CN107299650B - A kind of remote open caisson casting method for correcting error - Google Patents
A kind of remote open caisson casting method for correcting error Download PDFInfo
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- CN107299650B CN107299650B CN201710567529.5A CN201710567529A CN107299650B CN 107299650 B CN107299650 B CN 107299650B CN 201710567529 A CN201710567529 A CN 201710567529A CN 107299650 B CN107299650 B CN 107299650B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D23/00—Caissons; Construction or placing of caissons
- E02D23/08—Lowering or sinking caissons
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Abstract
The invention discloses a kind of remote open caisson casting method for correcting error comprising following steps: Scheme Choice, forced landing calculating, open caisson, steel conduit construction, the installation of casting equipment, punching is force-landed, forced landing area's deep layer slip casting is fine and close and Anchor Rod Static.By tilt quantity to building, inclined raw because drafting correction scheme after the indices explorations such as, soil regime, deep-well positioning is carried out further according to correction scheme and building surrounding enviroment, in the present invention, accurate soil discharge channel is formed by using the setting of steel conduit to enter for giant, has both reached guiding and pinpoint casting.In addition, reinforcing the soil discharge channel to be formed by steel conduit, remote casting correction, effective control available to the negative effect of close to buildings foundation soil when well side Study on Soil Collapse occurs may be implemented.
Description
Technical field
The present invention relates to rectifying of leaned building technical field, in particular to a kind of remote open caisson casting method for correcting error.
Background technique
People have built a large amount of building for the needs survived and lived, but for various reasons, certain buildings
The inclination that differential settlement causes building, such as famous Leaning Tower of Pisa, Italy occur in construction or use process, in
Suzhou Huqiu tower of state etc..Building inclination less serious case influences the normal use of building, loses it when serious and uses function.
The Chinese patent that Authorization Notice No. is CN101413277A, the applying date is on October 16th, 20108 discloses one kind
Method for correcting incline of deep layer drill silt squeezing and soil discharging, it the following steps are included: (1) according to the inclination conditions and building of building
Structure type arrange drilling；(2) hole drilling is jumped from ground along the bore position interval of the arrangement；It (3) will be described every
The soil part discharge of auger ground in one drilling is until inclined building time inclines and reaches scheduled tilting value.
Above-mentioned rectification mode is a kind of currently used rectifying of leaned building mode, but this correction mode has centainly
Limitation.First, the position of deep-well is limited by environmental condition, and deep-well needs to be positioned close to the side in building forced landing area,
And deep-well can not be set if when there is obstacle in the side；Second, when well side Study on Soil Collapse occurs for deep-well, since deep-well more leans on
Nearly building can have an impact the ground of building.
Summary of the invention
The purpose of the present invention one is to provide a kind of remote open caisson casting method for correcting error, realizes and take soil to entangle at a distance
Partially, solve prior art middle-deep well can only close to buildings setting caused by a series of problems.
Above-mentioned technical purpose one of the invention has the technical scheme that
A kind of remote open caisson casting method for correcting error, comprising the following steps:
S1, Scheme Choice survey building inclination situation and inclined raw because determining correction scheme, wherein exploration item packet
Include top horizontal displacement value S before rectifying of leaned buildingHl, correction direction building width b and the building counted from grade
Height Hg；
S2, forced landing calculate, and determine forced landing amount S according to the measurement result of S1v, and estimate and take native amount, wherein forced landing amount Sv's
Calculation formula are as follows: Sv=(SHl-SH) b/Hg；
S3, open caisson are arranged deep-well in each designated place, are sink to the scheduled absolute altitude of scheme, and add to deep-well inner wall
Gu processing；
S4, steel conduit construction, are respectively provided with 15-25 soil discharge channel, steel conduit is in the horizontal direction from depth in each deep-well
Well side wall, which is squeezed into and extends to building edge mud below, forms soil discharge channel；
S5, the installation of casting equipment, soil in steel conduit are discharged, and giant is protruded into steel conduit；
S6, punching forced landing, including examination the punching phase, the preceding formal punching phase and forced landing it is more than half after the rear formal punching phase, wherein
The forced landing rate of preceding formal punching phase is greater than the rate of examination punching phase and rear formal punching phase；
S7, forced landing area's deep layer slip casting are fine and close, close steel conduit mouth with steel deck-plate, carry out high pressure injection from the grouting port of steel deck-plate
Slurry；
S8, Anchor Rod Static reinforce building basis using precast reinforced concrete piles.
