CN100572683C - The large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices - Google Patents
The large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices Download PDFInfo
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- CN100572683C CN100572683C CNB2008100523598A CN200810052359A CN100572683C CN 100572683 C CN100572683 C CN 100572683C CN B2008100523598 A CNB2008100523598 A CN B2008100523598A CN 200810052359 A CN200810052359 A CN 200810052359A CN 100572683 C CN100572683 C CN 100572683C
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Abstract
The invention discloses the large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices, it may further comprise the steps: (a) at first prepare the polylith steel plate; (b) Zhuan pore-forming and reaming; (c) preparation cage of reinforcement; (d) lifting of cage of reinforcement; (e) adopt the clear hole of the anti-secondary that circulates of gaslift; (f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified; (g) carry out first watering, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 2-6m until arriving predetermined absolute altitude.Adopt the inventive method to guarantee that in construction pile body verticality and pile body at the pore-forming efficiency of soft layer, in the repeated use of construction slurry coat method, have guaranteed workmanship and obtained good energy-conservation and environmental benefit in addition.
Description
Technical field
The present invention relates to a kind of cast-in-place pile construction method, relate in particular to a kind of large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices.
Background technology
At present, general bored pile stake directly is 600-1200mm, and the long 20-50m of stake mainly is applicable to soil layers such as general clay, sand, gravel soil, its construction technology maturation, extensive use in the engineerings such as building, municipal administration, infrastructure at home.
Large-diameter ultra-deep rock borehole bottom-expanding filling pile construction as the conventional job practices of employing: bury the steel casing underground, the degree of depth is not less than 1～1.5 meter, adopts direct circulation (stake is dark below 30 meters) or anti-circulation (dark 30～50 meters of stake) pore-forming, clear hole, put into reinforcing cage, concreting.Adopt this conventional job practices can't solve the stake dark more than 50 meters, by boulder bed (maximum ga(u)ge 14m), erratic boulder layer (maximum ga(u)ge 1.8m), difficulties such as apoplexy chemical combination gentle breeze granite are crept into complicated bottom, avoid the problem of the second-time breakage of slag stone, especially can't solve the great difficult problem that big gradient (73.2 ° of maximum slope) granite joint plane becomes hole perpendicularity control, and super dark castinplace pile steel casing is made, butt joint in the sinking, the correction problem, and can not guarantee workmanship, duration, safety, civilized construction and environmental protection requirement, new according to looking into, domestic only have 5 pieces of documents to do the type pile foundation relevant report, and expand control filling pile construction technology and do not see the pertinent literature report going into large-diameter ultra-deep rock borehole that the rock degree of depth can reach 32m.
Summary of the invention
The objective of the invention is to overcome the deficiencies in the prior art, providing a kind of can solve big gradient granite joint plane and become hole perpendicularity control, and can solve butt joint, the correction problem of super dark castinplace pile steel casing in making, sinking, and can guarantee workmanship, duration, safety, reach a kind of large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices of environmental protection requirement.
Large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices of the present invention, it may further comprise the steps:
(a) at first prepare the polylith steel plate, the length difference on two long limits of described same block plate is not more than 3mm, article two, the difference of minor face is not more than 2mm, article two, diagonal difference is not more than 3.6mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is not more than 4mm, prepare more piece steel casing with described polylith steel plate, the upper end bag of the bottom of first joint casing and every joint casing is welded with steel plate hoop, and described more piece steel casing is passed through the vibrating hammer vibration-sunk successively arrive the precalculated position, cut off the cross on described every joint casing then, the diameter error that described every joint steel casing is made is less than 10mm, and perpendicularity deviation is less than 1/1000 casing length, sinks to steel casing vertical missing after finishing less than 1/300;
(b) Zhuan pore-forming and reaming, at first grab bucket and in described casing, grab soil, dried operation grab soil to the casing degree of depth 2/3 and be not less than 15m, the rig that adopts band to feed instrument automatically then adopts gaslift reverse circulation drilling pore-forming, during to the solid rock layer, classification is crept into, and the drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into rotating disk revolution N=(9～29) D behind the rock fully, the drill bit perpendicularity deviation of described rig is not more than 1/300, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 20～30 minutes, the bulk rock slag at the bottom of the hole is removed clean;
(c) preparation cage of reinforcement, make two sleeve forming fetal membranes at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, will reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of fetal membrane, the outer stirrup of colligation, fixedly the topping cushion block welds cross at the reinforcing rib place, the demoulding after the moulding, the ultrasonic wave duct of colligation;
(d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, sling again successively then one the joint cage of reinforcement, after prescinding cross, aim at down that the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the described adjacent cage of reinforcement, adjust the cage of reinforcement verticality at last, perpendicularity deviation is not more than 1/200, described ultrasonic wave duct is weldingly connected, and two adjacent joint cage of reinforcement master muscle are connected with the U-shaped clip, the described two adjacent main muscle lap length that save cage of reinforcement are not less than 46D, the outer stirrup of colligation then, the cage of reinforcement of slinging is at last extracted described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement;
(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, and the degree of depth of conduit should be able to make it touch hole bed rock face, and the length of eduction column is 3/4 of conduit, and be not less than 15 meters, be not more than 70 meters, in the process of clear hole, conduit progressively falls, to the end the conduit end opening is dropped to the rock end face, the used mud in the clear hole of secondary should meet following standard: contain sandy amount percentage amounts and be not more than 0.5%, viscosity is 27.5-29 second, and proportion is 1.03～1.06g/cm
3, shearing is not more than 3.0bs/100ft
2
(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified;
(g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 1m-2m in the concrete and the hole is imbedded by instead to more than the concrete surface in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 2-6m until arriving predetermined absolute altitude.
