CN104631470A - Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel - Google Patents
Deep foundation pit combination retaining and protecting construction method for geology with high water level and large particle size sand gravel Download PDFInfo
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- CN104631470A CN104631470A CN201410828811.0A CN201410828811A CN104631470A CN 104631470 A CN104631470 A CN 104631470A CN 201410828811 A CN201410828811 A CN 201410828811A CN 104631470 A CN104631470 A CN 104631470A
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- foundation ditch
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- churning
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- 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
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
Abstract
The invention discloses a deep foundation pit combination supporting construction method for geology with high water level and large particle size sand gravel. High pressure jet grouting pile construction is conducted outside a foundation ditch retaining and protecting system, by means of a triple placing method, cement paste is injected into underground soil filling layer and sand gravel gaps, after solidifying, secant pile wall and retention wall are formed, the underground water is prevented outside the periphery the foundation ditch retaining and protecting system, and conditions are created for the construction of a support pile; when the strength of outer side jet grouting pile meets design requirements, a long auger drilling cast-in place pile begin to be constructed close to the inner side of the jet grouting pile; after perfusion pile beings maintained for 15 days, jet grouting pile construction begins to conduct to make up partial failure of waterproof curtain of the jet grouting pile in construction of retaining and protecting pile, and retaining and protecting strength and water interception effect of the retaining and protecting system are increased; at last, in an earth excavation process, bar-mat reinforcement sprayed concrete slope protection and construction of dewatering well, open trench and water-collecting well in the foundation ditch are completed well, multiple retaining and protecting forms are used for combining construction and interaction. Accordingly, the problems of retaining and protecting the geology with high water level and large particle size sand gravel and processing the geology are solved.
Description
Technical field
The present invention relates to the realm of building construction, specifically a kind of high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method.
Background technology
Along with China's rapid development of economy, land resources is more and more in short supply, construction work descends spatial development more and more appulsively, complicated geological environment can be run into unavoidably, for high water level, Large stone sand gravel complicated geological, job site periphery adjoining building simultaneously, the effective support of foundation ditch is by the safety of relation engineering construction, quality and progress, also be guarantee the non-settling key of periphery existing building ground, because groundwater table is high, the water yield is large, sand gravel content is many, cause selectable support form limited, find through experimental study simultaneously, under this geological conditions, soldier pile pore-forming, during bore forming, difficulty is large.
Summary of the invention
In order to make up prior art problem, the invention provides a kind of water level Large stone sand gravel geology deep foundation ditch combination supporting construction method, utilize various support forms combination construction, interact, to solve the difficult problem such as the supporting of high water level Large stone sand gravel geology foundation ditch, the process of ground.
Object of the present invention can be achieved through the following technical solutions:
High water level Large stone sand gravel geology deep foundation ditch combination supporting construction method, comprises the following steps:
1.1 preparation of construction
The geotechnical investigations report of research construction area, understand the structure of soil layer, distribution and performance indications, groundwater occurrence situation, find out all kinds of underground installation, the locus of surrounding building, form of structure, embedded depth of foundation, type of foundation, judge that supporting affects it, mechanical equipment installation puts in place and works well, and required various material all puts in place according to plan;
1.2 surveying setting-out
Carry out building axis location according to guide pile and draw horizontal control network, with total powerstation by the axis pilot measurement of building on surrounding building wall, according to building axis release outside rotary churning pile, soldier pile construction axis and axial line control stake is embedded in outside boundary of works area, according to datum mark, surveying and locating is carried out to stake axis, Kong Wei, aperture elevation, the reference point of each axis is projected to safe and reliable and be convenient to observe position, mark position, hole with timber, and Unified number is carried out to boring;
1.3 rotary churning pile water stopping curtain constructions
1.3.1, preparation of construction
After on-the-spot confirmation pipeline position, excavate the miscellaneous fill within construction plant below ground 2 meters, then flatten, tamp, reasonable Arrangement construction machinery, transfer pipeline and power circuit position, guarantee " three supplies and one leveling " of construction plant simultaneously;
1.3.2, stake position setting-out
Measure the control point of jet grouting pile construction with total powerstation before construction, and carry out mark, through repetition measurement test line qualified after, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, ensure that stake holes center shift variance is less than 50mm;
1.3.3, driller insertion
After driller insertion, leveling, centering are carried out to rig, the verticality of adjustment rig, ensure that drilling rod is consistent with stake position, deviation is less than 10mm, borehole perpendicularity error is less than 0.3%, debugging air compressor machine, slush pump before boring, makes equipment operation normal, verification run of steel, and with red paint at boring tower other mark depth line, ensure that at the bottom of hole, absolute altitude meets projected depth;
1.3.4, draw hole drill to enter
Before drilling machine construction, sand gravel carries out draw hole, drilling rod joint number to have been recorded in detail in boring procedure, ensure the accurate of drilling depth, after having holed, rig is removed, adopt plastic pipe to insert aperture also with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter among boring;
1.3.5, churning chassis is in place