So set, being entangled by tilt quantity to building, inclined raw because being drafted after the indices explorations such as, soil regime
Folk prescription case carries out deep-well positioning further according to correction scheme and building surrounding enviroment, in the present invention, by using steel conduit
Setting come formed accurate soil discharge channel for giant enter, to reach guiding and pinpoint casting.In addition, logical
It crosses steel conduit and reinforces the soil discharge channel to be formed, remote casting correction may be implemented, when well side Study on Soil Collapse occurs to neighbouring
The available effective control of the negative effect of structure foundation soil.
Further preferably are as follows: in step s 6, need to carry out construction monitoring, to be adjusted to punching development length,
Its method is that foundation deformation reaction is seen in punching in continuous three days to examination at structural focus, adjusts punching length of tube, radical, orientation with this
And flushing period.
So set, adjusted in time by construction monitoring come the casting point to giant so that correction more added with
Effect, is reduced to the damage of building minimum.
Further preferably are as follows: the construction monitoring includes that settlement monitoring, inclination monitoring and building superstructure shape are seen
It surveys, the settlement monitoring is monitored using precision level, and the inclination monitoring uses laser zenith meter, total station and longitude and latitude
It is one or more in instrument to be detected, building superstructure shape observation using visualizer to stress unfavorable position whether
There is new crack to be observed.
So set, effectively being detected to building, with this to reach more targeted adjustment, and effectively keep away
Exempt from building and causes big damage.
Further preferably are as follows: the punching forced landing during construction monitoring detection frequency be sedimentation daily observation 2-5 times,
Inclination observation 1-4 times daily；Monitor value is drawn into subsidence curve by axis profile, theoretically subsidence curve is straight line, and same
Each point sedimentation value must be on same straight line on one axis；When finding that certain point sedimentation value deviates this straight line, adjust immediately
Bath length of tube, radical, orientation and flushing period, revert to the sedimentation value on settlement curve.
So set, carrying out reasonable interim detection, can be adjusted much sooner.
Further preferably are as follows: in the step S6, the giant in each soil discharge channel washes away 1-2 times daily, and adopts
It is washed by water with every hole, every well.
It is arranged such, it is ensured that building coordinates sedimentation, controls back rate of inclining, and avoids part forced landing speed mistake as far as possible
Greatly, and then as far as possible reduce the damage of building is talked about it is lower.
Further preferably are as follows: in the step S4, first open up and be open on deep-well, further according to correction scheme, adjust
Steel conduit is driven into soil by steel conduit direction by hydraulic device, let the hair grow portion by after the welding up of another section of steel conduit again
It is secondary to complete for steel conduit to be driven into corresponding depth and position with this to squeezing into soil, finally by giant by steel conduit
Interior soil discharge.
So set, realize the setting of soil discharge channel, also, by the way of directly squeezing into steel conduit segmentation, positioning
It is more accurate, the problems such as only hydraulic device press direction need to being arranged accurately, angle offset is just not susceptible to.
Further preferably are as follows: in the step S8, open up stake position hole in the designated position on building basis, prefabricated pile is squeezed into
Stake position Kong Zhonghou pours reality using microdilatancy early strength concrete；The openings of sizes suitable for reading in stake position hole is open less than lower mouth, described
The length of prefabricated pile is 10-20m, is subject to the stake end of prefabricated pile and enters supporting course.
So set, being reinforced to the building after correction, wherein be greater than setting suitable for reading using lower mouth, formation is fallen
Pyramidal structure effectively enhances the support effect between prefabricated pile and building basis after pouring microdilatancy early strength concrete.
Further preferably are as follows: the top of the prefabricated pile, which is supported, is equipped with envelope pile pier, and the surface of the envelope pile pier is provided with several
Bulge loop.
So set, stake position hole is closed in conjunction with microdilatancy early strength concrete by the setting for sealing pile pier, in this way, can be with
It is formed to seal structure of the pile pier as muscle, is wanted so that pouring and meeting use in the microdilatancy early strength concrete structural strength in real stake position hole
It asks.
Further preferably are as follows: the surrounding in stake position hole is provided with four counter-force anchor poles, the two counter-force anchor poles being diagonally arranged
On be welded with connecting rod, the counter-force anchor pole, connecting rod, envelope pile pier and prefabricated pile are poured by microdilatancy early strength concrete and are built up
One entirety.
