CN102661688A - Pile foundation control blasting excavation method of integral-plate rocky area - Google Patents
Pile foundation control blasting excavation method of integral-plate rocky area Download PDFInfo
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- CN102661688A CN102661688A CN2012101823948A CN201210182394A CN102661688A CN 102661688 A CN102661688 A CN 102661688A CN 2012101823948 A CN2012101823948 A CN 2012101823948A CN 201210182394 A CN201210182394 A CN 201210182394A CN 102661688 A CN102661688 A CN 102661688A
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Abstract
The invention provides a pile foundation control blasting excavation method of an integral-plate rocky area, wherein the method comprises the following steps: S1. excavating and flattening a field, and positioning a pile foundation; S2. drilling a pile center hole at the central part of the pile foundation; S3. forming a shot hole at the inner annular direction of the pile foundation; S4. charging in the shot hole, and blasting; and S5 clearing slag in the pile hole, and protecting a wall, and carrying out control blasting excavation on the next stage of pile foundation until the pile foundation is finished. The method provided by the invention can lower the clipping force of rocks, weaken the blasting strong vibration, and meanwhile reduce the blasting gunpowder quantity, and the shattering and crushing phenomenon can not be caused to the rocks at the periphery of the pile foundation and rocks at the clipping force layer at the pile foundation; the excavation safety of the adjacent pile at the area with great density can be ensured effectively, the quality of the rocks at the clipping force layer at the bottom of the pile is ensured effectively, the cross section of the pile hole after blasting is even, and the block degree is uniform.
Description
Technical field
The present invention relates to the realm of building construction, be specifically related to the pile foundation controlled blasting excavation method of a kind of whole plate petrographic province.
Background technology
In recent years; Pile foundation engineering is widely used in the urban skyscraper; And according to the difference of geology hydrologic condition and rock and soil properties, the mode of pile foundation pore-forming is also varied, like artificial digging pile, punching stake, drilled pile, revolve and dig stake etc.; But on the basis of considering the Technological Economy cost, artificial digging pile is adopted in the at present domestic some areas that still have.Artificial digging pile often also receives the restriction of geological conditions, and wherein the artificial digging pile Blasting Excavation in rock area is one of construction Difficulties.
The rock blasting excavation is directly collaring on the rock in pile foundation in traditional pile foundation, and powder charge is ignited or the segmentation ignition simultaneously then.But in whole plate petrographic province; Especially at the pile foundation opening big gun of rock exposed surface, use this method explosion to be difficult to control stake footpath, tend to explode into a hollow place; Pile foundation periphery and stake bed rock stone are prone to shattered simultaneously; Can have a strong impact on adjacent stake excavation in pile foundation density than Da Qu, even cause perforation each other between stake, and pile bottom force holding layer is caused the destruction of shattering.
Summary of the invention
The present invention is directed in the prior art that the excavation driving that exists the whole plate petrographic province direct collaring Blasting Excavation of pile foundation to exist is slow, the stake footpath is difficult to control, be prone to cause pile foundation periphery and stake bed rock stone to shatter; The technical problem that perforation between the adjacent stake excavation of influence, stake, pile bottom force holding layer shatter and destroy; A kind of new pile foundation controlled blasting excavation method to whole plate petrographic province is proposed; It can reduce rock folder system power, weakens the explosion strong motion, can not cause the broken phenomenon that shatters to pile foundation periphery rock, pile bottom force holding layer rock after the explosion; Can effectively guarantee the safety of adjacent stake excavation in the pile foundation compact district; The quality of pile bottom force holding layer is ensured effectively that also the stake pore cross section is regular after the explosion, and lumpiness is even.
Technical scheme of the present invention is:
The pile foundation controlled blasting excavation method of a kind of whole plate petrographic province may further comprise the steps:
S1, whole place, plate petrographic province is excavated smooth, and pile foundation positioned;
S2, bore several heart holes, form a stake heart and empty the district in the pile foundation centre of having good positioning;
S3, the outer shroud of emptying the district at the stake heart evenly are drilled into the hole of few two circle cross arrangements, obtain some circle boreholes that hoop is evenly arranged and reported to the leadship after accomplishing a task and arranges, the interior ring borehole that comprises inner ring be uniformly distributed in the peripheral some circle outer shroud boreholes of ring borehole;
S4, in all boreholes, pack into rock emulsion explosive and millisecond delay cap, and be arranged in the blasting cap initiation inner ring time lag borehole blasting cap initiation time 25ms to 100ms of outer ring borehole in every adjacent two circle boreholes, detonate behind the plugged perforation;
Scarfing cinder in S5, the stake hole, retaining wall, and carry out next section of pile foundation controlled blasting excavation, accomplish until pile foundation.
