CN101886393A - Construction method of combined foundation ditch support - Google Patents
Construction method of combined foundation ditch support Download PDFInfo
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- CN101886393A CN101886393A CN 201010225832 CN201010225832A CN101886393A CN 101886393 A CN101886393 A CN 101886393A CN 201010225832 CN201010225832 CN 201010225832 CN 201010225832 A CN201010225832 A CN 201010225832A CN 101886393 A CN101886393 A CN 101886393A
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- Prior art keywords
- reaming
- draw
- stretch
- foundation ditch
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- 238000010276 construction Methods 0.000 title claims abstract description 43
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 37
- 239000010959 steel Substances 0.000 claims abstract description 37
- 239000004568 cement Substances 0.000 claims abstract description 34
- 238000005553 drilling Methods 0.000 claims abstract description 34
- 238000012544 monitoring process Methods 0.000 claims abstract description 13
- 239000003831 antifriction material Substances 0.000 claims abstract description 9
- 238000002156 mixing Methods 0.000 claims description 24
- 238000007569 slipcasting Methods 0.000 claims description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 17
- 238000003756 stirring Methods 0.000 claims description 17
- 238000000034 method Methods 0.000 claims description 14
- 238000004873 anchoring Methods 0.000 claims description 13
- 230000035515 penetration Effects 0.000 claims description 8
- 239000011230 binding agent Substances 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 239000004570 mortar (masonry) Substances 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 4
- 241000272165 Charadriidae Species 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 3
- 238000005336 cracking Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000011017 operating method Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 12
- 239000002002 slurry Substances 0.000 description 9
- 238000003780 insertion Methods 0.000 description 5
- 230000037431 insertion Effects 0.000 description 5
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000001771 impaired effect Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 229920000742 Cotton Polymers 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000003203 everyday effect Effects 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 230000036961 partial effect Effects 0.000 description 1
- 239000011505 plaster Substances 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
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- 210000004911 serous fluid Anatomy 0.000 description 1
- 238000010186 staining Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of a combined foundation ditch support, which is characterized by comprising the following construction steps of: (1) excavating a guide ditch; (2) putting a cement agitating pile driver in place; (3) performing construction by using the cement agitating pile driver; (4) daubing an antifriction agent; (5) inserting channel steel; (5) positioning an anchor eye; (7) performing drilling with a sleeve; (8) performing hydraulic reaming; (9) performing reaming and grouting; (10) inserting an anchor rod; (11) performing grouting; (12) manufacturing a gird; (13) performing traction and locking; and (14) monitoring the construction. The construction method is safe and has high reliability and a low construction cost.
Description
Technical field
The present invention relates to building operations, particularly a kind of construction method of combined foundation ditch support.
Background technology
The enlarged footing prestressed anchor is oblique pore-forming in soil layer, relies on the bond stress of frictional force, pull bar and anchoring body between the anchoring body and the soil body and the acting in conjunction of anchor rod strength to bear the load of partial action on supporting and protection structure.The enlarged footing prestressed anchor has changed the stress of foundation ditch, has reduced the wall displacement of foundation ditch hole, has safeguarded the stable of works.
Enlarged footing prestressed anchor and lock pin cement mixing pile combined foundation ditch support method are born load on the supporting and protection structure by the lock pin cement mixing pile on the one hand, by the enlarged footing prestressed anchor pulling force is delivered to the stable soil body on the other hand, be that anchor pole passes slide plane or the range of instability gos deep into soil body deep layer, utilization applies tension stress to anchor pole, makes anchoring body not be subjected to displacement trend.
Summary of the invention
At the deficiencies in the prior art, the purpose of this invention is to provide a kind of construction method of combined foundation ditch support, solve the pattern foundation pit supporting structure safety issue of soft clay area.
Construction sequence of the present invention comprises:
(1) excavation guide channel
According to the center line excavation work of the going along with sb. to guard him guide channel that setting-out goes out, the guide channel width determines that according to space enclosing structure thickness the guide channel degree of depth is 1～1.2m.
