CN107700474A - A kind of existing construction foundation reinforcement means and campshed formula diaphram wall - Google Patents
A kind of existing construction foundation reinforcement means and campshed formula diaphram wall Download PDFInfo
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- CN107700474A CN107700474A CN201711023006.0A CN201711023006A CN107700474A CN 107700474 A CN107700474 A CN 107700474A CN 201711023006 A CN201711023006 A CN 201711023006A CN 107700474 A CN107700474 A CN 107700474A
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- 238000010276 construction Methods 0.000 title claims abstract description 33
- 230000002787 reinforcement Effects 0.000 title claims abstract description 15
- 239000004567 concrete Substances 0.000 claims abstract description 40
- 238000009412 basement excavation Methods 0.000 claims abstract description 25
- 238000012545 processing Methods 0.000 claims abstract description 16
- 239000011378 shotcrete Substances 0.000 claims abstract description 12
- 210000003205 muscle Anatomy 0.000 claims abstract description 10
- 239000007921 spray Substances 0.000 claims abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 33
- 239000010959 steel Substances 0.000 claims description 33
- 239000002689 soil Substances 0.000 claims description 19
- 238000013461 design Methods 0.000 claims description 14
- 239000003822 epoxy resin Substances 0.000 claims description 5
- 239000004570 mortar (masonry) Substances 0.000 claims description 5
- 229920000647 polyepoxide Polymers 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 abstract description 2
- 238000007906 compression Methods 0.000 abstract description 2
- 239000011150 reinforced concrete Substances 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 17
- 238000000034 method Methods 0.000 description 13
- 239000000758 substrate Substances 0.000 description 11
- 230000011218 segmentation Effects 0.000 description 6
- 238000005520 cutting process Methods 0.000 description 5
- 238000009424 underpinning Methods 0.000 description 5
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 230000008595 infiltration Effects 0.000 description 3
- 238000001764 infiltration Methods 0.000 description 3
- 238000001746 injection moulding Methods 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000005070 sampling Methods 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 238000005728 strengthening Methods 0.000 description 3
- 239000002344 surface layer Substances 0.000 description 3
- 239000011449 brick Substances 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- TVEXGJYMHHTVKP-UHFFFAOYSA-N 6-oxabicyclo[3.2.1]oct-3-en-7-one Chemical compound C1C2C(=O)OC1C=CC2 TVEXGJYMHHTVKP-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000002512 chemotherapy Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002789 length control Methods 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Abstract
The invention discloses a kind of existing construction foundation reinforcement means and campshed formula diaphram wall：Determine the quantity of bearing pile and support pile；Excavate base tunnel, operation hole；Bearing pile is installed；Alternation excavation base tunnel and the construction for carrying out all bearing piles, until all carrying pile driving constructions finish；Using the processing means same with processing bearing pile, support pile is pressed into successively；Successively excavation pit；Using manually being repaired to foundation pit walls；In bearing pile and support pile flank hole bar planting；Crater wall linked network；Arrange drainpipe；Gunite concrete on to foundation pit walls net muscle；Sprinkle water and conserve in spray plane；Form campshed formula continuous underground wall structure.The present invention in the existing building bottom of foundation by way of being pushed down into precast reinforced concrete piles, each serve as the support action of side slope after reinforcement and the excavation of foundation pit to original basis, the effective compensation bearing capacity of basic weakened part, eccentricity of foundation compression is avoided, improve the stability of structure.
Description
Technical field
The invention belongs to strengthening of foundation during existing building enlarging and multiple material handling method of deep foundation pit field, and in particular to one kind was both
There are building lot reinforcement means and campshed formula diaphram wall.
Background technology
At present, in China also there is a large amount of tier buildings, these buildings are built in the eighties in last century or former mostly, main
Will be based on brick mix structure and frame structure.In recent years, with the fast development of economic construction of China, the structure of inhering architecture
Arrangement can not meet the new requirement using function.Existing building is changed, extended, increase usable floor area is passed through in engineering
Be commonly encountered, how to be handled between new and old basis be ensure that can existing building and newly-built part cooperate it is important in
Hold.