Method provided by the invention is emptied the district through taking that the boring of stake heart position is formed the stake heart, empties the district along the stake heart and is arranged circumferentially borehole; In borehole, be equipped with millisecond delay cap and make free face, reduce rock folder system power, weaken the purpose of explosion strong motion thereby reach through the sublevel segment blast of borehole; Simultaneously reduced the explosion dosage than prior art; Can not cause the broken phenomenon that shatters to pile foundation periphery rock, pile bottom force holding layer rock after the explosion, can effectively guarantee the safety that adjacent stake is excavated in pile foundation density than Da Qu especially, the quality of pile bottom force holding layer rock also can effectively be ensured; The stake pore cross section is regular after the explosion, and lumpiness is even.
Description of drawings
Fig. 1 bores the structural representation in 3 stake heart holes for the pile foundation centre.
Fig. 2 is for being arranged circumferentially the structural representation behind the borehole (the stake footpath is 1m) in the pile foundation.
Fig. 3 is the interior ring borehole blast back structural representation of moment.
Fig. 4 is the structural representation after the outer shroud borehole blast.
Among the figure: 1---pile foundation, 2---stake heart hole, 3---interior ring borehole, 4---the outer shroud borehole, 5---second level free face.
The specific embodiment
The invention provides the pile foundation controlled blasting excavation method of a kind of whole plate petrographic province, may further comprise the steps:
S1, whole place, plate petrographic province is excavated smooth, and pile foundation positioned;
S2, bore several heart holes 2, form a stake heart and empty the district in the pile foundation centre of having good positioning;
S3, the outer shroud of emptying the district at the stake heart evenly are drilled into the hole of few two circle cross arrangements, obtain some circle boreholes that hoop is evenly arranged and reported to the leadship after accomplishing a task and arranges, the interior ring borehole 3 that comprises inner ring be uniformly distributed in the peripheral some circle outer shroud boreholes of ring borehole;
S4, in all boreholes, pack into rock emulsion explosive and millisecond delay cap, and be arranged in blasting cap initiation inner ring time lag borehole blasting cap initiation times 25 ms to 100ms of outer ring borehole in every adjacent two circle boreholes, detonate behind the plugged perforation;
Scarfing cinder in S5, the stake hole, retaining wall, and carry out next section of pile foundation controlled blasting excavation, accomplish until pile foundation.
Inventor of the present invention is through analyzing the rock blasting principle; Discovery causes that the whole unmanageable main cause of plate petrographic province pile foundation explosion is because rock density is big; The scope of freedom is narrow and small in the pile foundation, scope of operation folder system power dark, rock is excessive, is difficult to subdue the explosion strong motion.
Therefore, in the method provided by the invention, empty the district through taking that the boring of stake heart position is formed the stake heart; Empty the district along the stake heart and be arranged circumferentially borehole, in borehole, be equipped with millisecond delay cap and make free face, reduce rock folder system power thereby reach through the sublevel segment blast of borehole; Weaken the purpose of explosion strong motion, reduced the explosion dosage than prior art simultaneously, can not cause the broken phenomenon that shatters to pile foundation periphery rock, pile bottom force holding layer rock after the explosion; Can effectively guarantee the safety of adjacent stake excavation than Da Qu in pile foundation density; The quality of pile bottom force holding layer rock can be ensured effectively that also the stake pore cross section is regular after the explosion, and lumpiness is even.
Particularly, according to method provided by the invention, it is smooth before boring, to need elder generation that the place is excavated, and carries out preparation of construction.
Wherein preparation of construction is as well known to those skilled in the art, and for example (1) according to construction drawing and relevant technologies documentation construction organization design and earthwork evacuation, special arrangement and method for construction such as rig boring and explosion; (2) engineering and construction are inspected for acceptance by relevant specification, rules with material; (3) the various meterings, the detecting instrument that use are checked reinspection; (4) coordinate-system and absolute altitude are checked; (5) selected suitable construction equipment and auxiliary facility; (6) carry out the technical training and the safety education of each work post; (7) require the site construction management personnel fully to understand, be familiar with technological principle, construction method and key points for operation, have accident prevention and accident emergency to handle prediction scheme.