After spud carriage shifting being arrived the position of boring, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk central authorities by nature;
1.3.6 interview spray,
After boring acceptance(check), before preparing to enter shower nozzle and spray boom under in boring, must interview spray with carrying out, whether good to check that high-pressure pump runs, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have No leakage;
1.3.7 enter to spray tool,
After ground is debugged, nozzle is protected, prevent spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.3.8, test pile
Carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter, test pile quantity is no less than 2, and particular location is determined according to on-site actual situations;
1.3.9, mix cement slurries
Slurrying adopts homogenizer to carry out secondary stirring, abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.3.10, rotary jet grouting
When starting jet grouting, plant equipment should be started according to the sequencing of slurry, gas, water, first in boring, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry, in churning lifting process, according to different soil layers, adjustment churning parameter;
1.3.11, rig displacement
Churning stops churning when rising to design stake top mark height, and promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.4, long screw auger drilling deposited pile construction
1.4.1, surveying setting-out
Stake position is put and is established deviation <1cm, and can construct after checking and accepting signature by the second errorless Hou Bao supervisor in people's repetition measurement stake position;
1.4.2, pore-forming
After A, driller insertion, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig, by two good drilling rod verticality of plumb bob double-direction control, qualifiedly steadily to creep into afterwards, and during the firm kiss the earth of drill bit, first close drill bit sealing, running speed wants slow;
B, the earthwork got out are cleared up in time, and the unified place of specifying of transferring to is stacked;
C, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth to designing requirement and soil layer, check and accept can carry out concrete perfusion construction through site supervision person;
1.4.3, concrete pumping material pile
Pumping of concrete carries out continuously, and the concrete height in ground stock bucket lower than 40cm, when lifting drilling rod connecting is near the ground, must not slows down and put forward pipe speed and clear up aperture dregs in time;
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, reinforcing cage is elongated reinforcing bar, and joint adopts welding, and during welding, same cross section piece-ups must not more than 50%, double welded joint length >=6d, and inconel weld >=12d, d is bar diameter, and stirrup adopts spiral stirrup, main muscle and stirrup colligation;
B, concrete slurry, after stake holes is filled along with auger rises by force (forcing) pump, lifts reinforcing cage immediately, through the reinforcing cage of spot welding moulding sling placed in the middle after can insert concrete certain depth by deadweight, cage is longer when maybe cannot be pressed into by conducting oneself with dignity, can add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
In poured support stake maintenance after 15 days, start jet grouting pile construction between stake:
1.5.1, before drilling machine construction, sand gravel carries out draw hole, in boring procedure, record drilling rod joint number, ensure the accurate of drilling depth;
1.5.2, holed after, rig is removed, adopts plastic pipe to insert aperture and with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture;
1.5.3 after, by spud carriage shifting arriving the Position Approximate of holing, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk is central by nature;
1.5.4, boring acceptance(check) after, prepare to boring under enter shower nozzle and spray boom before, interview spray with carrying out;
1.5.5, after ground debugs, nozzle is protected, prevents spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopts homogenizer to carry out secondary stirring, abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.5.8, when starting jet grouting, start plant equipment according to the sequencing of slurry, gas, water, first in holing, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry, stop churning when churning rises to design stake top mark height, promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.6, shotcrete with steel bar nets construction
1.6.1, reinforced mesh to fixedly secure on the wall of limit and the protective layer thickness requirement conformed with the regulations, steel mesh reinforcement, reinforcing rib and domatic joint bar firm and reliable connection;
1.6.2, jetting cement match ratio determined by test, and maximum size of coarse aggregate is no more than 12mm, and water/binder ratio should not be greater than 0.45, and sprayed mortar is penetrated apart from being 0.6 ~ 1.2m, progressively sprays by after forward direction, prevents reinforced mesh to leak outside corrosion;
1.6.3, according to field environmental condition, carry out the maintenance of sprayed mortar, as watered, fabric covers water seasoning method, and curing time is 5 ~ 7 days;
1.7, dewatering well and observation well construction
1.7.1, cloth 14 mouthfuls of dewatering wells in foundation ditch, spacing is 15 meters, arranges 5 mouthfuls of observation wells outside rotary churning pile;
1.7.2, dewatering well and observation well diameter are 800mm, the initial elevation of well of dewatering well is nature ground, after excavation of foundation pit to projected depth, in foundation ditch, the elevation of well is absolute altitude+0.2m at the bottom of foundation ditch, the following well depth 5m of absolute altitude at the bottom of foundation ditch, observing the initial elevation of well of well is nature ground, and well depth is for arriving groundwater table absolute altitude-0.5m;
1.7.3, hole excavation prerequisite the last fortnight carries out precipitation, and guarantee that each stage excavation face of foundation ditch is without open fire, in foundation ditch, water lev el control absolute altitude is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4 groundwater table should, to be measured in pump-out and foundation ditch during excavation of foundation pit every day on the impact of surrounding building.Every day observed stage change, as found, SEA LEVEL VARIATION is abnormal, should analyze reason, search breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation point is arranged in foundation pit deformation larger part, and top, slope, every segment base hole observation point spacing is not more than 25m, and top, slope, every segment base hole observation point is no less than 3, and every solitary building observation point is no less than 6;
1.8.2, deformation observation point need bury underground before rotary churning pile, soldier pile and soil excavation, and monitoring in 2 ~ 5 days once;
1.9, check and accept.