Guide-localization shaped steel is laid in guide channel both sides at excavation, makes the insertion position of bore position and channel-section steel on guide-localization shaped steel.Location shaped steel must be placed and fix, and interconnects fixing in case of necessity with spot welding.
(2) the cement mixing pile machine is in place
Behind the guide channel excavation, mixing pile machine is placed to assigned address and centering, make base level firm.
(3) cement mixing pile construction
Cement mixing pile construction technology program is as follows: bore down whitewashing → liftings and stir → repeat down to bore to whitewash → repeat to promote and stir → repeat down 1/3 long whitewashing of brill → repeat lifting stirring → rig to be shifted.
Cement mixing pile rig rate of penetration is 0.8～1.0m/min, and spray pressure is controlled at 0.4～0.6MPa, creep at the bottom of the stake behind the absolute altitude, and original place whitewashing 0.5min, counter-rotating at the uniform velocity promotes again.Hoisting velocity is 0.8～1.0m/min, at the uniform velocity is promoted to overhead 0.5m place, and the stirring several seconds makes pile crown evenly closely knit.
Water/binder ratio is controlled to be 0.75～0.85.
(4) smear anti-friction agent
Anti-friction agent evenly is applied to the channel-section steel surface 2～3 times, and thickness is 3mm.
(5) insert channel-section steel
Every stirring 1～2 pile just in time inserts channel-section steel, and stopping to be stirred to the pitching pile time is 25～30min.
(6) anchor hole location
Should be accurate when jumbolter is in place, base should be leveled up, and the angle of inclination of drilling rod is used compass and is checked, and angular deviation is not more than 2 °, and the discrepancy in elevation is no more than 30mm.
(7) sleeve pipe creeps into
Execute when boring drill bit and will aim at the bit-identify of bolthole hole under and bore, the biased difference of largest hole must not be greater than 100mm, and the application small-power is slowly crept into when initial, creep into about 500mm after, the correct for borehole direction, total power is crept into.
In the sleeve pipe drilling process, mud property is adjusted according to geological condition.When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
The rig rate of penetration is 0.3～0.5m/min, and rate of withdraw is 0.5～0.6m/min.
(8) waterpower reaming
Reaming is carried out with the run of steel merogenesis, reaming pressure is 25～28MPa, flow 90～100L/min, operating procedure is: creep into and draw hole → joint drilling rod and promote drilling rod → bore down once more in the back on earth, reaming from top to bottom, running speed be 200mm/min → joint drilling rod on earth after, reaming from bottom to top is to tubing depth again, hoisting velocity 200mm/min → push ahead this joint drilling rod installs the second joint drilling rod, enters the second joint reaming operation.
(9) reaming slip casting
After treating that the waterpower reaming finishes, high-pressure water tap is connected the cement paste that configures, begin upwards reaming slip casting at the bottom of the hole, be promoted to tubing depth and promptly stop, the cement paste water/binder ratio is 0.45, and pressure is 25～28MPa.
(10) insert anchor pole
Take out drilling rod after reaming slip casting finishes immediately, cast anchor, and extract sleeve pipe immediately.
(11) slip casting
The slip casting process adopts stable low～medium grouting speed, and grouting pressure is enlarged to 2.0MPa gradually from the 0.5MPa of beginning.
(12) make grit
Grit is close to vertical lock pin cement mixing pile, and grit foundation trench width should be than the roomy 100mm of grit.Lay the thick mortar of 20mm in the foundation trench as leveling layer, the part is built on stilts then adopts the embedding of M7.5 mortar flag stone to mend if meet, and carries out the grit reinforcing bar binding then thereon.
(13) tensioning fixation
Behind anchor pole maintenance 8d～10d, when anchoring body intensity greater than 15M Pa, and be not less than 75% of predetermined strength, can carry out pre-stretch-draw.