Smooth the generally comprising of place excavation: 1. according to the geology exploration report; Find out engineering areal geology, hydrologic regime; Find out barrier situation such as underground utilities, cable in the construction area simultaneously, excavation of foundation pit should notice that underground water falls row and reaches the influence to close to buildings in this way.On request to the place earthwork evacuation to designed elevation; Surface blasting excavation for bare rock should take to cover quarantine measures; Control dosage and blasting direction; It is not constituted a threat to surrounding enviroment, when bare rock excavation faces nearly designed elevation, note the flatness of control excavation face.3. after smooth completion is excavated in the place, need carry out place internal drainage measure, foundation ditch needs to carry out drainage measure at top, foundation ditch edge and bottom in this way, guarantees that foundation ditch does not have ponding, guarantees construction quality and safety.
Pile foundation is positioned general employing total powerstation carry out, and adopt catsup to need position of opening to carry out mark, draw pile foundation edge outline line simultaneously, so that follow-up location drilling to the pile foundation centre to the pile foundation of having good positioning.
According to the method for the invention, begin then several heart holes 2 are bored in the centre of pile foundation 1, as shown in Figure 1, form the stake heart and empty the district.The present invention, said stake heart hole 2 can form through down-the-hole drill, and promptly the aperture in stake heart hole 2 is by the bit size decision of down-the-hole drill.Under the preferable case, consider boring difficulty and Technological Economy, generally select the drill bit of Ф 150mm for use, the aperture in the stake heart hole 2 that therefore forms is 150mm.The degree of depth in stake heart hole 2 can be carried out corresponding selection according to actual cutting depth needs, and the present invention does not have particular provisions.Under the preferable case, the number in stake heart hole 2 is 3; And 3 stake heart holes are a chain of the setting.
Be the accurate design in assurance stake heart hole 2, among the present invention, behind the position of opening that the drilling rod centrally aligned of down-the-hole drill has been had good positioning; Answer the leveling rig; Guarantee smooth and leading truck vertical of rig, deviation must not be greater than 1%, guarantee rig not run-off the straight in construction, mobile and become flexible.Behind the intact hole of every brill, need clear hole to carry drilling rod, and it is stifled to adopt flexible material that the aperture is filled in, in case fall into foreign material, then bores next hole then.
According to the method for the invention, after a heart hole 2 brills are good, form a stake heart and empty the district, empty the some circle boreholes of the even brill of outer shroud in district then at the stake heart, the cross arrangement of every circle borehole.Among the present invention, borehole can form through adopting the hand-held pneumatic rock drill, but is not limited to this.
Among the present invention, the number of turns of borehole can suitably be adjusted according to spacing and stake footpath, generally should be more than two circles.Each encloses borehole all should cross arrangement, and whole borehole is quincunx distribution.Wherein, the borehole of inner ring is interior ring borehole, and the borehole of other outer ring is the outer shroud borehole, and the ring borehole was peripheral in it was uniformly distributed in.For example, when the stake footpath was 1m, the number of turns of borehole is 2 circles (ring boreholes 3 and outer shroud borehole 4 promptly), and was as shown in Figure 2.
Among the present invention, the number of said interior ring borehole 3 is 3-4.Under the preferable case, it is that the center of circle, radius are on the circumference of 0.25m that interior ring borehole 3 is distributed in the stake heart.And interior ring borehole 3 and stake heart hole 2 cross-distribution.The diameter of interior ring borehole 3 is 40mm, and the spacing between interior ring borehole 3 each borehole is 300-400mm,
If the spacing between the outer shroud borehole of outmost turns and the stake hole wall is excessive, can not guarantee the last stake hole that forms required stake footpath; If spacing is too small, stake footpath, blast back is excessive, the adjacent stake excavation of influence.Therefore, under the preferable case, among the present invention, the outer shroud borehole of outmost turns is 100-200mm with the spacing of stake hole wall.The diameter of outer shroud borehole is 40mm, and the spacing in the outer shroud borehole between two adjacent boreholes is 300-400mm.Among the present invention, do not have particular determination for the concrete number in every circle outer shroud borehole, it is that even distribution of 300-400mm gets final product by spacing.
Adopt before the air drill blasthole drilling, can adopt catsup accurately to locate, its error must not surpass 5cm.Said air drill is the hand-held pneumatic rock drill.
The small diameter bore stake go into rock burst broken in, the periphery folder system power of rock is big, blast hole utilization factor is low.Therefore, among the present invention, the degree of depth of all outer shroud boreholes be the stake bore dia 0.6-0.8 doubly, be positioned at the big 100-200mm of the degree of depth of depth ratio outer shroud borehole of the borehole (promptly encircling borehole 3) of inner ring.