Further, adopt truck-mounted drilling rig to carry out drawing hole drill when drawing hole to enter.
Preferably, described plastic pipe is the pvc pipe of length 500mm, diameter 50mm.
Preferably, injecting paste material adopts PO42.5 class g cement, cement mixed weight 240kg/m, water/binder ratio 1.0, water pressure 20 ~ 30MPa, air pressure 0.7PMa, slurry pressure 0.5 ~ 3MPa, Grouting Pipe hoisting velocity 10cm/min, rotary speed is 10r/min, and nozzle diameter is not more than 2.2mm.
Further, because this engineering geology is sand gravel geology, space is comparatively large, adopts and jumps hole construction.
Further, the concrete of marching into the arena must meet design and code requirement, and slump controls at 160 ~ 200mm, and has good workability, mobility, field test slump, and undesirable concrete must not be used for engineering construction.
Further, in order to ensure to lift rigidity, set up a stiffener, and to the reinforcing cage compared with timber pile footpath in Heave Here, per pass reinforcing rib is set up " ten " word together and is strengthened supporting, and welds to connect firmly to form skeleton with reinforcement stirrup.
Preferably, lacing wire adopts HRB335 reinforcing bar.
Further, following requirements must be met in observation cycle simultaneously:
(1), monitor once in 24 hours after every layer of soil excavation;
(2), monitor after rain once;
(3), distortion is accelerated and is encrypted observation frequency when not restraining;
(4), after excavation of foundation pit to design elevation, after deformation observation value tends towards stability, interval monitoring in 3 days, 7 days once, and after two weeks, monitoring in 15 days once, is monthly observed once later.
Further, observe Well Water Level observation early warning value need meet the following requirements:
(1), the construction period should observe the following soil layer mixing water level of 2. layer.As depth to water is less than 2 meters, designing unit should be notified in time;
(2) the following soil layer mixing water level of 2. layer, with the construction period should be observed for benchmark, and SEA LEVEL VARIATION early warning value is ± 0.5m.
Beneficial effect of the present invention:
(1), according to on-the-spot underground water feature, first outside support system, construction high-pressure rotary-spray pile water stopping curtain, first underground water is blocked in outside support system, the adverse effect of pore-forming, the pile when mobility reducing underground water is constructed to soldier pile, thus create favorable conditions for soldier pile construction;
(2), after high-pressure rotary jet grouting pile intensity reaches designing requirement, due to sand gravel geology and particle diameter is larger, the construction of selection long screw auger drilling deposited pile, utilizes the disposable boring of bored pile to put in place and pump fills with the high construction characteristic of concrete pile efficiency, rapid construction soldier pile system;
(3), until rotary churning pile, soldier pile construction terminates and reach design strength requirement after, secondary high-pressure jet grouting pile construction is carried out between soldier pile, make up the local failure to a rotary churning pile water stopping curtain in soldier pile construction, enhance support system integer support intensity and the effect that intercepts water;
(4) jet grouting pile construction, is utilized to reach the effect that tentatively intercepts water, carry out soldier pile construction again, start secondary jet grouting pile construction subsequently, in the mode of combination construction, coordinate steel mesh reinforcement to spray open drain in slope protection construction and foundation ditch, collecting well, catch pit construction, solve the deep foundation pit support difficult problem under high water level, Large stone sand gravel geological environment smoothly.
Accompanying drawing explanation
Fig. 1 is present invention process flow chart.
Fig. 2 is that rotary churning pile water stopping curtain of the present invention arranges schematic diagram.
1, Φ 900 drilled pile, 2, Φ 700 drilled pile.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiments of the invention are described in detail, but the multitude of different ways that the present invention can be defined by the claims and cover is implemented.