Based process when being extended for existing building, conventional way have two kinds：The first is Extended chemotherapy section
Method, i.e., by newly-laid concrete basis after the bar planting in original basis, new and old basis is connected.The shortcomings that method is：It is 1. new
It is to be rigidly connected to be formed between old basis overall, because the sedimentation of enlargement ground can cause the cracking of mass-type foundation, so as to
Cause cracking or the inclination of original building structure.The load on the basis of 2. enlargement structure and original structure act on belongs to partially
Heart load, causes eccentricity of foundation to be pressurized, and basic easily produce is ftractureed.3. the foundation elevation of enlargement and original building is necessary
Unanimously, the flexibility of enlargement underground structure arrangement is limited.Second method is to both using pile foundation or other modes
There is structure foundation to carry out preventative process, pile foundation is arranged on the outside of original basis, need to take more space, makes new and old basis
It is difficult to close, superstructure processing becomes difficult, meanwhile, the old basis of weakening can not obtain reinforcement.
The content of the invention
To solve problems of the prior art, it is an object of the present invention to provide a kind of reinforcing of existing construction foundation
Method and campshed formula diaphram wall.
To achieve these goals, the present invention, which adopts the following technical scheme that, is solved：
A kind of existing construction foundation reinforcement means, specifically includes following steps：
(1) quantity and embedded depth of bearing pile and support pile, the installation of the two interval are determined；
(2) it is vertical at a certain distance from the outward flange on existing building basis in the corresponding position of each bearing pile
Excavate base tunnel；
(3) operation hole is excavated；
(4) the vertically-mounted first segment prefabricated pile at bearing pile orientation axis in operation hole；
(5) remaining vertically-mounted prefabricated pile successively above first prefabricated pile, obtains bearing pile；
(6) removal pile compacting equipment, precompressed is carried out to bearing pile and underpins processing, carrying pile driving construction is completed；
(7) repeat step (2)~(6) operate, and alternation excavation base tunnel and the construction for carrying out all bearing piles, are held until all
Pile driving construction is carried to finish；
(8) repeat step (2)~(6), using the processing means same with processing bearing pile, support pile is pressed into branch successively
The design attitude of fender pile；
(9) the foundation ditch sideline excavated is intended according to enlargement, successively excavation pit；
(10) have a shave：After the completion of being excavated per layer soil body, using manually being repaired to foundation pit walls；
(11) anchored in bearing pile and the bar planting of support pile flank hole and with epoxy resin mortar；
(12) crater wall linked network：Overlapped using transverse steel mesh sheet and pile body bar planting；
(13) if any sluicing, drainpipe is arranged；
(14) to gunite concrete on foundation pit walls net muscle；
(15) conserve：After gunite concrete final set, sprinkle water and conserve in spray plane；
(16) concrete strength to be sprayed is conserved to the 70% of design strength, repeats above-mentioned (11)~(15) operation, directly
To excavation of foundation pit to projected depth, campshed formula continuous underground wall structure is formed.
Further, in step (1), the spacing of bearing pile and adjacent support pile is not more than 2.0m.
Further, in step (2), vertical excavate is led at 10~20cm of outward flange apart from existing building basis
Hole, the planar dimension of the base tunnel are 1.2m × 1.0m~1.5m × 1.0m, the depth of base tunnel to the existing building bottom of foundation
1.5~2.0m below.
Further, in step (3), operation hole height is 1.5~2.0m.
Further, the length of the bearing pile is not less than plan excavation pit projected depth+1000mm.
Further, in step (8), the length of the bearing pile is not less than plan excavation pit projected depth+1000mm.
It is a further object of the invention to provide a kind of campshed formula diaphram wall, including it is supported on existing building
The multiple bearing piles and support pile of ground beneath, both length are different and interval is installed；There is plant in bearing pile and support pile side
Muscle, arrange that mesh sheet forms reinforced mesh in bar planting, concrete is injected with the reinforced mesh.
Further, the distance between the bearing pile and adjacent support pile are not more than 2.0m.
Further, a steel plate is fixed at the top plan of the bearing pile or support pile；In the steel plate and base
One being fixed in space between plinth bottom surface and underpining steel pipe, it is coaxial with bearing pile that this underpins steel pipe, underpins steel pipe upper-end contact and holds out against
The basis of existing building.
Further, horizontal drain pipe is inserted at the concrete topping back, branch armour layer is stretched out in its outer end.