Among the present invention, stake heart hole 2, all boreholes (ring borehole 3 and outer shroud borehole in comprising) are balanced hole.When boring, should hole in strict accordance with position, hole, aperture, drilling depth, perpendicularity in the blasting Design.
Similarly, after borehole boring is accomplished, need clear up, prevent to stop up the big gun hole rubble, foreign material around the aperture.Aperture fragmentation on every side is section built on the sand, should safeguard that it is horn-like to avoid the aperture to form.After boring is accomplished, the inspection that carries out an acceptance inspection of reply pore-forming.Should carry out perforations adding, benefit brill, clear hole to underproof, and check result is reported to the blasting engineering technical staff, prepare the medication plan.
According to the method for the invention, after stake heart hole 2 all formed with borehole, can pack in the borehole rock emulsion explosive and millisecond delay cap can detonate behind the plugged perforation.Under the preferable case, the amount of the rock emulsion explosive of packing in the borehole is 1/3 of a borehole depth.
Among the present invention; Millisecond delay cap used in each borehole can be 25ms from firing interval, the hop count that detonates is to choose 1 ~ 5 section the various millisecond delay caps; And should select detonator of the same race for use with the circle borehole; Thereby the blasting cap initiation time between the realization two adjacent rings is respectively at 25 ms to 100ms in the time difference; When selecting 1 section millisecond delay cap for use like first outer ring, second outer ring is then selected the millisecond delay cap more than 2 sections for use, guarantees in every two adjacent rings borehole outer ring borehole blasting cap initiation time ratio inner ring borehole blasting cap initiation time 25 ms to 100ms that delay.
It is medium hardness rock or solid rock more than 6.0 that the present invention is suitable for hardness factor.The relevant regulations of data fit " marine traffic engineering blasting technique standard " such as the spacing that said borehole is provided with, the degree of depth, explosive payload in (JTS204-2008).
Common practise as those skilled in the art; Need before the powder charge aggregate chips in the borehole to be blown off with high-pressure air hose; As ponding is arranged in the hole; Can carry out charging after need draining the water away with absorbent cloth, and carry out the original record of powder charge, comprise the problem and the treatment measures of explosive payload, appearance in each borehole.
Wooden stock is used in powder charge or bamboo stock carries out, and controls its shot elevation, should stop powder charge in the powder charge process as when find stopping up and in time handles, and forbids to handle the big gun hole that powder charge is stopped up with drilling tool.Note sitting in the right seat of millisecond delay cap during powder charge simultaneously.
Rock ballast, clay and/or rock dust that the plugging material that adopts during plugged perforation produces for boring, the stemming length of rock emulsion explosive top is more than the 20cm.It should be noted that operating personnel must not increase dose voluntarily or change stemming length.Should prevent to stop up unsettled during obstruction, guarantee the closely knit of plugging material, must not with lead draw tension, prevent to be pounded disconnected, damaged.
Powder charge, stop up to accomplish after, can carry out the networking in strict accordance with blasting Design and connect, prevent to miss, misconnection, and wrap tieing with insulating tape.Then, the warning personnel clear out a gathering place from quick-fried district from inside to outside, and all and irrelevant personnel, the equipment of explosion evacuate to safety place and warning.Affirmation personnel equipment general evacuation hazardous area, when possessing the safe initiation condition, the blasting work commanding officer can send time break and detonate.
Among the present invention, the millisecond delay cap that adopts short-delay blasting to use in the borehole, and the outer shroud borehole lag behind in ring borehole 25 ms to 100ms that detonate.The explosive of packing in the borehole adopts the rock emulsion explosive of good waterproof performance.Initiator can be selected K62-FB-100 explosion-proof type initiator for use, and the series connection initiating ability reaches 100, charging interval≤10s, power-on time≤4ms, supply voltage 4.5V.
With the 1m stake directly is example, and like Fig. 1 or shown in Figure 2, the stake heart hole 2 at stake heart place is explosion first order free face; Interior ring borehole 3 blast backs form second level free face 5, and are as shown in Figure 3; The pile foundation of this blast area basic forming is as shown in Figure 4 after outer shroud borehole 4 blast.