As shown in Figure 1, the invention provides a kind of high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method, comprise the following steps:
1.1 preparation of construction
The geotechnical investigations report of research construction area, understands the structure of soil layer, change and the regularity of distribution and Physical and mechanical properties index (natural unit weight, natural moisture content, void ratio, transmission coefficient, modulus of compressibility, cohesive strength, angle of internal friction etc.); Aquifer and water proof be position, buried depth and distribution situation layer by layer, and the nourishment condition situation etc. in each aquifer (comprising perched water, diving, artesian water), find out all kinds of underground installations of foundation ditch periphery, comprise upper and lower water, cable, coal gas, sewage, rainwater, the distribution of pipeline or pipeline, finds out the locus of surrounding building, form of structure, embedded depth of foundation, type of foundation, judges that supporting affects it, various mechanical equipment installation puts in place and works well, and required various material all puts in place according to plan;
1.2 surveying setting-out
Carry out building axis location according to the guide pile that urban planning authority provides and draw horizontal control network.Horizontal control network should follow first entirety, rear local, and high accuracy controls the principle of low precision; Lay horizontal control network to carry out according to general layout plan, mixture proportioning in construction, basis and first floor construction plan; Reconnaissance should be selected in sighting condition place that is good, that safely, easily protect; Stake position should arrange firmly, and perform mark with red paint, with total powerstation by the axis pilot measurement of building on surrounding building wall, according to building axis release outside rotary churning pile, soldier pile construction axis and axial line control stake is embedded in outside boundary of works area, before jet grouting pile construction, the datum mark that survey crew should provide according to design document and owner, surveying and locating is carried out to stake axis, Kong Wei, aperture elevation, the reference point of each axis is projected to safe and reliable and be convenient to observe position, mark position, hole with timber, and Unified number is carried out to boring;
1.3 rotary churning pile water stopping curtain constructions
Be illustrated in figure 2 rotary churning pile water stopping curtain of the present invention and arrange schematic diagram, Specific construction step is as follows:
1.3.1, preparation of construction
Adopt three tube method churnings, first should send water under high pressure, send cement paste and compressed air again; After first should reaching predetermined expulsion pressure, whitewashing during injection, then hoisting grouting pipe gradually, the lap length that Grouting Pipe segmentation promotes must not be less than 100mm; When reaching design stake heights of roofs or ground occurs overflowing slurry phenomenon, the churning work of current stake should be stopped immediately, and churning pipe is extracted and detergent line, formally march into the arena before constructing, after on-the-spot confirmation pipeline position, excavate the miscellaneous fill within construction plant below ground 2 meters, then flatten, tamp; Reasonable Arrangement construction machinery, transfer pipeline and power circuit position, guarantee " the three supplies and one leveling of construction plant simultaneously;
1.3.2, stake position setting-out
Measure the control point of jet grouting pile construction with total powerstation before construction, and carry out mark, through repetition measurement test line qualified after, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, ensure that stake holes center shift variance is less than 50mm;
1.3.4 blowdown and mortar mixing system, is built
Will produce in jet grouting pile construction process 10 ~ 20% return slurry amount, introduced by waste pulp in sedimentation basin, the clear water after precipitation can carry out nuisanceless discharge according to site condition.The earth of precipitation is then transported in the lump when excavation pit.Whole audience sewage disposal system is included in precipitation and blowdown unification in, and mortar mixing system is mainly arranged near cement, is convenient to operation, primarily of mortar mixing equipment, mortar storage facilities, slurry delivery equipment composition;
1.3.4, driller insertion
After driller insertion, carry out leveling, centering to rig, the verticality of adjustment rig, ensure that drilling rod is consistent with stake position, deviation should within 10mm, and borehole perpendicularity error is less than 0.3%; Air compressor machine, slush pump should be debugged before boring, make equipment operation normal; Verification run of steel, and with red paint at boring tower other mark depth line, ensure that at the bottom of hole, absolute altitude meets projected depth;
1.3.5, draw hole drill to enter
Before drilling machine construction, should first carry out drawing hole on sand gravel, adopt truck-mounted drilling rig to carry out drawing hole drill according to this engineering characteristic to enter, drilling rod joint number to be recorded in detail in boring procedure, ensure the accurate of drilling depth, after having holed, rig is removed, adopt length 500mm, diameter 50mmPVC pipe to insert aperture also with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture, in order to avoid construction is given up, slurry and on-the-spot foreign matter enter among boring;
1.3.5, churning chassis is in place
After spud carriage shifting being arrived the position of boring, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk central authorities by nature;
1.3.6 interview spray,
After boring acceptance(check), before preparing to enter shower nozzle and spray boom under in boring, must interview spray with carrying out, whether good to check that high-pressure pump runs, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have No leakage;
1.3.7 enter to spray tool,
After ground is debugged, manage nozzle to be protected (first with transparent adhesive tape wrapping slurry gas-water tap, then wrapping up shower nozzle with on-the-spot discarded cement package bags), prevent spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.3.8, test pile
Carry out test pile before jet grouting pile construction, determine the construction parameters such as churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter.This engineering injecting paste material adopts PO42.5 class g cement, cement mixed weight 240kg/m, water/binder ratio 1.0, water pressure 20 ~ 30MPa, air pressure 0.7PMa, slurry pressure 0.5 ~ 3MPa, Grouting Pipe hoisting velocity 10cm/min, rotary speed is about 10r/min, and nozzle diameter is not easily greater than 2.2mm, test pile quantity is no less than 2, and particular location is determined according to on-site actual situations;
1.3.9, mix cement slurries
Grouting agent adopts 42.5 Portland cements, and the water/binder ratio of cement grout adopts 1.0, and the water that the slurry that mixes cement is used should meet the regulation of " mixing concrete water " (JGJ63-89).Slurrying adopts homogenizer to carry out secondary stirring, first abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.3.10, rotary jet grouting
When starting jet grouting, plant equipment should be started according to the sequencing of slurry, gas, water, first in boring, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry, if sequencing is put upside down, silt particle is easy to the slurry pipe that enters in spray boom and causes blocked shot phenomenon.