In the inventive method because 1) adopt permanent steel casing to sink to the back vertical missing to require to be not more than 1/300, effectively played the vertically-guided effect, guaranteed the hole quality of stake; 2) in super dark ragstone, take to control the pressure of the drill, drilling depth, rotating speed and classification and creep into, guaranteed to creep into the smooth pore-forming of complicated bottom, avoided the secondary of slag stone to pulverize in difficulties such as stone riprap layer, erratic boulder layer, middle weathering and gentle breeze granite; 3) meet the pore-forming of the hard scar of big gradient: adopt the meshing golden drill bit of ball, and on drill bit top rotary steering stabilizer is installed, in time decompression is crept at a slow speed, steady pressure, prevents the drill bit sideslip, guarantees that perpendicularity deviation is not more than 1/300; 4) reinforcing bar adopts complete colligation moulding, and all main muscle do not have solder joint, have guaranteed the cage of reinforcement quality, have improved efficient; 5) super large caliber, counter-boring techniques in the extra-deep hole drilling ragstone makes that reaming reaches 3.3 meters in 100 meters degree of depth hard basement rock, has satisfied designing requirement and has improved bearing capacity of pile foundation; 6) penetration rate of rig control is based on automatically, and rig is equipped with and feeds instrument automatically, and rig is reduced by artificial constraint, greatly improves drilling efficiency, and simultaneously, the operator only it is also noted that the variation of several instrument numerical value just can know the situation of creeping into of rig; 7) do not have sediment at the bottom of reaching the hole by the clear hole of secondary, improved the allowable bearing of stake greatly.
The specific embodiment
Below in conjunction with specific embodiment the present invention is done to describe in detail.
Large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices of the present invention, it may further comprise the steps: (a) at first prepare the polylith steel plate, the length difference on two long limits of described same block plate is not more than 3mm, article two, the difference of minor face is not more than 2mm, article two, diagonal difference is not more than 3.6mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is not more than 4mm, prepare more piece steel casing with described polylith steel plate, the upper end bag of the bottom of first joint casing and every joint casing is welded with steel plate hoop, and described more piece steel casing is passed through the vibrating hammer vibration-sunk successively arrive the precalculated position, cut off the cross on described every joint casing then, the diameter error that described every joint steel casing is made is less than 10mm, perpendicularity deviation is less than 1/1000 casing length, sinks to steel casing vertical missing after finishing less than 1/300; (b) Zhuan pore-forming and reaming, at first grab bucket and in described casing, grab soil, dried operation grab soil to the casing degree of depth 2/3 and be not less than 15m, slip casting in the casing is again adopted then and is with the rig employing gaslift reverse circulation drilling pore-forming that feeds instrument automatically, during to the solid rock layer, utilize classification to creep into, promptly change the minor diameter drill bit earlier, be drilled at the bottom of the hole after, change major diameter drill bit full-face drilling again, up to getting out needed stake hole (diameter of minor diameter drill bit is 2/3 of the stake footpath).The drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into rotating disk revolution N=(9～29) D (D is the castinplace pile diameter) behind the rock fully, the drill bit perpendicularity deviation of described rig is not more than 1/300, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 20～30 minutes, the bulk rock slag at the bottom of the hole is removed clean.(c) preparation cage of reinforcement, make two sleeve forming fetal membranes at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, will reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of fetal membrane, the outer stirrup of colligation, fixedly the topping cushion block welds cross at the reinforcing rib place, the demoulding after the moulding, the ultrasonic wave duct of colligation; (d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, sling again successively then one the joint cage of reinforcement, after prescinding cross, aiming at down, the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the described adjacent cage of reinforcement, adjust the cage of reinforcement verticality at last, perpendicularity deviation is not more than 1/200 (1 is the cage of reinforcement total length), and described ultrasonic wave duct is weldingly connected, and with two adjacent joint cage of reinforcement master muscle U-shaped clip connections, the described two adjacent main muscle lap length that save cage of reinforcement are not less than 46D (D is main muscle diameter), generally consider that from the angle of economical with materials cost main muscle lap length adopts 46D, then the outer stirrup of colligation, the cage of reinforcement of slinging at last, extract described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement.(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, the degree of depth of conduit should be able to make it touch hole bed rock face, the length of eduction column is 3/4 of conduit, and be not less than 15 meters, be not more than 70 meters, in the process of clear hole, conduit progressively falls, to the end the conduit end opening is dropped to the rock end face, the used mud in the clear hole of secondary should meet following standard: contain sandy amount percentage amounts and be not more than 0.5%, viscosity is not less than 27.5～29 seconds (500 milliliters of mud is by the time of funnel), and proportion is 1.03～1.06g/cm