It is as follows relative to prior art, beneficial effects of the present invention：
1st, by way of being pushed down into precast reinforced concrete piles in the existing building bottom of foundation, each serve as to former base
The support action of side slope after the reinforcement of plinth and excavation of foundation pit, the effective compensation bearing capacity of basic weakened part, avoids basis
Eccentric compression, improve the stability of structure；
2nd, load more than inhering architecture substrate is reached by ground deep supporting course by bearing pile, and substrate soil is entered
Row off-load, it effectively prevent influence of the enlargement settlement of foundation to inhering architecture；
3rd, reinforced mesh is hung simultaneously between underpinned pile by stage excavation foundation ditch and sprays the microlith of some strength and thickness
Concrete, combined type row-pile diaphragm wall is formed, campshed formula continuous underground wall structure is finally formed under original constructure base,
Can not only be to deep basal pit effective support, while water-stop curtain can be formed to waterproof, seepage control, ensure enlargement foundation construction
It can be smoothed out.The combined type row-pile diaphragm wall has the double action of carrying and bank protection concurrently.
4th, with the support technology, enlargement foundation ditch can be close to original building exterior wall and excavate vertically downward, can give
Job site provides enough construction spaces, suitable for connection different between new and old basis.
Brief description of the drawings
Fig. 1 is existing building enlarging strengthening of foundation and the foundation pit supporting construction schematic diagram of the present invention；
Fig. 2 is Fig. 1 A-A profiles；
Fig. 3 is Fig. 2 B-B profiles.
Embodiment
As shown in Figure 1-Figure 3, existing construction foundation reinforcement means of the invention, specifically includes following steps：
(1) underpinned pile is divided into bearing pile according to the use function for the following underpinned pile of the substrate of existing building 1 for intending enlarging
11 and the two types of support pile 12, according to the basic 4 bottom surface above loads of existing building and enlargement foundation ditch adjacent thereto
Cutting depth, strengthening of foundation and the quantity and embedded depth of bearing pile 11 and support pile 12 in foundation pit supporting project are determined respectively,
Between the two every installation；Bearing pile 11 and support pile 12 are prefabricated pile, and pile shaft material uses armored concrete or steel pipe.Such as figure
Shown in 2, the distance between bearing pile 11 and adjacent support pile 12 are not more than 2.0m；
(2) unwrapping wire positioning is carried out respectively to bearing pile 11 and support pile 12；
(3) operation of bearing pile 11 hole is excavated：In the corresponding position of bearing pile 11, apart from the outer of the basis 4 of existing building 1
Excavate base tunnel 2 at 10~20cm of edge vertically, the planar dimension of base tunnel 2 is 1.2m × 1.0m~1.5m × 1.0m, the depth of base tunnel 2
Spend to 1.5~2.0m below the existing building bottom of foundation；By part of the base tunnel 2 below basic 4 bottom surfaces of existing building to
The direction horizontal extension of building 1, it is excavated at the orientation axis of bearing pile 11 of design requirement, and it is downward along depth under substrate
Excavate, obtain wide 1.0m, high 1.5~2.0m operation hole 3；
(4) the vertically-mounted first segment prefabricated pile at the orientation axis of bearing pile 11 in operation hole 3, and carry out perpendicularity correction
Just.Using the basic 4 bottom surface above loads of existing building as counter-force, using pile compacting equipment 5 (such as jack) by prefabricated pile vertically to
It is pushed down into the foundation soil of operation hole bottom；For the ease of construction, it is 1.0~1.5m's that bearing pile 11 is pre-machined into length
Multistage, scene carries out welding pile extension between every section；
(5) splice remaining prefabricated pile cutoff vertically successively above first segment prefabricated pile, replaced by constantly piling, pile extension
Carry out, Site Welding is integral to form bearing pile 11 between each pile cutoff, until the length of the basic following prefabricated pile in 4 bottom surfaces of building
Degree makes an end reach reliable supporting course 6 not less than plan excavation pit projected depth+1000mm, and so far, bearing pile 11 is pressed into
Process terminates.
(6) removal pile compacting equipment 5, the steel plate 7 that a thickness is not less than 20mm is fixed at the top plan of bearing pile 11, then
Bearing pile 11 is pressed again using underpinning device and carries out precompressed and underpins processing, to produce resilience after preventing the off-load of bearing pile 11.