Spray tool arrives after at the bottom of hole, adjusts pressure as early as possible, makes it the pressure reached rapidly needed for normal construction.During beginning, keep spray boom to rest at the bottom of hole and constantly rotate, when cement grout is emerged in aperture, then start to promote spray tool according to construction technical data;
In jet grouting process, after laying down a spray boom, when continuing grouting, nozzle position must be over below shower nozzle origin-location 0.5m, so that whole rotary churning pile overlap joint evenly;
Operating personnel and pulp feeding system are assumed unified command of by site operation person, each side personnel close fit, and carry out on-the-spot original record;
Grouting board operating personnel accomplish skillfully to grasp relevant technologies parameter, and under the guidance of builder and technician at the scene, according to situation change in hole depth and hole, in time adjustment relevant technologies parameter, Timing measurement enters slurry and overfall proportion;
Carry out the observation work of pressure and flow at any time, record faithfully the parameters of high pressure grouting and the anomaly of appearance on request.
In churning lifting process, can according to different soil layers, adjustment churning parameter.
This engineering geology is sand gravel geology, and space is comparatively large, adopts and jumps hole construction.
Secondary grouting should be carried out during string hole grout;
1.3.11, rig displacement
Churning stops churning when rising to design stake top mark height, and promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.4, long screw auger drilling deposited pile construction
1.4.1, surveying setting-out
Surveying setting-out, stake position is put and is established deviation <1cm, and can construct after checking and accepting signature by the second errorless Hou Bao supervisor in people's repetition measurement stake position;
1.4.2, pore-forming
After A, driller insertion, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig, by two good drilling rod verticality of plumb bob double-direction control, qualifiedly steadily to creep into afterwards, and during the firm kiss the earth of drill bit, first close drill bit sealing, running speed wants slow;
B, normal rate of penetration can be controlled in 1 ~ 1.50m/min, and in drilling process, as run into bit freezing, rig rocks, offset, and should stop brill and ascertain the reason, can continue to creep into after taking corrective action;
C, the earthwork got out are cleared up in time, and the unified place of specifying of transferring to is stacked;
D, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth to designing requirement and soil layer, check and accept can carry out concrete perfusion construction through site supervision person;
1.4.3, concrete pumping material pile
Ground pump riding position should be reasonable, the pipeline of delivering concrete reduces bend pipe as far as possible, in order to delivering concrete, the concrete of marching into the arena must meet design and code requirement, slump should control at 160 ~ 200mm and have good workability, mobility, field test slump, undesirable concrete must not be used for engineering construction, pumping of concrete carries out continuously, concrete height in ground stock bucket must not lower than 40cm, when lifting drilling rod connecting is near the ground, slow down and put forward pipe speed and clear up aperture dregs in time to ensure pile crown concrete quality, special messenger is responsible for observation pump pressure and rig promotes situation, drilling rod hoisting velocity should match with rate of pumping, perfusion hoisting velocity controls at 2.5m/min, forbid first to carry and bore rear material filling, guarantee pile quality,
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, reinforcing cage is elongated reinforcing bar, and joint adopts welding, will notice that same cross section piece-ups must not more than 50% during welding, double welded joint length >=6d, inconel weld >=12d, d is bar diameter, and stirrup adopts spiral stirrup, main muscle and stirrup colligation, in order to ensure to lift rigidity, set up a stiffener in Heave Here, and to the reinforcing cage compared with timber pile footpath, per pass reinforcing rib is set up " ten " word together and is strengthened supporting, and welds to connect firmly to form skeleton with reinforcement stirrup;
B, concrete slurry, after stake holes is filled along with auger rises by force (forcing) pump, lifts reinforcing cage immediately.Require smooth operation when reinforcing cage is installed, prevent reinforcing cage from deforming; When transferring reinforcing cage, center, mating holes position is put down gently, is put slowly, forbid raised pelter, transfer by force, prevent from, bending or collision hole wall.Through the reinforcing cage of spot welding moulding sling placed in the middle after can insert concrete certain depth by deadweight, cage is longer when maybe cannot be pressed into by conducting oneself with dignity, can add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
In poured support stake maintenance after 15 days, start jet grouting pile construction between stake:
1.5.1, before drilling machine construction, should first carry out drawing hole on sand gravel, in boring procedure, drilling rod joint number will have been recorded in detail, ensure the accurate of drilling depth;
1.5.2, holed after, rig is removed, adopts length 500mm, diameter 50mm pvc pipe to insert aperture and with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter among boring;
1.5.3 after, by spud carriage shifting arriving the Position Approximate of holing, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk is central by nature;
1.5.4, after boring acceptance(check), before preparing to enter shower nozzle and spray boom under in boring, must interview spray with carrying out, whether good to check that high-pressure pump runs, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have No leakage;