3, shearing is not more than 3.0bs/100ft
2(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified; (g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 1m-2m in the concrete and the hole is imbedded by more than instead above coagulation in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 2-6m until arriving predetermined absolute altitude.
Embodiment 1
(a) at first prepare the polylith steel plate, the length difference on two long limits of described same block plate is 3mm, article two, the difference of minor face is 2mm, article two, diagonal difference is 3mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is 3.5mm, prepare more piece steel casing with described polylith steel plate, the length of every joint steel casing is 9 meters, and the upper end bag of the bottom of first joint casing and every joint casing is welded with steel plate hoop, and described more piece steel casing is arrived the precalculated position by the vibrating hammer vibration-sunk successively, cut off the cross on described every joint casing then, the diameter error that described every joint steel casing is made is less than 9.8mm, and perpendicularity deviation is 1/1000 casing length, amounts to sink to 4 joint casings, the steel casing entire length that sinks to after finishing is 36 meters, and vertical missing is 1/300; (b) Zhuan pore-forming and reaming; At first grab bucket and in described casing, grab soil, dried operation is grabbed soil and is arrived about casing degree of depth 15m, the rig that adopts band to feed instrument automatically then adopts gaslift reverse circulation drilling pore-forming, and during to the solid rock layer, classification is crept into, promptly changing diameter earlier is the 1.5m drill bit, changing diameter again after being drilled at the bottom of the hole is the 2.5m drill bit, and up to getting out needed boring, drilling diameter is 2.5 meters, counter bore diameter is 3.3 meters, and hole depth is 100.57; The drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into rotating disk revolution N=9D (D is the castinplace pile diameter) behind the rock fully, the drill bit perpendicularity deviation of described rig is 1/300, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 20 minutes, the bulk rock slag at the bottom of the hole is removed clean.
(c) preparation cage of reinforcement, make two sleeve forming fetal membranes at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, main muscle diameter is Φ 32, to reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of fetal membrane, the outer stirrup of colligation, fixing topping cushion block, at reinforcing rib place weldering cross, the demoulding after the moulding, the ultrasonic wave duct of colligation; (d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, the joint cage of reinforcement of slinging again successively then, prescind cross after, aiming at down, the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the described adjacent cage of reinforcement, cage of reinforcement length is 101.7m, adjusts the cage of reinforcement verticality at last, and perpendicularity deviation is 1/200, described ultrasonic wave duct is weldingly connected, and with two adjacent joint cage of reinforcement soil muscle U-shaped clip connections, the described two adjacent main muscle lap length that save cage of reinforcement are not less than 40D (D is a bar diameter), then the outer stirrup of colligation, the cage of reinforcement of slinging at last, extract described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement.(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, the degree of depth of conduit should be able to make it touch hole bed rock face, and the length of conduit is 101m, and the length of eduction column is 3/4 of conduit, in the process of clear hole, the conduit that progressively falls drops to the rock end face with the conduit end opening to the end, and the used mud in the clear hole of secondary should meet following standard: containing sandy amount percentage amounts is 0.5%, viscosity is 27.5 seconds (500 milliliters of mud is by the time of funnel), and proportion is 1.06g/cm
3, shearing is 3.0bs/100ft
2(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified; (g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 1.5m in the concrete and the hole is imbedded by instead to more than the concrete surface in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 4m until arriving predetermined stake position.