So set, the setting of four counter-force anchor poles and connecting rod first, can be enhanced the concrete that pours below with
Connection between original basis, improving overall structural strength can be played the power on prefabricated pile more by connecting rod when in use
Good is transmitted in entire basis, and preferable support effect can be played in the later period.
Further preferably, the consolidation process in the step S3 are as follows: it is provided with strengthened ring beam on the deep-well side wall,
The prominent ground setting in the top of the strengthened ring beam, the strengthened ring beam are that the reinforcing bar that steel reinforcement cage is bone, early strong concrete is flesh and blood is mixed
Xtah Crude Clay structure；The deep-well bottom is provided with rock-fill, and the bottom of the strengthened ring beam, which is provided with, facilitates insertion into rock-fill
In blade foot；The bottom of the strengthened ring beam is provided with bottom plate, and the bottom plate is located above blade foot and forms filler sky between blade foot
Between；Pass through plain concrete bed course connection between the bottom plate and rock-fill.
So set, reinforcing the side wall of deep-well by strengthened ring beam setting, the problems such as collapsing appearance is prevented, in addition, plus
The prominent ground setting in the top of strong ring beam prevents the stone on ground and article from falling in deep-well.
By rock-fill come support reinforcing ring beam, so that it is not susceptible to sink when in use, and the setting side of blade foot
Convenient for strengthened ring beam to be inserted into rock-fill, support is formed to abut with rock-fill by bottom plate, passes through plain concrete bed course
It is arranged to realize the connection between rock-fill and bottom plate.
In conclusion the invention has the following advantages:
1, the position of deep-well can not be limited by environmental condition, may be arranged at the quasi- either side for entangling building；
2, the distance between deep-well and rectification object can break through routine, be no longer limited by conventional deep-well its outer wall away from basis
The restriction that 0.5~1.0m of edge is advisable is, it can be achieved that remote rectification, maximum distance reach 20m；
3, effective control available to the negative effect of close to buildings foundation soil when the Study on Soil Collapse of well side；
4, by the setting of soil discharge channel, so that taking the earthwork to that can be accurately positioned, to dynamic adjustment plane each point
Forced landing amount and rate have remarkable effect.
Detailed description of the invention
Fig. 1 is the overall structure diagram of remote error-correction structure；
Fig. 2 is the structural schematic diagram of remote error-correction structure middle-deep well；
Fig. 3 is the structural schematic diagram of remote error-correction structure high-pressure gun；
Fig. 4 is the structural schematic diagram of support frame in remote error-correction structure；
Fig. 5 is the structural schematic diagram of anchor jacked pile；
Fig. 6 is the structural schematic diagram of counter-force anchor pole and connecting rod；
Fig. 7 is the structural schematic diagram of prefabricated pile；
Fig. 8 is the top view of prefabricated pile；
Fig. 9 is the top view of Central-South Holley, village cell in embodiment one；
Figure 10 is the Deviation Correction Construction figure of correction building in embodiment one；
Figure 11 is the Anchor Rod Static schematic diagram of correction building in embodiment one.
In figure, 1, deep-well；11, rock-fill；12, plain concrete bed course；2, soil discharge channel；3, giant；31, pipette tips；32,
Jet water spout；321, conically-tapered threaded head；322, connector；33, support frame；331, jack；34, crossover sub；341, outer bell and spigot joint；
342, front connector；343, washing pipe rear joint；344, rubber washer；35, rubber hose；4, water pump；5, strengthened ring beam；51, bottom plate；
52, blade foot；6, ladder；7, prefabricated pile；71, main reinforcement；72, stirrup；73, pile cover；74, muscle is padded；8, pile pier is sealed；9, counter-force anchor pole；
91, connecting rod；10, microdilatancy early strength concrete.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
A kind of remote error-correction structure, as shown in Figure 1, including multiple deep-wells 1 that forced landing building edge is arranged in, in depth
The bottom position of well 1 is provided with several soil discharge channels 2, and soil discharge channel 2 extends to building edge mud below from deep-well 1
Layer.
Referring to Fig. 2, it is provided with strengthened ring beam 5 on 1 side wall of deep-well, strengthened ring beam 5, which is cylindrical in shape, to be inserted in deep-well 1, is reinforced
The prominent ground setting in the top of ring beam 5, wherein strengthened ring beam 5 is that steel reinforcement cage is bone, the armored concrete knot that early strong concrete is flesh and blood
Structure.
A ladder 6 is linked on strengthened ring beam 5, the top of ladder 6 is provided with the bending part in hook-type, and bending part is hung on
The part on the prominent ground of strengthened ring beam 5.