1.5.5, after ground debugs, manage nozzle to be protected, prevent spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine the construction parameters such as churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopts homogenizer to carry out secondary stirring, first abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.5.8, when starting jet grouting, plant equipment should be started according to the sequencing of slurry, gas, water, first in holing, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry.If sequencing is put upside down, silt particle is easy to the slurry pipe that enters in spray boom and causes blocked shot phenomenon, stops churning when churning rises to design stake top mark height, and promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.6, shotcrete with steel bar nets construction
1.6.1, lacing wire adopts HRB335 reinforcing bar.Reinforced mesh should to fixedly secure on the wall of limit and the protective layer thickness requirement conformed with the regulations, and steel mesh reinforcement, reinforcing rib are connected with domatic joint bar should be solid and reliable;
1.6.2, jetting cement match ratio should be determined by test, and maximum size of coarse aggregate is no more than 12mm, and water/binder ratio should not be greater than 0.45 sprayed mortar and penetrate apart from 0.6 ~ 1.2m, progressively should spraying by after forward direction, prevents reinforced mesh to leak outside corrosion;
1.6.3, according to field environmental condition, carry out the maintenance of sprayed mortar, as watered, fabric covers water seasoning method, and curing time is 5 ~ 7 days;
1.7, dewatering well and observation well construction
1.7.1, cloth 14 mouthfuls of dewatering wells in foundation ditch, spacing is 15 meters.5 mouthfuls of observation wells are arranged outside rotary churning pile;
1.7.2, dewatering well and observation well diameter are 800mm, the initial elevation of well of dewatering well is nature ground, after excavation of foundation pit to projected depth, in foundation ditch, the elevation of well is absolute altitude+0.2m at the bottom of foundation ditch, the following well depth 5m of absolute altitude at the bottom of foundation ditch, observing the initial elevation of well of well is nature ground, and well depth is for arriving groundwater table absolute altitude-0.5m;
1.7.3, hole excavation prerequisite the last fortnight carries out precipitation, and guarantee that each stage excavation face of foundation ditch is without open fire, in foundation ditch, water lev el control absolute altitude is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4 groundwater table should, to be measured in pump-out and foundation ditch during excavation of foundation pit every day on the impact of surrounding building.Every day observed stage change, as found, SEA LEVEL VARIATION is abnormal, should analyze reason, search breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation point is arranged in foundation pit deformation larger part, and top, slope, every segment base hole observation point spacing is not more than 25m, and top, slope, every segment base hole observation point is no less than 3, and every solitary building observation point is no less than 6;
1.8.2, deformation observation point need bury underground before rotary churning pile, soldier pile and soil excavation, and monitoring in 2 ~ 5 days once;
Following requirements must be met in observation cycle simultaneously:
(1), monitor once in 24 hours after every layer of soil excavation.
(2), monitor once after rain
(3), distortion is accelerated and is encrypted observation frequency when not restraining.
(4), after excavation of foundation pit to design elevation, after deformation observation value tends towards stability, interval monitoring in 3 days, 7 days once, and after two weeks, monitoring in 15 days once, is monthly observed once later.
According to engineering soil condition, foundation pit deformation early warning value must meet design calculation and surrounding building to the deformation requirements of foundation ditch.
Observe Well Water Level observation early warning value must meet the following requirements:
(1) construction period should observe the following soil layer mixing water level of 2. layer.As depth to water is less than 2 meters, designing unit should be notified in time.
(2) the following soil layer mixing water level of 2. layer should be observed for benchmark with the construction period, SEA LEVEL VARIATION early warning value is ± 0.500m.
1.9, check and accept.
The present invention is applicable to that groundwater table is high, the foundation pit supporting project of sand gravel complicated geological, periphery adjoining building.
Claims (10)
1. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method, is characterized in that, comprise the following steps:
1.1 preparation of construction
The geotechnical investigations report of research construction area, understand the structure of soil layer, distribution and performance indications, groundwater occurrence situation, find out all kinds of underground installation, the locus of surrounding building, form of structure, embedded depth of foundation, type of foundation, judge that supporting affects it, mechanical equipment installation puts in place and works well, and required various material all puts in place according to plan;
1.2 surveying setting-out
Carry out building axis location according to guide pile and draw horizontal control network, with total powerstation by the axis pilot measurement of building on surrounding building wall, according to building axis release outside rotary churning pile, soldier pile construction axis and axial line control stake is embedded in outside boundary of works area, according to datum mark, surveying and locating is carried out to stake axis, Kong Wei, aperture elevation, the reference point of each axis is projected to safe and reliable and be convenient to observe position, mark position, hole with timber, and Unified number is carried out to boring;
1.3 rotary churning pile water stopping curtain constructions
1.3.1, preparation of construction
After on-the-spot confirmation pipeline position, excavate the miscellaneous fill within construction plant below ground 2 meters, then flatten, tamp, reasonable Arrangement construction machinery, transfer pipeline and power circuit position, guarantee " three supplies and one leveling " of construction plant simultaneously;
1.3.2, stake position setting-out
Measure the control point of jet grouting pile construction with total powerstation before construction, and carry out mark, through repetition measurement test line qualified after, lay stake position on the spot with steel ruler and survey line, and clench with timber, one one, ensure that stake holes center shift variance is less than 50mm;