In construction, guaranteed pile body verticality and pile body pore-forming efficiency, reused at the construction slurry coat method in addition, guaranteed workmanship and obtained good energy-conservation and environmental benefit at soft layer.
Embodiment 2
(a) at first prepare the polylith steel plate, the length difference on two long limits of described same block plate is 2.8mm, article two, the difference of minor face is 1.52mm, article two, diagonal difference is 3.6mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is 4mm, prepare more piece steel casing with described polylith steel plate, the length of every joint steel casing is 9 meters, and the upper end bag of the bottom of first joint casing and every joint casing is welded with steel plate hoop, and described more piece steel casing is arrived the precalculated position by the vibrating hammer vibration-sunk successively, cut off the cross on described every joint casing then, the diameter error that described every joint steel casing is made is 9.9mm, and perpendicularity deviation is 1/1100 casing length, amounts to sink to 4 joint casings, the steel casing entire length that sinks to after finishing is 36 meters, and vertical missing is less than 1/310; (b) Zhuan pore-forming and reaming, at first grab bucket and grab soil in described casing, dried operation is grabbed soil to casing degree of depth 15m, and the rig that adopts band to feed instrument automatically then adopts gaslift reverse circulation drilling pore-forming, during to the solid rock layer, classification is crept into, and promptly changing diameter earlier is the 1.5m drill bit, and changing diameter again after being drilled at the bottom of the hole is the 2.5m drill bit, up to getting out needed boring, drilling diameter is 2.5 meters, and counter bore diameter is 3.3 meters, and hole depth is 118 meters; The drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into rotating disk revolution N=29D (D is the castinplace pile diameter) behind the rock fully, the drill bit perpendicularity deviation of described rig is 1/310, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 25 minutes, the bulk rock slag at the bottom of the hole is removed clean.(c) preparation cage of reinforcement, make two sleeve forming fetal membranes at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, main muscle diameter is Φ 32, to reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of fetal membrane, the outer stirrup of colligation, fixing topping cushion block, at reinforcing rib place weldering cross, the demoulding after the moulding, the ultrasonic wave duct of colligation; (d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, the joint cage of reinforcement of slinging again successively then, prescind cross after, aiming at down, the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the described adjacent cage of reinforcement, cage of reinforcement length is 119.2m, adjusts the cage of reinforcement verticality at last, and perpendicularity deviation is 1/200, described ultrasonic wave duct is weldingly connected, and with two adjacent joint cage of reinforcement master muscle U-shaped clip connections, the described two adjacent main muscle lap length that save cage of reinforcement are 400, then the outer stirrup of colligation, the cage of reinforcement of slinging at last, extract described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement.(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, the degree of depth of conduit should be able to make it touch hole bed rock face, and the length of conduit is 119m, and the length of eduction column is 70, in the process of clear hole, the conduit that progressively falls drops to the rock end face with the conduit end opening to the end, and the used mud in the clear hole of secondary should meet following standard: containing sandy amount percentage amounts is 0.4%, viscosity is 29 seconds (1000 milliliters of mud is by the time of funnel), and proportion is 1.03g/cm
3, shearing is 2.5bs/100ft
2(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified; (g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 1m in the concrete and the hole is imbedded by instead to more than the concrete surface in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 2m until arriving predetermined stake position.
In construction, guaranteed pile body verticality and pile body pore-forming efficiency, reused at the construction slurry coat method in addition, guaranteed workmanship and obtained good energy-conservation and environmental benefit at soft layer.