It fills out equipped with rock-fill 11 in 1 bottom of deep-well to form anti-sunken layer, is provided with and is convenient in the bottom of strengthened ring beam 5
The blade foot 52 being inserted into rock-fill 11；In addition, being provided with bottom plate 51 in the bottom of strengthened ring beam 5, bottom plate 51 is located at blade foot 52
Filling space is formed between top and blade foot 52, when strengthened ring beam 5 plugs in deep-well 1, blade foot 52 is inserted into rock-fill 11,
So that rock-fill 11 is located in filling space.
Setting is always or usually as specified concrete bed course 12 for connecting bottom board 51 and rock-fill 11 between bottom plate 51 and rock-fill 11.
As illustrated in fig. 1 and 2, soil discharge channel 2 is welded by several segments steel conduit.
As shown in Figure 1, being inserted with a giant 3 in soil discharge channel 2, referring to Fig. 3, giant 3 includes pipette tips 31
With jet water spout 32, jet water spout 32 includes the water pipe of several sections, wherein one end of water pipe is provided with conically-tapered threaded head 321, the other end
It is provided with connector 322, the connection realized between water pipe is threadedly coupled between connector 322 and conically-tapered threaded head 321.
It is located at one end in deep-well 1 in jet water spout 32 and is provided with support frame 33 as shown in Figure 4, water pipe is inserted in support frame
In 33 jack 331, support frame 33 be in U-shape bending formed below jack 331 avoiding space convenient for mud outflow.
As shown in figure 3, one end that jet water spout 32 is located at the opening of soil discharge channel 2 is provided with crossover sub 34, conversion is connect
Head includes outer bell and spigot joint 341, washing pipe rear joint 343 and front connector 342, and 343 one end of washing pipe rear joint passes through outer bell and spigot joint 341
It is mutually abutted by a rubber washer 344.One end that outer bell and spigot joint 341 is penetrated for washing pipe rear joint 343 is provided with screw thread, passes through
Screw thread is connect with front connector 342.And the other end of front connector 342 is provided with the conically-tapered threaded head 321 for connecting with water pipe.Ginseng
According to Fig. 1 and Fig. 3, connected between the washing pipe rear joint 343 and water pump 4 of crossover sub 34 by rubber hose 35.
A kind of Anchor Rod Static, as described in Figure 5, including stake position hole, prefabricated pile 7, counter-force anchor pole 9,91 and of connecting rod
Pile pier 8 is sealed, stake position hole is provided on the basis of building, is less than the setting of lower mouth in suitable for reading.
Prefabricated pile 7 to stake position hole is squeezed into the foundation soil of building ground beneath, and end enters supporting course.
As described in Fig. 7 and Fig. 8, prefabricated pile 7 uses reinforced concrete structure, wherein steel reinforcement cage is set by four along axial direction
The main reinforcement 71 and several corrals set are wound on the composition of the stirrup 72 in four main reinforcements 71, and the top end of prefabricated pile 7 is provided with stake
Cap 73 and pad muscle 74.
As described in Figure 5, envelope pile pier 8 is supported set on the upper of prefabricated pile 7, and several bulge loops are provided on outer side wall.
In conjunction with shown in Fig. 5 and Fig. 6, counter-force anchor pole 9 is set as four, is plugged in the surrounding in stake position hole, connecting rod 91 respectively
Two are set as, the top that the both ends of two connecting rods 91 are respectively welded at two counter-force anchor poles 9 forms intersection construction.