Stressing sequence is taked as follows: get 10% predetermined axial force earlier and carry out pre-stretch-draw.By 10% loading step by step of pre-constant load, the observation time of every grade of load and is waited to be out of shape and can be carried out the stretch-draw of next stage load after stable more than 5min during stretch-draw.Anchor pole locks by 70% of predetermined bearing capacity after holding year 5min by predetermined bearing capacity 100% stretch-draw.
(14) construction monitoring
Content comprises:
1, the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2, the measurement of supporting displacement;
3, the observation of face of land cracking state;
4, the deformation measurement of facility such as nearby buildings and important pipeline and crack are observed;
5, the WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
The present invention has following characteristics:
1, have that dash, retaining soil, technology are simple, short construction period, characteristics that impervious ability is strong.
2, replace interior the support by the enlarged footing prestressed anchor, can reduce cost, improve execution conditions.
3, enlarged footing prestressed anchor draw-bar pull can be determined by the resistance to plucking test, therefore can guarantee enough degrees of safety.
4, channel-section steel is recyclable in the lock pin cement mixing pile utilizes again, reduces the base pit engineering cost.
Description of drawings
Fig. 1 construction flow chart
The specific embodiment
Fig. 1 is a construction flow chart.Describe in detail below in conjunction with accompanying drawing.
Wenzhou Hong Cheng mansion height is 34m, overall floorage 35880m
2, adopt the frame-shear wall structure, this project excavation of foundation pit degree of depth 6.40m, the excavation of foundation pit area is about 3900m
2, pattern foundation pit supporting structure is taked enlarged footing prestressed anchor and lock pin cement mixing pile combined method.
The embodiment technological principle is as follows:
Lock pin cement mixing pile and enlarged footing prestressed anchor form binary retaining fortifield village protection structure by grit, and this support system is controlled foundation pit deformation by integral rigidity.Keep off soil by the lock pin cement mixing pile on the one hand, on the other hand, the power of supporting and protection structure being born by the enlarged footing prestressed anchor passes to good ground, anchor pole is applied tension stress, help the bond stress of frictional force, pull bar and anchoring body between the anchoring body and the soil body and the acting in conjunction of anchor rod strength, make anchoring system keep stable.
The enlarged footing prestressed anchor is made up of anchor head, free section and anchoring section, is a kind of pulling force to be reached the structural system of steady soil, and anchor head is the parts that are used for the lock anchor draw-bar pull, is made up of ground tackle, supporting plate, nut etc.; Free section is the centre portion that the anchor head pulling force is reached anchoring section, by steel skein, injecting cement paste and anticorrosion contexture; The pulling force that anchoring section will act on anchor head passes to good ground.
Construction sequence comprises:
(1) excavation guide channel
According to the center line excavation work of the going along with sb. to guard him guide channel that setting-out goes out, the guide channel width is 1.5m, and the guide channel degree of depth is 1～1.2m.
Guide-localization shaped steel is laid in guide channel both sides at excavation, makes the insertion position of bore position and channel-section steel on guide-localization shaped steel.Location shaped steel must be placed and fix, and interconnects fixing in case of necessity with spot welding.
(2) the cement mixing pile machine is in place
Behind the guide channel excavation, mixing pile machine is placed to assigned address and centering, make base level firm, to reduce the level and the perpendicularity deviation of pile, guarantee the smooth insertion of channel-section steel.
(3) cement mixing pile construction
Cement mixing pile construction technology program is as follows: bore down whitewashing → liftings and stir → repeat down to bore to whitewash → repeat to promote and stir → repeat down 1/3 long whitewashing of brill → repeat lifting stirring → rig to be shifted.
Cement mixing pile rig rate of penetration is 0.8～1.0m/min, and spray pressure is controlled at 0.4～0.6MPa, creep at the bottom of the stake behind the absolute altitude, and original place whitewashing 0.5min, counter-rotating at the uniform velocity promotes again.Hoisting velocity is 0.8～1.0m/min, at the uniform velocity is promoted to overhead 0.5m place, and the stirring several seconds makes pile crown evenly closely knit.
Water/binder ratio is controlled to be 0.75～0.85, so that the smooth insertion of channel-section steel.