Embodiment 3
(a) at first prepare the polylith steel plate, the length difference on two long limits of described same block plate is 2.5mm, article two, the difference of minor face is 1.8mm, article two, diagonal difference is 3.2mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is 3mm, prepare more piece steel casing with described polylith steel plate, the length of every joint steel casing is 9m, and the upper end bag of the bottom of first joint casing and every joint casing is welded with steel plate hoop, and described more piece steel casing is arrived the precalculated position by the vibrating hammer vibration-sunk successively, cut off the cross on described every joint casing then, the diameter error that described every joint steel casing is made is 9.5mm, and perpendicularity deviation is 1/1050 casing length, amounts to sink to 4 joint casings, the steel casing entire length that sinks to after finishing is 36m, and vertical missing is 1/305; (b) Zhuan pore-forming and reaming, at first grab bucket and grab soil in described casing, dried operation is grabbed soil to casing degree of depth 18m, and the rig that adopts band to feed instrument automatically then adopts gaslift reverse circulation drilling pore-forming, during to the solid rock layer, classification is crept into, and promptly changing diameter earlier is the 1.5m drill bit, and changing diameter again after being drilled at the bottom of the hole is the 2.5m drill bit, up to getting out needed boring, drilling diameter is 2.5m, and counter bore diameter is 3.6m, and hole depth is 108m; The drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into rotating disk revolution N=19D (D is the castinplace pile diameter) behind the rock fully, the drill bit perpendicularity deviation of described rig is not more than 1/310, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 20 minutes, the bulk rock slag at the bottom of the hole is removed clean.(c) preparation cage of reinforcement, make two sleeve forming fetal membranes at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, main muscle diameter is Φ 32, to reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of fetal membrane, the outer stirrup of colligation, fixing topping cushion block, at reinforcing rib place weldering cross, the demoulding after the moulding, the ultrasonic wave duct of colligation; (d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, the joint cage of reinforcement of slinging again successively then, prescind cross after, aiming at down, the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the described adjacent cage of reinforcement, cage of reinforcement length is 109.2, adjusts the cage of reinforcement verticality at last, and perpendicularity deviation is 1/250, described ultrasonic wave duct is weldingly connected, and with two adjacent joint cage of reinforcement master muscle U-shaped clip connections, the described two adjacent main muscle lap length that save cage of reinforcement are 400, then the outer stirrup of colligation, the cage of reinforcement of slinging at last, extract described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement.(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, the degree of depth of conduit should be able to make it touch hole bed rock face, and the length of conduit is 109m, and the length of eduction column is 70m, in the process of clear hole, the conduit that progressively falls drops to the rock end face with the conduit end opening to the end, and the used mud in the clear hole of secondary should meet following standard: containing sandy amount percentage amounts is 0.3%, viscosity is 28 seconds (1000 milliliters of mud is by the time of funnel), and proportion is 1.05g/cm
3, shearing is 2.0bs/100ft
2(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified; (g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 2m in the concrete and the hole is imbedded by instead to more than the concrete surface in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 6m until arriving predetermined stake position.
In construction, guaranteed pile body verticality and pile body pore-forming efficiency, reused at the construction slurry coat method in addition, guaranteed workmanship and obtained good energy-conservation and environmental benefit at soft layer.
Claims (1)
1. large-diameter ultra-deep rock borehole bottom-expanding filling pile job practices is characterized in that it may further comprise the steps:
(a) at first prepare the polylith steel plate, the length difference on two long limits of same block plate is not more than 3mm, article two, the difference of minor face is not more than 2mm, article two, diagonal difference is not more than 3.6mm, during the difference steel plate cutting, same size is adopted on the long limit of each steel plate, its error in length is not more than 4mm, prepare more piece steel casing with described polylith steel plate, the bottom of first joint steel casing and the upper end bag of every joint steel casing are welded with steel plate hoop, and described more piece steel casing is passed through the vibrating hammer vibration-sunk successively arrive the precalculated position, cut off the cross on every joint steel casing then, the diameter error that every joint steel casing is made is less than 10mm, and perpendicularity deviation is less than 1/1000 of steel casing length, sinks to steel casing perpendicularity deviation after finishing less than 1/300;