One is fixed between steel plate 7 and basic 4 bottom surfaces in space and underpins steel pipe, guarantee underpins steel pipe and bearing pile 11 is coaxial, underpins steel pipe
Upper-end contact and the basis 4 for holding out against existing building 1；Removal underpinning device, the construction of bearing pile 11 are completed；
(7) repeat step (3)~(6) operate, alternation excavation base tunnel and the construction for carrying out all bearing piles 11, until all
Bearing pile 11 is all constructed and finished；
(8) repeat step (3)~(6), using the processing means same with processing bearing pile 11, support pile 12 is pressed successively
Enter the design attitude of support pile, the termination embedded depth of support pile 12 should be greater than enlargement design of foundation pit cutting depth 1.0m with
On；
(9) the plan excavation pit sideline unwrapping wire positioning adjacent with existing building to enlargement；
(10) along the downward excavation pit of basic 4 outside verticals, this layer of cutting depth is not more than 2.0m, and human assistance is removed more
The remaining earthwork, root out the soil body debris of crater wall loosening；
(11) have a shave：The layer soil body excavate after the completion of, using manually being repaired to foundation pit walls, cut existing basic 4
Ledge in foundation ditch vertical plane；
(12) using falsework or ladder in bearing pile 11 and the flank hole bar planting of support pile 12 and with epoxy resin mortar anchor
Gu bar planting uses the reinforcing bars of 10~Φ of Φ 16, exposed parts length is not less than 500mm, vertical interval 500mm, individual layer arrangement；
(13) crater wall linked network：Reinforced mesh arrangement usesTwo-way elongated setting, net muscle and foundation pit walls
Certain gap (being no less than 30mm) is kept between the soil body, overlap joint uses welded lap, transverse steel mesh sheet and pile body bar planting up and down
Using welded lap；
(14) for soil layer moisture content be more than 30% excavation slope, at concrete topping back intubating length be 400~
600mm, diameter are not less than 40mm horizontal drain pipe (bag filter screen), and branch armour layer, spacing 2m, to spray are stretched out in its outer end
Ponding after concrete topping is drained.
(15) crater wall concrete is sprayed.Gunite concrete on to foundation pit walls net muscle, injection pressure between 0.2~0.5MPa,
Strength grade of concrete is not less than C25, and the accelerator that firm place adds 0.3~0.6%, water are difficult in infiltration or pneumatically placed concrete
Gray scale is 0.4~0.5, and field sampling makes sample inspection intensity；Preferably, gunite concrete thickness is 80~100mm,
Bar dowel is vertically squeezed into crater wall as thickness control mark.Spraying operation segmentation and slicing is carried out successively, is sprayed in same segmentation
Order should from bottom to top, and jet length control is in 0.6~1.0m, injection molding several times.
(16) conserve：After gunite concrete final set, sprinkle water and conserve in concrete surface；
(17) in order to ensure deep pit monitor, excavate and successively to carry out for soil body of deep foundation pit, the supporting when excavating.Therefore,
Concrete strength to be sprayed is conserved to the 70% of design strength, repeat above-mentioned (10)~(16) operation to foundation ditch continue downwards by
Layer excavates the foundation depth up to reaching design requirement, and campshed formula continuous underground wall structure 10 is finally formed under substrate.
Obtained substrate campshed formula diaphram wall is constructed using the method for the present invention, including is supported on existing building 1
The multiple bearing piles 11 and support pile 12 of the lower section of basis 4, both length are different and interval is installed；Preferably, bearing pile 11 and branch
Fender pile 12 is the entirety that prefabricated pile cutoff is formed；
Preferably, the distance between bearing pile 11 and adjacent support pile 12 are not more than 2.0m；The length of the bearing pile 11
Degree is not less than plan excavation pit projected depth+1000mm.The length of the support pile 12 not less than intend excavation pit projected depth+
1000mm。
Fixed at the top plan of bearing pile 11 or support pile 12 thickness be not less than 20mm steel plate 7, this be for
Bearing pile 11 (or support pile 12) pressed and carries out precompressed again using underpinning device and underpins processing, with prevent bearing pile 11 (or
Support pile 12) resilience is produced after off-load.One being fixed in space between steel plate 7 and basic 4 bottom surfaces and underpining steel pipe, this underpins steel pipe
With bearing pile 11 (or support pile 12) coaxially, underpin steel pipe upper-end contact and hold out against the basis 4 of existing building 1.
