile construction method |
| CN115404908A (en) * | 2022-10-10 | 2022-11-29 | 中铁二十二局集团第五工程有限公司 | Construction method of retaining wall between side slope upright piles |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203307824U (en) * | 2013-06-14 | 2013-11-27 | 李琳 | Supporting structure of high-rise building foundation pit |
| CN204959767U (en) * | 2015-09-10 | 2016-01-13 | 沈阳铁道勘察设计院有限公司 | Novel suspended net shotcrete structure between stake |
| CN106498950A (en) * | 2016-12-21 | 2017-03-15 | 大连交通大学 | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body |
| CN107761744A (en) * | 2017-11-30 | 2018-03-06 | 华东建筑设计研究院有限公司 | A kind of continuous protective construction of bored concrete pile inter-pile soil |
-
2018
- 2018-09-30 CN CN201811162974.4A patent/CN108867690B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN203307824U (en) * | 2013-06-14 | 2013-11-27 | 李琳 | Supporting structure of high-rise building foundation pit |
| CN204959767U (en) * | 2015-09-10 | 2016-01-13 | 沈阳铁道勘察设计院有限公司 | Novel suspended net shotcrete structure between stake |
| CN106498950A (en) * | 2016-12-21 | 2017-03-15 | 大连交通大学 | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body |
| CN107761744A (en) * | 2017-11-30 | 2018-03-06 | 华东建筑设计研究院有限公司 | A kind of continuous protective construction of bored concrete pile inter-pile soil |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110080775A (en) * | 2019-04-30 | 2019-08-02 | 中交第三航务工程局有限公司宁波分公司 | Complex environment digs a well basic microvariations excavation method |
| CN111593809A (en) * | 2020-04-09 | 2020-08-28 | 中国水利水电第十四工程局有限公司 | Convenient preformed hole forming template |
| CN113653084A (en) * | 2021-08-10 | 2021-11-16 | 北京市市政一建设工程有限责任公司 | Cast-in-situ bored pile water stopping structure and cast-in-situ bored pile construction method |
| CN115404908A (en) * | 2022-10-10 | 2022-11-29 | 中铁二十二局集团第五工程有限公司 | Construction method of retaining wall between side slope upright piles |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108867690B (en) | 2020-07-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108166397B (en) | Railway Frame Bridge construction method | |
| CN108867690A (en) | The reverse construction of peg board barricade of big foundation pit | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| CN103603369B (en) | Construction method of anchor pile counterfort retaining wall | |
| CN211038657U (en) | Cover encircles based deeply buries loess tunnel deformation control construction structures | |
| CN110656959B (en) | Large-section loess tunnel primary support limit-invasion arch-changing construction method | |
| CN111577334B (en) | Operating tunnel inverted arch repairing method | |
| CN109611102A (en) | Construction of the flyover method is worn under a kind of cold excavation | |
| CN106498950A (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system and its implementation of pile body | |
| CN111119128B (en) | Danger-removing, reinforcing and seepage-proofing method for natural rock-fill dam of barrier lake | |
| CN106320120A (en) | Construction process for pile slab type non-soil roadbed highway | |
| CN105275097A (en) | A post-cast strip water-stop steel plate and demolition-free template net installing method | |
| CN104631440A (en) | Stiffening core lengthening foundation pit support structure for existing large-diameter bored concrete pile and construction method | |
| CN108612110A (en) | A kind of Deep Foundation Pit of Metro Stations combined type construction method for supporting | |
| CN105002927A (en) | Construction method for excavation slope retaining wall reversed filter layer | |
| CN112982431A (en) | Construction method of foundation pit supporting structure | |
| CN206408630U (en) | Anchor head is placed in the Pile-Anchor Supporting for Deep Excavation system of pile body | |
| CN107326898A (en) | A kind of cement soil wall interpolation rigidity can adjust drum prefabricated pile supporting construction and its construction method | |
| CN104963348B (en) | Soft soil area tower crane foundation construction supporting structure and construction method thereof | |
| CN112081118A (en) | Pile-anchor supporting foundation pit deepening reinforcing and supporting structure and construction method thereof | |
| CN112921727A (en) | High and steep slope road widening construction method | |
| CN108729466B (en) | Large formwork supporting method for constructing anchor-free concrete retaining wall | |
| CN110671132A (en) | Deformation control construction structure and method for deep-buried loess tunnel based on arch sheathing | |
| CN114197504A (en) | Comprehensive treatment construction method for unstable side slope | |
| JPS6354093B2 (en) |
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 |