(4) smear anti-friction agent
Anti-friction agent evenly is applied to the channel-section steel surface 3 times, and thickness is 3mm.The channel-section steel surface can not have greasy dirt, always the rust or block rust staining.
The channel-section steel that has been coated with anti-friction agent should be avoided being out of shape excessive impaired with collision in the handling process.If find above-mentioned situation, coating in time before inserting pile body.
(5) insert channel-section steel
Before inserting channel-section steel, the guided way that is combined by shaped steel is installed, its limit mouth pastes with the rubber suitcase, to guarantee that channel-section steel can more vertically insert pile body and reduce the impaired of surperficial anti-friction agent.
Every stirring 1～2 pile just in time inserts channel-section steel, and stopping to be stirred to the pitching pile time is 25～30min.
The on-the-spot hammer press tool of preparing relies on deadweight to be difficult to insert under the situation that puts in place at channel-section steel and uses.
(6) anchor hole location
Should be accurate when jumbolter is in place, base should be leveled up, and the angle of inclination of drilling rod is used compass and is checked, and angular deviation is not more than 2 °, and the discrepancy in elevation is no more than 30mm.Should in the place, dig the gutter before the drilling construction, to avoid influencing construction because of mud arbitrarily discharges.
(7) sleeve pipe creeps into
Execute when boring drill bit and will aim at the bit-identify of bolthole hole under and bore, the biased difference of largest hole must not be greater than 100mm, and the application small-power is slowly crept into when initial, creep into about 500mm after, the correct for borehole direction, total power is crept into.For the angle of accurate keyhole, executing when boring and to make the bore angle Deviation Control in 2 ° by technician on duty with circumferentor control drilling rod direction.Drilling depth requires drilling depth to be not less than body of rod effective length by the control of marking on drilling rod, and is not more than design hole depth 200mm.
In the sleeve pipe drilling process, mud balance adopts 1.1 * 10
3Kg/m.
The rig rate of penetration is 0.3～0.5m/min, and rate of withdraw is 0.5～0.6m/min.
(8) waterpower reaming
After Sleeve drill enters the position, can descend drilling rod to carry out reaming, the following drilling rod degree of depth is greater than tubing depth.Just can carry out reaming when drilling rod is to cannula tip instantly.Reaming is the nozzle ejection water under high pressure by the drill bit place, and rotation utilizes waterpower to cut soil to reach the reaming purpose.Reaming is carried out with the run of steel merogenesis, reaming pressure is 25～28MPa, flow 90～100L/min, operating procedure is: creep into and draw hole → joint drilling rod and promote drilling rod → bore down once more in the back on earth, reaming from top to bottom, running speed be 200mm/min → joint drilling rod on earth after, reaming from bottom to top is to tubing depth again, hoisting velocity 200mm/min → push ahead this joint drilling rod installs the second joint drilling rod, enters the second joint reaming operation.
(9) reaming slip casting
After treating that the waterpower reaming finishes, high-pressure water tap is connected the cement paste that configures, at the bottom of the hole, begin upwards reaming slip casting, be promoted to tubing depth and promptly stop, promptly guarantee enlarged head branch fills with water mud.The cement paste water/binder ratio is 0.45, and pressure is 25～28MPa.
(10) insert anchor pole
Take out drilling rod after reaming slip casting finishes immediately, cast anchor, and extract sleeve pipe immediately.
The free section of anchor pole adopts the processing method that is coated with antirust oil and two layers of plastic sheeting of outsourcing, guarantees that the cement paste body of steel skein and injection is isolated, and under the effect of pulling force, the free section of anchor pole is carried out sufficient elasticity and stretched, and prestressing force effectively is delivered to anchoring section.
Insert hole that the anchor pole workman must be familiar with each hole to so that the body of rod can disposable smooth insertion.Inserted link will slowly, at the uniform velocity be must guard against the disturbance body of rod, causes and falls under the slurries and the slip casting leakiness, adopts cotton yarn that the aperture is sealed temporarily.