There is bar planting in bearing pile 11 and the side of support pile 12 and anchored with epoxy resin mortar, the preferred steel of 10~Φ of Φ 16 of bar planting
Muscle；Its exposed parts length is not less than 500mm, vertical interval 500mm, individual layer arrangement；Arrange that mesh sheet forms steel on reinforcing bar
Muscle mesh sheet, certain gap (being no less than 30mm) keeping between reinforced mesh and the foundation pit walls soil body, overlap joint uses welded lap up and down,
Transverse steel mesh sheet uses welded lap with pile body bar planting.
Preferably, for more firm supporting existing building basis 4, concrete is injected with reinforced mesh, is sprayed
Pressure is not less than C25 between 0.2~0.5MPa, strength grade of concrete, and firm place is difficult in infiltration or pneumatically placed concrete and is added
0.3~0.6% accelerator, the ratio of mud is 0.4~0.5, and field sampling makes sample inspection intensity；Preferably, injection is mixed
Solidifying soil thickness is 80~100mm.Spraying operation segmentation and slicing is carried out successively, and injection order should be sprayed from bottom to top in same segmentation
Distance controlling is penetrated in 0.6~1.0m, several times injection molding.
In order to which the ponding after pneumatically placed concrete surface layer is drained, for the excavation slope that soil moisture in layer is larger, in concrete
Surface layer back intubating length is 400~600mm, and diameter is not less than 40mm horizontal drain pipe (bag filter screen), and branch is stretched out in its outer end
Armour layer, spacing 2m.
Embodiment：
In order to illustrate that the specific implementation process of the present invention and checking effectiveness of the invention, inventor provide following construction
Embodiment.
Certain existing office building is 3 layers, long 49.8m, wide 6.0m, and brick mix structure, strip footing, buried depth of basement is -1.1m.By
In the change using function, plan the office building add-story reconstruction as 5 layers of residential building and extended in the plane, enlarging is (i.e. new
Build) partly it is 5 layers, floor space is 49.8m × 7.8m, and buried depth of basement is -1.8m.Enlargement basement process is used and opened greatly
Dig, cutting depth about 5.0m, more than former office building embedded depth of foundation.In order to solve it is new and old basis between linking and relative settlement ask
Topic, compares through kinds of schemes, it is determined that be pushed down into bearing pile and support pile using in former office building substrate, then excavation pit,
M esh-hanging sprayed concrete between stake, form substrate campshed formula continuous underground wall structure.According to exploration report, Site Soil is glued with silty
Based on soil, bearing stratum depth about 8m or so.By design requirement, 15 bearing piles, stake spacing are arranged altogether under former strip footing
3300mm, stake is long to be not less than 8.5m, and single pile termination pressure is 380kN.Support pile arranges 14, stake spacing 3300mm altogether, and stake is long
Not less than 6.0m.
Specific construction process is as follows：
(1) underpinned pile is divided into bearing pile according to the use function for the following underpinned pile of the substrate of existing building 1 for intending enlarging
11 and the two types of support pile 12, arrange 15 bearing piles 11 altogether under former strip footing 4, stake spacing 3300mm, stake is long small
In 8.5m；14 support piles 12 are arranged altogether, and stake spacing 3300mm, stake is long to be not less than 6.0m.Bearing pile 11 and support pile 12 are
Prefabricated pile, pile shaft material are armored concrete, and the distance between bearing pile 11 and adjacent support pile 12 are 1.65m；
(2) unwrapping wire positioning is carried out respectively to bearing pile 11 and support pile 12；
(3) operation of bearing pile 11 hole is excavated：In the corresponding position of bearing pile 11, apart from the outer of the basis 4 of existing building 1
Excavate base tunnel 2 at edge 20cm vertically, the planar dimension of base tunnel 2 is 1.2m × 1.0m, the depth of base tunnel 2 to existing building base
2.0m below plinth bottom surface；Direction horizontal extension by from part of the base tunnel 2 below basic 4 bottom surfaces of existing building to building 1,
It is excavated at the bearing pile orientation axis of design requirement, and is excavated downwards along depth under substrate, obtains wide 1.0m, high 1.80m
Operation hole 3；
(4) the vertically-mounted first segment prefabricated pile at the orientation axis of bearing pile 11 in operation hole, and carry out perpendicularity correction just.