A kind of remote open caisson casting method for correcting error, comprising the following steps:
S1, Scheme Choice survey building inclination situation and inclined raw because determining correction scheme, wherein exploration item packet
It is high to include top horizontal displacement value SHl before rectifying of leaned building, correction direction building width b, the building counted from grade
Spend Hg；
S2, forced landing calculate, and determine forced landing amount Sv according to the measurement result of S1, and estimate and take native amount, wherein forced landing amount Sv's
Calculation formula are as follows: Sv=(SHl-SH) b/Hg, wherein SH is rectifying of leaned building top horizontal displacement design controlling value；
Deep-well 1 is arranged in each designated place, by building lower section to open caisson position region in S3, open caisson
Soil texture determines the depth of required open caisson, deep-well 1 is then sink to the scheduled absolute altitude of scheme, and right by strengthened ring beam 5
1 inner wall of deep-well carries out consolidation process；
S4, steel conduit construction are first opened up on deep-well 1 and are open according to the depth for needing casting pre-established, then root
According to correction scheme, steel conduit direction is adjusted, by hydraulic device by steel conduit in the horizontal direction from the opening of 1 side wall of deep-well
It is driven into soil, portion of letting the hair grow, again to squeezing into soil, will be completed with this by steel conduit after the welding up of another section of steel conduit
It is driven into corresponding depth and position, so that steel conduit is extended to building edge mud below from deep-well 1 and forms soil discharge channel
2。
It adopts in manner just described, is respectively provided with 15-25 soil discharge channel 2 in each deep-well 1；
S5, the installation of casting equipment, soil in steel conduit are discharged by giant 3, and by giant 3 from steel conduit
In extend into below building the position for needing casting, wherein the position of casting is set to partition wall wall, the load bearing wall of building
And the lower section of load-bearing pillar, it is force-landed with this significantly more efficient formation, and the damage to wall can be reduced as far as possible；
S6, punching forced landing, including examination the punching phase, the preceding formal punching phase and forced landing it is more than half after the rear formal punching phase, wherein
The forced landing rate of preceding formal punching phase is greater than the rate of examination punching phase and rear formal punching phase；
During punching forced landing, need to carry out construction monitoring, to be adjusted (i.e. high pressure water to punching development length
The bath position of rifle), method is that foundation deformation reaction is seen in punching in continuous three days to examination at structural focus, adjusts jet water spout with this
32 length, radical, orientation and flushing period.
Wherein, construction monitoring includes settlement monitoring, inclination monitoring and the observation of building superstructure shape, is force-landed in punching
The detection frequency of period construction monitoring is sedimentation observation daily 2-5 times, inclination observation 1-4 times daily；Monitor value is cutd open by axis
Iso-surface patch subsidence curve, theoretically subsidence curve is straight line, and each point sedimentation value must be in same straight line on same axis
On；When finding that certain point sedimentation value deviates this straight line, 32 length of jet water spout, radical, orientation and flushing period are adjusted immediately, is made
The sedimentation value is revert on settlement curve.
Settlement monitoring is monitored using precision level, and inclination monitoring uses laser zenith meter, total station and theodolite
In it is one or more detected, whether the observation of building superstructure shape there is newly stress unfavorable position using visualizer
Crack is observed.
During punching forced landing, the giant 3 in each soil discharge channel 2 washes away 1-2 time daily, and use every hole,
It washes by water every well.
S7, forced landing area's deep layer slip casting are fine and close, close steel conduit mouth with steel deck-plate, carry out high pressure injection from the grouting port of steel deck-plate
Slurry；
S8, Anchor Rod Static open up stake position hole, and the surrounding setting in stake position hole in the designated position on building basis
There are four counter-force anchor poles 9；
It will be in 7 driven pile position hole of prefabricated pile, wherein the length of prefabricated pile 7 is 10-20m, is entered with the stake end of prefabricated pile 7
Subject to supporting course.After prefabricated pile 7 is squeezed into, is supported at the top of it and set an envelope pile pier 8, and two connecting rods 91 are welded to counter-force anchor pole
On 9, finally microdilatancy early strength concrete 10 is poured into the hole of stake position, by counter-force anchor pole 9, connecting rod 91, envelope pile pier 8 and pre-
Stake 7 processed builds up an entirety by pouring.
Embodiment 1: for being applied to the dormitory building engineering of Central-South Holley, the village cell in Hangzhou Yuhang District Yuhang town.
1, it surveys
As shown in figure 9, the dormitory building is No. 4 building in figure, it is in six-storey brick and concrete structural building, the long house in house is long
66.40m, wide 8.1m, construction area are about 4616 ㎡, eaves height 18m, and respectively high layer by layer is 3m, and flat shape is substantially in square
Shape, centre are equipped with expansion joint.Height difference 450mm inside and outside this Engineering Room, embedded depth of foundation -1.050m, using raft mat foundation, base plate
Thick 300mm, using 2 layers of lam as supporting course.
House northeast corner northwards tilts 15.56 ‰, westwards tilts 3.52 ‰；Northwest corner northwards tilts 12.9 ‰, westwards inclines
Oblique 0.68 ‰, the discrimination standard for masonry structure structural danger point is 7 ‰, and the slope in the building 4# has been over danger at present
The standard of perfection in house, constitutes dangerous point.