Assign the preceding elder generation of anchor pole that supporting plate, nut are put on, prevent that slurries pollute body of rod silk mouth in the inserted link process, avoid the damage of silk door and nut can not be installed smoothly, will in time clear up when the silk mouth is contaminated.
(11) slip casting
Grouting Pipe is along with steel strand are embedded in the hole together, and every interval 0.5m bores a pair of injected hole, with adhesive plaster aperture bandaged, to prevent this Grouting Pipe of slurry plugs.
The slip casting process adopts stable low～medium grouting speed, and grouting pressure is enlarged to 2.0MPa gradually from the 0.5MPa of beginning, and slurries are spread gradually to the soil body.
(12) make grit
Grit is close to vertical lock pin cement mixing pile, and grit foundation trench width should to stay enough formwork erection spaces, be treated to carry out backfill again after the form removable than about the roomy 100mm of grit.Lay the thick mortar of 20mm in the foundation trench as leveling layer, the part is built on stilts then adopts the embedding of M7.5 mortar flag stone to mend if meet, and carries out the grit reinforcing bar binding then thereon.
(13) tensioning fixation
Behind anchor pole maintenance 8d～10d, when anchoring body intensity greater than 15M Pa, and be not less than 75% of predetermined strength, can carry out pre-stretch-draw.
Stressing sequence is taked as follows: get 10% predetermined axial force earlier and carry out pre-stretch-draw, each position is closely contacted.By 10% loading step by step of pre-constant load, the observation time of every grade of load and is waited to be out of shape and can be carried out the stretch-draw of next stage load after stable more than 5min during stretch-draw.
The tensioning fixation system is in advance through demarcating, and the reading of oil pressure gauge is converted into stretch-draw pressure controls.In locking process, the predetermined bearing capacity of employing anchor pole is checked, and promptly anchor pole locks by 70% of predetermined bearing capacity after holding year 5min by predetermined bearing capacity 100% stretch-draw.
(14) construction monitoring
Content comprises:
1, the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2, the measurement of supporting displacement;
3, the observation of face of land cracking state;
4, the deformation measurement of facility such as nearby buildings and important pipeline and crack are observed;
5, the WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
During soil excavation, must observation every day be no less than once for top, horizontal displacement of the excavation slope soil body and supporting and protection structure sidesway.When the excavation of foundation pit degree of depth increases or finds that development of deformation is big, must strengthen monitoring frequency; When distortion sharply develops or occurs destroying omen, must encrypt monitoring to the distortion situation.
Anchor pole slurry water gray scale adopts 0.45 in the present embodiment, and the proportioning of cement grout is a cement: water: early strength admixture: expansion agent=1: 0.45: 0.008: 0.07.
Present embodiment work progress key Quality Control is as follows:
Must be steady before the 1 jumbolter construction with tie plate, support is established in front and back, and operating position laydown machine platen just can spud in after ready.
2 steel strand, ground tackle, Grouting Pipe and the supports of making anchor pole all should adhere to specification, and have product certificate and test report, and field sampling carry out retrial on request.
3 bolthole position horizontal departures are not more than 20mm, and the vertical direction error is less than 10mm, and in the drilling process, every 5m measures the one-step pore-creating angle, and the deflection size of foot of hole should be greater than 3% of anchor pole.
Should guarantee straightly before the 4 anchor pole hand-holes, and eliminate its surperficial oil stain, iron rust or other dirts, to guarantee the adhesion stress of anchor pole and slurries.
Grouting Pipe will keep 50～100mm distance during the construction of 5 bolt groutings at the bottom of the hole.In the slip casting process, put forward Grouting Pipe while irritating, guarantee that the Grouting Pipe tube head inserts 500～800mm under the slurries liquid level, forbid conduit is extracted the slurries face, in order to avoid disconnected bar accident occurs.
6 grouting serous fluids stir, and with stirring with usefulness, slurries guarantee to use up before initial set, and are strictly on guard against that stone and foreign material etc. sneak into.If intermittently must take measures appears in slip casting.Actual grouting amount must not be less than the theoretical amount of calculation of anchor pole, and promptly the slip casting fullness coefficient must not be less than 1.0.Forbid the disturbance anchor pole before the injecting cement paste final set.