Using the basic 4 bottom surface above loads of existing building 1 as counter-force, using pile compacting equipment 5 (such as jack) by prefabricated pile straight down
In the foundation soil of push operation hole bottom；For the ease of construction, it is the more of 1.2~1.5m that bearing pile 11 is pre-machined into length
Section, scene carries out welding pile extension between every section；
(5) splice remaining prefabricated pile cutoff vertically successively above first segment prefabricated pile, replaced by constantly piling, pile extension
Carrying out, Site Welding is integral between pile cutoff, until the length of the basic following bearing pile in 4 bottom surfaces of building 1 is not less than 8.5m,
And an end is reached reliable supporting course 6 (pressure is not less than 380kN), so far, the process of press in of bearing pile 11 terminates.
(6) removal pile compacting equipment 5, the steel plate 7 that a thickness is 20mm is fixed at the top plan of bearing pile 11, is then used
Underpinning device is pressed bearing pile 11 and carries out precompressed again underpins processing, to produce resilience after preventing the off-load of bearing pile 11.In steel plate 7
One is fixed in space between basic 4 bottom surfaces and underpins steel pipe, guarantee underpins steel pipe and bearing pile 11 is coaxial, underpins and is terminated on steel pipe
Touch and hold out against the basis 4 of existing building 1.Removal underpinning device, the construction of bearing pile 11 are completed；
(7) repeat step (3)~(6) operate, alternation excavation base tunnel and the construction for carrying out all bearing piles 11, until all
Bearing pile 11 is all constructed and finished；
(8) repeat step (3)~(6), using the processing means same with processing bearing pile 11, support pile 12 is pressed successively
Enter the design attitude of support pile, the termination embedded depth of support pile 12 should be not less than 6.0m；
(9) the foundation ditch sideline unwrapping wire positioning excavated is intended enlargement；
(10) unnecessary soil is removed along the old basic downward excavation pit of 4 outside vertical, cutting depth 2.0m, human assistance
Side, root out the soil body debris of crater wall loosening；
(11) have a shave：The layer soil body excavate after the completion of, using manually being repaired to foundation pit walls, cut existing basic 4
Projection in foundation ditch vertical plane；
(12) using falsework or ladder in bearing pile 11 and the flank hole bar planting of support pile 12 and with epoxy resin mortar anchor
Gu bar planting uses the reinforcing bars of Φ 12, exposed parts length is not less than 500mm, vertical interval 500mm, individual layer arrangement；
(13) crater wall linked network：Reinforced mesh arrangement usesTwo-way elongated setting, net muscle and foundation pit walls
30mm gap is kept between the soil body, overlap joint uses welded lap up and down, and transverse steel mesh sheet uses welded lap with pile body bar planting；
(14) it is 500mm in concrete topping back intubating length, a diameter of 50mm horizontal drain pipe (bag filter screen), its
Branch armour layer, spacing 2m, so as to which the ponding after pneumatically placed concrete surface layer is drained are stretched out in outer end.
(15) crater wall concrete is sprayed.Gunite concrete on to foundation pit walls net muscle, spray pressure 0.5MPa, concrete strength
Grade C25, the accelerator that firm place adds 0.3%, the ratio of mud 0.45, and field sampling are difficult in infiltration or pneumatically placed concrete
Make sample inspection intensity.Gunite concrete thickness is 100mm, and bar dowel is vertically squeezed into crater wall as thickness control mark
Will.Spraying operation segmentation and slicing is carried out successively, and injection order should from bottom to top in same segmentation, and jet length is controlled in 0.80m,
Injection molding several times.
(16) conserve：After gunite concrete final set, sprinkle water and conserve in concrete surface；
(17) concrete strength to be sprayed is conserved to the 70% of design strength, repeats above-mentioned (10)~(16) operation to base
Hole continues successively to excavate the foundation depth up to reaching design requirement downwards, and campshed formula diaphram wall is finally formed under substrate
Structure 10.
Through multiple settlement observation during the engineering construction and after being completed, old basis is without sinking, and difference is sunk between new and old basis
Drop amount is less than 1.5cm, reinforces all right.