Through reconnoitring, place, can be by foundation soil by its origin cause of formation, lithology, physico-mechanical properties within the scope of prospecting depth 17.0m
It is divided into 4 layer of 5 sub-layer.Now each soil layer is described as follows from top to bottom:
1-1 miscellaneous fill: it is variegated, it does, loosely.Based on cohesive soil, containing the composition such as rubble, gravel, queen closer.The whole audience point
Cloth, layer top mark high 5.10~5.40m, 0.50~1.30m of thickness.
1-2 plain fill, loosely.Mechanical property is poor, is unevenly distributed.0.25~0.40m of thickness.High 4.15~4.60m, thickness
1.30~1.40m.
2 silty clays: lark, soft plastic, part is hard plastic.Section is more smooth, matt, no dilatance, toughness
Medium, dry strength is medium, contains a small amount of ferrimanganic matter spot.Layer top mark high 2.85~4.40m, 0.20~2.20m of thickness.
3 very soft sill clays: grey, stream modeling.Section is more smooth, and matt, no dilatance, toughness is lower, does strong
Spend lower, gravelly sand is contained in spot containing organic matter and a small amount of humus, bottom.Full-field distribution, layer top mark is high, 1.70~2.65m, thickness
10.10~11.10m.
4 circle gravels: grey, it is wet, in it is close.Partial size is greater than 2mm particle and accounts for about 60% of gross mass or more, can based on 2~4mm
See that partial size is greater than the cobble of 30mm, rounded, sub- round, main ingredient is sandstone and tufa stone, and cohesive soil accounts for about 25% left side
The right side, it is remaining to be filled for medium coarse sand.Full-field distribution, layer top mark -8.80~-8.40m of height control maximum gauge 3.50m.
The main reason for causing inclined building:
1) soil layer became uneven is even.Geological prospecting shows supporting course 2. farinose argillic horizon maximum gauge 2.20m, and place
North side is fish pond originally, there is thicker pond sludge, leads to the thinner layer thickness, and minimum thickness is only 0.20m.Simultaneously in superstructure
Base stress is larger under load action, causes house toward north inclination.
2) there are weak substratums under supporting course.Be 3. very soft sill clay under supporting course, this it is thick layer by layer 10.10~
11.10m, liquid-plastic state, compressed coefficient 0.82MPa-1, void ratio 1.089 belong to high-compressibility soil, in six floor load actions
Under foundation soil deformation it is excessive, along with house center of gravity it is by north, cause the relative settlement of house north-south larger and generate inclination.
Before construction, reply ambient enviroment makees a complete investigation, and records necessary situation and data, supplements necessary
Settlement monitoring point.Necessary settlement observation is made to the periphery building 2# Lou Ji 7#.And take measures on customs clearance to southwest corner adjacent side room and
The effective protection of north side storeroom, courtyard wall are protected using cystosepiment, mud contamination wall are prevented, to existing underground pipelines and greening
Carry out related safeguard measure.
2, open caisson is arranged
As shown in Figure 10,6 mouthfuls of deep-wells 1 of lesser setting in the south are being settled after according to above-mentioned exploration, 1 interior diameter 2m of deep-well,
0.2 ~ 0.25m of wall thickness, depth 9m.20 drainage channels to this building edge of foundation or less are set in mud layer, drainage channel in each deep-well 1
Two rows of settings are gone to upper and lower, are welded by several steel conduits.Steel conduit selects 219x6 steel pipe, every long 1.5m of section, merogenesis weldering
It connects, and is headed into section by section with electric hydraulic equipment until specific length.
From the foregoing, it will be observed that this building maximum inclination is 15.56 ‰, it is within 2 ‰ that this rectification, which controls target value, i.e., this is direct
Punching forced landing amount is 8100 × 13.56 ‰=110mm.
3, punching casting classification forced landing
The determination for rate of force-landing: a, the examination punching phase 7 ~ 10 days or so, force-land 2~3mm/d of rate；B, the formal punching phase compels
Reduction of speed rate≤6mm/d, is generally advisable with 4~5mm/d；C, after forced landing is more than half, forced landing rate should slow down to 2~3mm/d.
4, settlement monitoring
In this project, each hole is washed away 1~2 time daily using four sets of high pressure punching apparatus, four punching teams and groups.Often
Flushing hole in mouth open caisson, will be spaced bath.The sequence of bath should be carried out every well every hole, it is ensured that building coordinates sedimentation, controls back
Incline rate.
During punching forced landing, observation 3 times daily.