Performance analysis:
The present embodiment material usage is far below the diaphragm wall supporting, and earthwork evacuation and stemming operation amount are also less, and the pattern foundation pit supporting structure cost is 1/3～1/2 of a diaphragm wall support cost.
Enlarged footing prestressed anchor construction devices needed is small-sized construction equipment, and is easy and simple to handle, and construction is simple, less to the surrounding enviroment interference, is particularly suitable for municipal construction.
Owing to know every anchor pole stressing conditions during the stretch-draw of enlarged footing prestressed anchor, find that problematic anchor pole can in time do for supplement, avoid potential potential safety hazard, the safety reliability height.
In the work progress foundation ditch is monitored, monitoring result shows the foundation pit deformation amount in prescribed limit, and sedimentation phenomenon does not appear in road and ground on every side, the implementation result ideal.
Claims (10)
1. construction method of combined foundation ditch support is characterized in that construction sequence comprises:
(1) excavation guide channel
According to the center line excavation work of the going along with sb. to guard him guide channel that setting-out goes out, the guide channel width determines that according to space enclosing structure thickness the guide channel degree of depth is 1～1.2m; Guide-localization shaped steel is laid in work groove both sides at excavation;
(2) the cement mixing pile machine is in place
Behind the guide channel excavation, mixing pile machine is placed to assigned address and centering, make base level firm;
(3) cement mixing pile construction
Cement mixing pile construction technology program is as follows: bore down whitewashing → liftings and stir → repeat down to bore to whitewash → repeat to promote and stir → repeat down 1/3 long whitewashing of brill → repeat lifting stirring → rig to be shifted;
(4) smear anti-friction agent
Anti-friction agent is applied to the channel-section steel surface 2～3 times, and thickness is 3mm;
(5) insert channel-section steel
Every stirring 1～2 pile just in time inserts channel-section steel, and stopping to be stirred to the pitching pile time is 25～30min;
(6) anchor hole location
(7) sleeve pipe creeps into
Initially execute and use small-power when boring and slowly creep into, creep into about 500mm after, the correct for borehole direction, total power is crept into;
(8) waterpower reaming
Operating procedure is: creep into and draw hole → joint drilling rod and promote drilling rod → bore down once more in the back on earth, reaming from top to bottom, running speed be 200mm/min → joint drilling rod on earth after, reaming from bottom to top is to tubing depth again, this joint drilling rod of hoisting velocity 200mm/min → push ahead, the second joint drilling rod is installed, is entered the second joint reaming operation;
(9) reaming slip casting
After treating that the waterpower reaming finishes, high-pressure water tap is connected the cement paste that configures, begin upwards reaming slip casting at the bottom of the hole, be promoted to tubing depth and promptly stop, the cement paste water/binder ratio is 0.45, and pressure is 25～28MPa;
(10) insert anchor pole
Take out drilling rod after reaming slip casting finishes immediately, cast anchor, and extract sleeve pipe immediately;
(11) slip casting
The slip casting process adopts stable low～medium grouting speed, and grouting pressure is enlarged to 2.0MPa gradually from the 0.5MPa of beginning;
(12) make grit
Grit is close to vertical lock pin cement mixing pile, and grit foundation trench width should be than the roomy 100mm of grit.Lay the thick mortar of 20mm in the foundation trench as leveling layer, the part is built on stilts then adopts the embedding of M7.5 mortar flag stone to mend if meet, and carries out the grit reinforcing bar binding then thereon;
(13) tensioning fixation
Behind anchor pole maintenance 8d～10d, when anchoring body intensity greater than 15M Pa, and be not less than 75% of predetermined strength, can carry out pre-stretch-draw;
(14) construction monitoring
Content comprises:
1) the axle power of anchor pole monitoring according to anchor stress monitoring situation, is lost when excessive at anchor stress anchor pole is carried out two times tensioning;
2) measurement of supporting displacement;
3) observation of face of land cracking state;
4) deformation measurement of facility such as nearby buildings and important pipeline and crack are observed;
5) WATER LEVEL CHANGES that foundation ditch seeps water, leaks and foundation ditch is inside and outside.