Claims (10)
1. a kind of existing construction foundation reinforcement means, it is characterised in that specifically include following steps：
(1) quantity and embedded depth of bearing pile and support pile, the installation of the two interval are determined；
(2) in the corresponding position of each bearing pile, excavated vertically at a certain distance from the outward flange on existing building basis
Base tunnel；
(3) operation hole is excavated；
(4) the vertically-mounted first segment prefabricated pile at bearing pile orientation axis in operation hole；
(5) remaining vertically-mounted prefabricated pile successively above first prefabricated pile, obtains bearing pile；
(6) removal pile compacting equipment, precompressed is carried out to bearing pile and underpins processing, carrying pile driving construction is completed；
(7) repeat step (2)~(6) operate, alternation excavation base tunnel and the construction for carrying out all bearing piles, until all bearing piles
Construction finishes；
(8) repeat step (2)~(6), using the processing means same with processing bearing pile, support pile is pressed into support pile successively
Design attitude；
(9) the foundation ditch sideline excavated is intended according to enlargement, successively excavation pit；
(10) have a shave：After the completion of being excavated per layer soil body, using manually being repaired to foundation pit walls；
(11) anchored in bearing pile and the bar planting of support pile flank hole and with epoxy resin mortar；
(12) crater wall linked network：Overlapped using transverse steel mesh sheet and pile body bar planting；
(13) if any sluicing, drainpipe is arranged；
(14) to gunite concrete on foundation pit walls net muscle；
(15) conserve：After gunite concrete final set, sprinkle water and conserve in spray plane；
(16) concrete strength to be sprayed is conserved to the 70% of design strength, above-mentioned (11)~(15) operation is repeated, until base
Hole, which is excavated, arrives projected depth, forms campshed formula continuous underground wall structure.
2. existing construction foundation reinforcement means as claimed in claim 1, it is characterised in that in step (1), bearing pile with it is adjacent
The spacing of support pile be not more than 2.0m.
3. existing construction foundation reinforcement means as claimed in claim 1, it is characterised in that in step (2), built apart from existing
Build thing basis 10~20cm of outward flange places it is vertical excavate base tunnel, the planar dimension of the base tunnel be 1.2m × 1.0m~1.5m ×
1.0m, 1.5~2.0m below depth to the existing building bottom of foundation of base tunnel.
4. existing construction foundation reinforcement means as claimed in claim 1, it is characterised in that in step (3), the operation hole is high
Spend for 1.5~2.0m.
5. existing construction foundation reinforcement means as claimed in claim 1, it is characterised in that the length of the bearing pile is not less than
Intend excavation pit projected depth+1000mm.
6. existing construction foundation reinforcement means as claimed in claim 1, it is characterised in that in the step (8), the carrying
The length of stake is not less than plan excavation pit projected depth+1000mm.
A kind of 7. campshed formula diaphram wall, it is characterised in that multiple carryings including being supported on existing building ground beneath
Stake and support pile, both length are different and interval is installed；There is bar planting in bearing pile and support pile side, mesh sheet is arranged in bar planting
Reinforced mesh is formed, concrete is injected with the reinforced mesh.
8. campshed formula diaphram wall as claimed in claim 1, it is characterised in that the bearing pile and adjacent support pile it
Between distance be not more than 2.0m.
9. campshed formula diaphram wall as claimed in claim 1, it is characterised in that on the top of the bearing pile or support pile
A steel plate is fixed at transverse plane；Fix one in space between the steel plate and the bottom of foundation and underpin steel pipe, this underpin steel pipe with
Bearing pile is coaxial, underpins steel pipe upper-end contact and holds out against the basis of existing building.
10. campshed formula diaphram wall as claimed in claim 1, it is characterised in that inserted at the concrete topping back
Branch armour layer is stretched out in horizontal drain pipe, its outer end.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711023006.0A CN107700474A (en) | 2017-10-27 | 2017-10-27 | A kind of existing construction foundation reinforcement means and campshed formula diaphram wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711023006.0A CN107700474A (en) | 2017-10-27 | 2017-10-27 | A kind of existing construction foundation reinforcement means and campshed formula diaphram wall |
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| CN107700474A true CN107700474A (en) | 2018-02-16 |
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| CN201711023006.0A Pending CN107700474A (en) | 2017-10-27 | 2017-10-27 | A kind of existing construction foundation reinforcement means and campshed formula diaphram wall |
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| CN113235613A (en) * | 2021-05-24 | 2021-08-10 | 中国铁路设计集团有限公司 | Newly-built foundation pit excavation supporting method using adjacent existing fender post |
| CN113235613B (en) * | 2021-05-24 | 2024-04-05 | 中国铁路设计集团有限公司 | Method for excavating and supporting newly-built foundation pit by utilizing adjacent existing guard piles |
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