The daily set time at least carries out a settlement observation to all settlement monitoring points, and monitor value is drawn by axis profile
Subsidence curve processed, theoretically subsidence curve is straight line, and each point sedimentation value must be on same straight line on same axis.When
It was found that adjusting 32 length of jet water spout, radical, orientation and flushing period immediately when certain point sedimentation value deviates this straight line, making the point
Sedimentation value is revert on settlement curve.Guarantee every bath one bout, do it is primary return to incline measurement and propose to report.
5, forced landing area's deep layer slip casting is fine and close
Punched hole construction must carry out reinforcement solutions to punching perturbing area after being fully completed, and the foundation reinforcement processing method in this building is
Slip casting compact technology first makees high-pressure slip-casting, slip casting pressure from steel deck-plate grouting port with each conduit mouth of welded closure with steel deck-plate
0.3~0.4Mpa of power is finished by root injection pressure.
Using 32.5 class g cements, the ratio of mud 0.7~0.8, each hole cement consumption is about 1.5 ~ 2.0 tons.
6, anchor jacked pile is arranged
As shown in figure 11,27 prefabricated piles 7 are provided on the basis of building, the design parameter of each prefabricated pile 7 is as follows:
1) pile body sectional dimension: 200x200mm precast reinforced concrete piles 7, pile body concrete strength grade are C3；
2) vertical bearing capacity of single pile characteristic value 200KN, whole pile driving pressure 300kN；
3) stake is long enters 4 gravel layers of supporting course >=0.2m control with stake end, and stake is about 15m, specifically with pressure testing stake result
Subject to.
Total time of construction is 100 days, wherein open caisson construction 23 days, and punching is force-landed 45 days, and slip casting and open caisson backfill 15 days, anchor
Rod static pressure pile 25 days.It is completed in 60 days in rectification, monitoring cycle is 15 days/time, monitoring 10 months is continued thereafter with, depending on the rate of settling
Monitoring cycle can be extended down to 30 days/time.
This specific embodiment is only explanation of the invention, is not limitation of the present invention, those skilled in the art
Member can according to need the modification that not creative contribution is made to the present embodiment after reading this specification, but as long as at this
All by the protection of Patent Law in the protection scope of invention.
Claims (10)
1. a kind of remote open caisson casting method for correcting error, it is characterized in that the following steps are included: it is characterized in that the following steps are included:
S1, Scheme Choice survey building inclination situation and inclined raw because determining correction scheme, wherein exploration item includes building
Build the preceding top horizontal displacement value SHl of object correction, correction direction building width b and the depth of building counted from grade
Hg；
S2, forced landing calculate, and determine forced landing amount Sv according to the measurement result of S1, and estimate and take native amount, wherein the calculating of forced landing amount Sv
Formula are as follows: Sv=(SHl-SH) b/Hg；
Deep-well (1) is arranged in each designated place in S3, open caisson, is sink to the scheduled absolute altitude of scheme, and carry out to deep-well (1) inner wall
Consolidation process；
S4, steel conduit construction, be respectively provided in each deep-well (1) 15-25 soil discharge channel (2), steel conduit in the horizontal direction from
Deep-well (1) side wall, which is squeezed into and extends to building edge mud below, forms soil discharge channel (2)；
S5, the installation of casting equipment, soil in steel conduit are discharged, and giant (3) are protruded into steel conduit；
S6, punching forced landing, including examination the punching phase, the preceding formal punching phase and forced landing it is more than half after the rear formal punching phase, wherein it is preceding just
The forced landing rate of formula punching phase is greater than the rate of examination punching phase and rear formal punching phase；
S7, forced landing area's deep layer slip casting are fine and close, close steel conduit mouth with steel deck-plate, carry out high-pressure slip-casting from the grouting port of steel deck-plate；
S8, Anchor Rod Static reinforce building basis using precast reinforced concrete piles (7).
2. a kind of remote open caisson casting method for correcting error according to claim 1, it is characterized in that: in step s 6, needing
Construction monitoring is carried out, to be adjusted to punching development length, method is that examination sees ground at continuous three days punching to structural focus
Base deformation reaction, adjusts punching length of tube, radical, orientation and flushing period with this.
3. a kind of remote open caisson casting method for correcting error according to claim 2, it is characterized in that: the construction monitoring includes
Settlement monitoring, inclination monitoring and the observation of building superstructure shape, the settlement monitoring are monitored using precision level,
The inclination monitoring is detected using one or more in laser zenith meter, total station and theodolite, the building top
Planform observation is observed using visualizer to whether stress unfavorable position new crack occurs.