1.3.3, driller insertion
After driller insertion, leveling, centering are carried out to rig, the verticality of adjustment rig, ensure that drilling rod is consistent with stake position, deviation is less than 10mm, borehole perpendicularity error is less than 0.3%, debugging air compressor machine, slush pump before boring, makes equipment operation normal, verification run of steel, and with red paint at boring tower other mark depth line, ensure that at the bottom of hole, absolute altitude meets projected depth;
1.3.4, draw hole drill to enter
Before drilling machine construction, sand gravel carries out draw hole, drilling rod joint number to have been recorded in detail in boring procedure, ensure the accurate of drilling depth, after having holed, rig is removed, adopt plastic pipe to insert aperture also with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture, in order to avoid the useless slurry of construction and on-the-spot foreign matter enter among boring;
1.3.5, churning chassis is in place
After spud carriage shifting being arrived the position of boring, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk central authorities by nature;
1.3.6 interview spray,
After boring acceptance(check), before preparing to enter shower nozzle and spray boom under in boring, must interview spray with carrying out, whether good to check that high-pressure pump runs, it is unobstructed whether grout pipe line seals, and spray boom, nozzle have No leakage;
1.3.7 enter to spray tool,
After ground is debugged, nozzle is protected, prevent spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.3.8, test pile
Carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter, test pile quantity is no less than 2, and particular location is determined according to on-site actual situations;
1.3.9, mix cement slurries
Slurrying adopts homogenizer to carry out secondary stirring, abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.3.10, rotary jet grouting
When starting jet grouting, plant equipment should be started according to the sequencing of slurry, gas, water, first in boring, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry, in churning lifting process, according to different soil layers, adjustment churning parameter;
1.3.11, rig displacement
Churning stops churning when rising to design stake top mark height, and promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.4, long screw auger drilling deposited pile construction
1.4.1, surveying setting-out
Stake position is put and is established deviation <1cm, and can construct after checking and accepting signature by the second errorless Hou Bao supervisor in people's repetition measurement stake position;
1.4.2, pore-forming
After A, driller insertion, carry out preliminary examination, bit central and pile position deviation are less than 20mm, then adjust rig, by two good drilling rod verticality of plumb bob double-direction control, qualifiedly steadily to creep into afterwards, and during the firm kiss the earth of drill bit, first close drill bit sealing, running speed wants slow;
B, the earthwork got out are cleared up in time, and the unified place of specifying of transferring to is stacked;
C, by the hole depth mark keyhole degree of depth on drilling rod, creep into the degree of depth to designing requirement and soil layer, check and accept can carry out concrete perfusion construction through site supervision person;
1.4.3, concrete pumping material pile
Pumping of concrete carries out continuously, and the concrete height in ground stock bucket lower than 40cm, when lifting drilling rod connecting is near the ground, must not slows down and put forward pipe speed and clear up aperture dregs in time;
1.4.4, fabrication of reinforcing cage and installation
The main muscle of A, reinforcing cage is elongated reinforcing bar, and joint adopts welding, and during welding, same cross section piece-ups must not more than 50%, double welded joint length >=6d, and inconel weld >=12d, d is bar diameter, and stirrup adopts spiral stirrup, main muscle and stirrup colligation;
B, concrete slurry, after stake holes is filled along with auger rises by force (forcing) pump, lifts reinforcing cage immediately, through the reinforcing cage of spot welding moulding sling placed in the middle after can insert concrete certain depth by deadweight, cage is longer when maybe cannot be pressed into by conducting oneself with dignity, can add electromagnetic shaker shake into;
1.5, secondary jet grouting pile construction
In poured support stake maintenance after 15 days, start jet grouting pile construction between stake:
1.5.1, before drilling machine construction, sand gravel carries out draw hole, in boring procedure, record drilling rod joint number, ensure the accurate of drilling depth;
1.5.2, holed after, rig is removed, adopts plastic pipe to insert aperture and with after the on-the-spot discarded filling clay of cement package bags, shutoff aperture;
1.5.3 after, by spud carriage shifting arriving the Position Approximate of holing, the plastic pipe of protection drilling orifice and bag of cement are opened, the rotating disk of adjustment churning chassis and overhead traveling crane, spray boom can be alignd with drilling orifice perpendicular through rotating disk is central by nature;
1.5.4, boring acceptance(check) after, prepare to boring under enter shower nozzle and spray boom before, interview spray with carrying out;
1.5.5, after ground debugs, nozzle is protected, prevents spray tool silt particle in lower hand-hole internal procedure from entering nozzle;
1.5.6, carry out test pile before jet grouting pile construction, determine churning speed of gyration, drilling rod hoisting velocity, grouting pressure, mud flow rate, grout coordinate ratio, nozzle diameter;
1.5.7, slurrying adopts homogenizer to carry out secondary stirring, abort and cement under the water/binder ratio specified is in agitator, after fully stirring, the proportion of cement grout is measured with hydrometer, second level agitator is flowed into by filtering after meeting the requirements, stir again, ensure that cement grout mixing time is no less than 50s, do not use the preparation rear time more than the slurries of 4h;