(b) Zhuan pore-forming and reaming, at first grab bucket and in described steel casing, grab soil, dried operation grab soil to the steel casing degree of depth 2/3 and be not less than 15m, the rig that adopts band to feed instrument automatically then adopts gaslift reverse circulation drilling pore-forming, during to the solid rock layer, classification is crept into, and the drill bit of rig adopts the meshing golden drill bit of ball when just going into rock, and rotary steering stabilizer is installed on drill bit top simultaneously; Go into the castinplace pile diameter of rotating disk revolution N=9 behind the rock～29 times fully, the drill bit perpendicularity deviation of described rig is not more than 1/300, after pore-forming puts in place, adopt reaming bit to carry out reaming, after reaming finishes, keep mud circulation, and continue to allow reaming bit dally, with 20～30 minutes, the bulk rock slag at the bottom of the hole is removed clean;
(c) preparation cage of reinforcement, make two sleeve forming loose tools at first in advance, half of cage of reinforcement master muscle sum is respectively charged in two loose tools and locatees then, and described main muscle adopts complete colligation moulding and fixes with the U-shaped clip with reinforcing rib, will reinforce the good cage of reinforcement integral body of partly overlapping with crane and sling, aloft 180 degree stand up and fall in the another set of loose tool, the outer stirrup of colligation, fixedly the topping cushion block welds cross at the reinforcing rib place, the demoulding after the moulding, the ultrasonic wave duct of colligation;
(d) lifting of cage of reinforcement, at first with crane sling one the joint cage of reinforcement, after prescinding cross, put into a hole, described cage of reinforcement upper end is fixed with thick stick, sling again successively then one the joint cage of reinforcement, after prescinding cross, aim at down that the joint cage of reinforcement descends slowly, allow ultrasonic wave duct alignment on the adjacent cage of reinforcement, adjust the cage of reinforcement verticality at last, perpendicularity deviation is not more than 1/200 of cage of reinforcement total length, described ultrasonic wave duct is weldingly connected, and two adjacent joint cage of reinforcement master muscle are connected with the U-shaped clip, the described two adjacent main muscle lap length that save cage of reinforcement are not less than 46 times of main muscle diameter, the outer stirrup of colligation then, the cage of reinforcement of slinging is at last extracted described thick stick out, repeat above-mentioned steps then, the joint cage of reinforcement of slinging again successively installs up to cage of reinforcement;
(e) adopt the clear hole of the anti-secondary that circulates of gaslift, conduit and eduction column at first are installed, the degree of depth of conduit should be able to make it touch hole bed rock face, the length of eduction column is 3/4 of conduit, and be not less than 15 meters, be not more than 70 meters, in the process of clear hole, conduit progressively falls, to the end the conduit end opening is dropped to the rock end face, the used mud in the clear hole of secondary should meet following standard: contain sandy amount percentage amounts and be not more than 0.5%, viscosity is 27.5-29 second, described viscosity is the times of 1000 milliliters of mud by funnel, and proportion is 1.03～1.06g/cm
3, shearing is not more than 3.0bs/100ft
2
(f) check and accept hole depth, the aperture, sediment at the bottom of the hole is as the clear hole of defective continuation, until qualified;
(g) extract described eduction column out, the first watering funnel is installed, after in funnel, having hung the water proof plug, a small amount of mortar of packing into earlier in the funnel, refill full concrete, cut off the wire rope that connects the water proof plug then, carry out first watering, sediment under 1m-2m in the concrete and the hole is imbedded by instead to more than the concrete surface in the lower end that first watering finishes the described conduit in back, after first watering is finished, remove described funnel and the pump truck discharging opening is directly inserted pour in the conduit, must guarantee all the time that in concreting process conduit end opening degree of depth in concrete is 2-6m until arriving predetermined stake position.
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-
2008
- 2008-03-04 CN CNB2008100523598A patent/CN100572683C/en active Active
Non-Patent Citations (11)
| Title |
|---|
| 大直径扩底钻孔灌注桩技术的应用. 孙清林，裴志强，徐敏聪.中国港湾建设，第1期. 2006 |
| 大直径超深入岩扩底钻孔灌注桩成孔技术. 张成才，徐开元，康建强.施工技术，第9期. 1998 |
| 大直径超深入岩扩底钻孔灌注桩成孔技术. 张成才，徐开元，康建强.施工技术，第9期. 1998 * |
| 大直径钻孔扩底灌注桩的施工管理. 梁群溪.西部探矿工程，第8期. 2006 |
| 大直径钻孔扩底灌注桩的施工管理. 梁群溪.西部探矿工程，第8期. 2006 * |
| 大直径钻孔桩施工工艺. 荣梅，赵爽，张国志.森林工程，第20卷第4期. 2004 |
| 大直径钻孔灌注扩底桩的设计与施工要点. 张品元，侯基行，方董.山西建筑，第32卷第10期. 2006 |
| 澳门美高梅金殿工程大口径钻孔扩底灌注桩施工技术. 李世京，陈宏儒.探矿工程(岩土钻掘工程)，第12期. 2006 |
| 澳门美高梅金殿工程大口径钻孔扩底灌注桩施工技术. 李世京，陈宏儒.探矿工程(岩土钻掘工程)，第12期. 2006 * |
| 超大直径钻扩桩的施工质量控制. 何耀基.广东建材，第3期. 2003 |
| 超大直径钻扩桩的施工质量控制. 何耀基.广东建材，第3期. 2003 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111705790A (en) * | 2020-07-24 | 2020-09-25 | 陈崇凯 | Large-diameter bottom expanding construction method for firm rock mass machinery |
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