4. a kind of remote open caisson casting method for correcting error according to claim 3, it is characterized in that: force-landing the phase in the punching
Between construction monitoring detection frequency be sedimentation daily observation 2-5 time, inclination daily observe 1-4 times；Monitor value is pressed into axis profile
Subsidence curve is drawn, theoretically subsidence curve is straight line, and each point sedimentation value must be on same straight line on same axis；
When finding that certain point sedimentation value deviates this straight line, jet water spout (32) length, radical, orientation and flushing period are adjusted immediately, is made
The sedimentation value is revert on settlement curve.
5. a kind of remote open caisson casting method for correcting error according to claim 1 or 2 or 3 or 4, it is characterized in that: the step
In rapid S6, the giant (3) in each soil discharge channel (2) washes away 1-2 times daily, and washes by water using every hole, every well.
6. a kind of remote open caisson casting method for correcting error according to claim 1, it is characterized in that: in the step S4, first
It opens up and is open on deep-well (1), further according to correction scheme, adjust steel conduit direction, beaten steel conduit by hydraulic device
Enter into soil, portion of letting the hair grow, again to squeezing into soil, will complete to beat steel conduit after the welding up of another section of steel conduit with this
Enter to corresponding depth and position, the soil in steel conduit is discharged finally by giant (3).
7. a kind of remote open caisson casting method for correcting error according to claim 1, it is characterized in that: in the step S8,
The designated position on building basis opens up stake position hole, and prefabricated pile (7) driven pile position Kong Zhonghou uses microdilatancy early strength concrete
(10) reality is poured；The openings of sizes suitable for reading in stake position hole is open less than lower mouth, and the length of the prefabricated pile (7) is 10-20m, with
The stake end of prefabricated pile (7) enters subject to supporting course.
8. a kind of remote open caisson casting method for correcting error according to claim 7, it is characterized in that: the prefabricated pile (7)
Top, which is supported, is equipped with envelope pile pier (8), and the surface of the envelope pile pier (8) is provided with several bulge loops.
9. a kind of remote open caisson casting method for correcting error according to claim 8, it is characterized in that: the surrounding in stake position hole
Four counter-force anchor poles (9) are provided with, are welded with connecting rod (91) on the two counter-force anchor poles (9) being diagonally arranged, the counter-force anchor pole
(9), connecting rod (91), envelope pile pier (8) and prefabricated pile (7) are poured by microdilatancy early strength concrete (10) builds up an entirety.
10. a kind of remote open caisson casting method for correcting error according to claim 1, it is characterized in that adding in the step S3
Gu processing are as follows: be provided with strengthened ring beam (5) on the deep-well (1) side wall, the prominent ground in the top of the strengthened ring beam (5) is set
It sets, the strengthened ring beam (5) is that steel reinforcement cage is bone, the reinforced concrete structure that early strong concrete is flesh and blood；Deep-well (1) bottom is set
It is equipped with rock-fill (11), the bottom of the strengthened ring beam (5) is provided with the blade foot (52) facilitated insertion into rock-fill (11)；
The bottom of the strengthened ring beam (5) is provided with bottom plate (51), and the bottom plate (51) is located above blade foot (52) between blade foot (52)
Form filling space；The bottom plate (51) is connect between rock-fill (11) by plain concrete bed course (12).
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107964991B (en) * | 2017-11-23 | 2019-12-24 | 杭州敦固建筑特种工程有限公司 | Building forced landing deviation correcting equipment and method using equipment |
| CN108824468A (en) * | 2018-08-23 | 2018-11-16 | 中铁六局集团广州工程有限公司 | Open caisson and its construction method |
| CN109881722A (en) * | 2019-03-20 | 2019-06-14 | 上海华铸地基技术有限公司 | It is a kind of to utilize Large-diameter Steel open caisson deviation rectification construction method |
| CN110004963B (en) * | 2019-04-18 | 2024-02-06 | 郑州市市政工程总公司 | Deviation rectifying and preventing alarm system and deviation rectifying method for sinking process of sinking well |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1157873A (en) * | 1996-12-31 | 1997-08-27 | 林礼 | Straightening method for inclined house on soft ground foundation |
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2017
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Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1157873A (en) * | 1996-12-31 | 1997-08-27 | 林礼 | Straightening method for inclined house on soft ground foundation |
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