1.5.8, when starting jet grouting, start plant equipment according to the sequencing of slurry, gas, water, first in holing, carry cement paste by grouting pump, then carry gas with air compressor, finally carry clear water with high-pressure pump; When stopping jet grouting, then close down according to the sequencing of water, gas and electricity, slurry, stop churning when churning rises to design stake top mark height, promote drill bit and go out aperture, cleaning grouting pump and conveyance conduit, be then shifted rig;
1.6, shotcrete with steel bar nets construction
1.6.1, reinforced mesh to fixedly secure on the wall of limit and the protective layer thickness requirement conformed with the regulations, steel mesh reinforcement, reinforcing rib and domatic joint bar firm and reliable connection;
1.6.2, jetting cement match ratio determined by test, and maximum size of coarse aggregate is no more than 12mm, and water/binder ratio should not be greater than 0.45, and sprayed mortar is penetrated apart from being 0.6 ~ 1.2m, progressively sprays by after forward direction, prevents reinforced mesh to leak outside corrosion;
1.6.3, according to field environmental condition, carry out the maintenance of sprayed mortar, as watered, fabric covers water seasoning method, and curing time is 5 ~ 7 days;
1.7, dewatering well and observation well construction
1.7.1, cloth 14 mouthfuls of dewatering wells in foundation ditch, spacing is 15 meters, arranges 5 mouthfuls of observation wells outside rotary churning pile;
1.7.2, dewatering well and observation well diameter are 800mm, the initial elevation of well of dewatering well is nature ground, after excavation of foundation pit to projected depth, in foundation ditch, the elevation of well is absolute altitude+0.2m at the bottom of foundation ditch, the following well depth 5m of absolute altitude at the bottom of foundation ditch, observing the initial elevation of well of well is nature ground, and well depth is for arriving groundwater table absolute altitude-0.5m;
1.7.3, hole excavation prerequisite the last fortnight carries out precipitation, and guarantee that each stage excavation face of foundation ditch is without open fire, in foundation ditch, water lev el control absolute altitude is absolute altitude-0.5m at the bottom of foundation ditch;
1.7.4 groundwater table should, to be measured in pump-out and foundation ditch during excavation of foundation pit every day on the impact of surrounding building.Every day observed stage change, as found, SEA LEVEL VARIATION is abnormal, should analyze reason, search breakthrough;
1.8, deformation observation
1.8.1, slope deforming observation point is arranged in foundation pit deformation larger part, and top, slope, every segment base hole observation point spacing is not more than 25m, and top, slope, every segment base hole observation point is no less than 3, and every solitary building observation point is no less than 6;
1.8.2, deformation observation point need bury underground before rotary churning pile, soldier pile and soil excavation, and monitoring in 2 ~ 5 days once;
1.9, check and accept.
2. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, is characterized in that, adopts truck-mounted drilling rig to carry out drawing hole drill and enter when drawing hole.
3. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, it is characterized in that, described plastic pipe is the pvc pipe of length 500mm, diameter 50mm.
4. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, it is characterized in that, injecting paste material adopts PO42.5 class g cement, cement mixed weight 240kg/m, water/binder ratio 1.0, water pressure 20 ~ 30MPa, air pressure 0.7PMa, slurry pressure 0.5 ~ 3MPa, Grouting Pipe hoisting velocity 10cm/min, rotary speed is 10r/min, and nozzle diameter is not more than 2.2mm.
5. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, is characterized in that, because this engineering geology is sand gravel geology, space is comparatively large, adopts and jumps hole construction.
6. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, it is characterized in that, the concrete of marching into the arena must meet design and code requirement, slump controls at 160 ~ 200mm, and there is good workability, mobility, field test slump, undesirable concrete must not be used for engineering construction.
7. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, it is characterized in that, in order to ensure to lift rigidity, a stiffener is set up in Heave Here, and to the reinforcing cage compared with timber pile footpath, per pass reinforcing rib is set up " ten " word together and is strengthened supporting, and welds to connect firmly to form skeleton with reinforcement stirrup.
8. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, is characterized in that, lacing wire adopts HRB335 reinforcing bar.
9. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, is characterized in that, must meet following requirements in observation cycle simultaneously:
(1), monitor once in 24 hours after every layer of soil excavation;
(2), monitor after rain once;
(3), distortion is accelerated and is encrypted observation frequency when not restraining;
(4), after excavation of foundation pit to design elevation, after deformation observation value tends towards stability, interval monitoring in 3 days, 7 days once, and after two weeks, monitoring in 15 days once, is monthly observed once later.
10. high water level Large stone sand gravel geology deep foundation ditch combination supporting construction method according to claim 1, is characterized in that, observing Well Water Level observation early warning value need meet the following requirements:
(1), the construction period should observe the following soil layer mixing water level of 2. layer.As depth to water is less than 2 meters, designing unit should be notified in time;
(2) the following soil layer mixing water level of 2. layer, with the construction period should be observed for benchmark, and SEA LEVEL VARIATION early warning value is ± 0.5m.
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| CN113089655A (en) * | 2021-04-08 | 2021-07-09 | 启东建筑集团有限公司 | Construction method in three-pipe rotary spraying pile pit in flowing water environment |
| CN113982475A (en) * | 2021-10-28 | 2022-01-28 | 北京中地恒基建筑工程有限公司 | Well construction method for dewatering well |
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| CN104631470B (en) | 2016-05-18 |
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