2. construction method of combined foundation ditch support according to claim 1, it is characterized in that cement mixing pile rig rate of penetration is 0.8～1.0m/min, spray pressure is controlled at 0.4～0.6MPa, creeps at the bottom of the stake behind the absolute altitude, original place whitewashing 0.5min, counter-rotating at the uniform velocity promotes again.Hoisting velocity is 0.8～1.0m/min, at the uniform velocity is promoted to overhead 0.5m place, and the stirring several seconds makes pile crown evenly closely knit; Water/binder ratio is controlled to be 0.75～0.85.
3. construction method of combined foundation ditch support according to claim 1 is characterized in that mud property is adjusted according to geological condition in the sleeve pipe drilling process.When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
4. construction method of combined foundation ditch support according to claim 2 is characterized in that mud property is adjusted according to geological condition in the sleeve pipe drilling process.When getting into argillic horizon, mud balance adopts 1.05 * 10
3Kg/m
3～1.1 * 10
3Kg/m
3When getting into layer of sand, mud balance adopts 1.2 * 10
3Kg/m
3～1.3 * 10
3Kg/m
3
5. construction method of combined foundation ditch support according to claim 1 is characterized in that the rig rate of penetration is 0.3～0.5m/min in the waterpower reaming step, and rate of withdraw is 0.5～0.6m/min.Reaming is carried out with the run of steel merogenesis, and reaming pressure is 25～28MPa, and flow is 90～100L/min.
6. construction method of combined foundation ditch support according to claim 2 is characterized in that the rig rate of penetration is 0.3～0.5m/min in the waterpower reaming step, and rate of withdraw is 0.5～0.6m/min.Reaming is carried out with the run of steel merogenesis, and reaming pressure is 25～28MPa, and flow is 90～100L/min.
7. construction method of combined foundation ditch support according to claim 3 is characterized in that the rig rate of penetration is 0.3～0.5m/min in the waterpower reaming step, and rate of withdraw is 0.5～0.6m/min.Reaming is carried out with the run of steel merogenesis, and reaming pressure is 25～28MPa, and flow is 90～100L/min.
8. construction method of combined foundation ditch support according to claim 1 is characterized in that stressing sequence takes as follows: get 10% predetermined axial force earlier and carry out pre-stretch-draw.By 10% loading step by step of pre-constant load, the observation time of every grade of load and is waited to be out of shape and can be carried out the stretch-draw of next stage load after stable more than 5min during stretch-draw.Anchor pole locks by 70% of predetermined bearing capacity after holding year 5min by predetermined bearing capacity 100% stretch-draw.
9. construction method of combined foundation ditch support according to claim 2 is characterized in that stressing sequence takes as follows: get 10% predetermined axial force earlier and carry out pre-stretch-draw.By 10% loading step by step of pre-constant load, the observation time of every grade of load and is waited to be out of shape and can be carried out the stretch-draw of next stage load after stable more than 5min during stretch-draw.Anchor pole locks by 70% of predetermined bearing capacity after holding year 5min by predetermined bearing capacity 100% stretch-draw.
10. construction method of combined foundation ditch support according to claim 3 is characterized in that stressing sequence takes as follows: get 10% predetermined axial force earlier and carry out pre-stretch-draw.By 10% loading step by step of pre-constant load, the observation time of every grade of load and is waited to be out of shape and can be carried out the stretch-draw of next stage load after stable more than 5min during stretch-draw.Anchor pole locks by 70% of predetermined bearing capacity after holding year 5min by predetermined bearing capacity 100% stretch-draw.
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| CN103290871A (en) * | 2013-06-26 | 2013-09-11 | 中建六局土木工程有限公司 | Guide ditch construction method |
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