After the explosion, the stand-by period of stipulating in strict accordance with " shotfiring safety rules " surpasses 15min, and side allowance inspection personnel gets into quick-fried district and checks that after the affirmation safely, Fang Zhun sends the releasing restricted speed signal.If find blown-out shot, should notify project management department at once and arrange the professional to handle during scarfing cinder, forbid that the layman handles privately.For guaranteeing the accuracy of stake position, should do pile foundation breast wall after the scarfing cinder, during the first segment retaining wall, should check the stake position with instrument again.
Carrying out next section explosion borehole when boring, forbidding heavily to bore residual borehole after the epimere explosion, accident in case residual cap explosive is blasted.
Clearer for technical problem, technical scheme and beneficial effect that the present invention is solved, below in conjunction with embodiment, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explanation the present invention, and be not used in qualification the present invention.
Adopt method provided by the invention that electric Beiyuan, Yongzhou City south partly whole 80 pieces of pile foundations of slate stone exposed area of residential project are excavated, construction cost is:
1. down-the-hole drill perforate expense is 30,000 yuan; 2. the explosive expense is 30,000 yuan; 3. 150,000 yuan of operating expenses (containing the concrete perfusion operating expenses); 4. other expense is 1.5 ten thousand yuan; Amounting to expense is 22.5 ten thousand yuan, and the pile foundation construction duration is about 25 days.
Adopt traditional Blasting Excavation method to excavate, construction cost is:
1. the explosive expense is 5.8 ten thousand yuan; 2. 260,000 yuan of operating expenses (containing the concrete perfusion operating expenses); 3. other expense is 1.5 ten thousand yuan; Amounting to expense is 33.3 ten thousand yuan, and the pile foundation construction duration is about 40 days.
Promptly adopt method provided by the invention than traditional blast working method:
Reduce expenses 33.3 ten thousand yuan-22.5 ten thousand yuan=10.8 ten thousand yuan
40 days-25 days=15 days reduction of erection time.
Adopt punching stake method to excavate, construction cost is:
1. 400,000 yuan of operating expenses (containing the concrete perfusion operating expenses); 2. an interior mud charges for disposing pollutants is with 30,000 yuan; 3. other fees are 2.5 ten thousand yuan; Amounting to expense is 45.5 ten thousand yuan, and the pile foundation construction duration is about 35 days.
Promptly adopt method provided by the invention than punching stake method:
Reduce expenses 45.5 ten thousand yuan-22.5 ten thousand yuan=230,000 yuan
35 days-25 days=10 days reduction of erection time.
Adopt the drilled pile method to excavate, construction cost is:
1. 600,000 yuan of operating expenses (containing the concrete perfusion operating expenses); 2. other fees are 1.5 ten thousand yuan; Amounting to expense is 61.5 ten thousand yuan, and the whole foundation basic construction duration is about 45 days.
Promptly adopt method provided by the invention than drilled pile method:
Reduce expenses 61.5 ten thousand yuan-22.5 ten thousand yuan=390,000 yuan
45 days-25 days=20 days reduction of erection time.
Above embodiment is merely preferred implementation of the present invention, should be pointed out that to those skilled in the art, and under the prerequisite that does not break away from the principle of the invention, some improvement of having done also should be regarded as protection scope of the present invention.
Claims (10)
1. the pile foundation controlled blasting excavation method of a whole plate petrographic province is characterized in that, may further comprise the steps:
S1, whole place, plate petrographic province is excavated smooth, and pile foundation positioned;
S2, bore several heart holes, form a stake heart and empty the district in the pile foundation centre of having good positioning;
S3, the outer shroud of emptying the district at the stake heart evenly are drilled into the hole of few two circle cross arrangements, obtain some circle boreholes that hoop is evenly arranged and reported to the leadship after accomplishing a task and arranges, the interior ring borehole that comprises inner ring be uniformly distributed in the peripheral some circle outer shroud boreholes of ring borehole;
S4, in all boreholes, pack into rock emulsion explosive and millisecond delay cap, and be arranged in the blasting cap initiation inner ring time lag borehole blasting cap initiation time 25ms to 100ms of outer ring borehole in every adjacent two circle boreholes, detonate behind the plugged perforation;
Scarfing cinder in S5, the stake hole, retaining wall, and carry out next section of pile foundation controlled blasting excavation, accomplish until pile foundation.
2. method according to claim 1 is characterized in that, among the step S2, the aperture in stake heart hole is 150mm.
3. method according to claim 1 and 2 is characterized in that, among the step S2, the number in stake heart hole is 3; And 3 stake heart holes are a chain of the setting.
4. method according to claim 1 is characterized in that, among the step S3, the number of interior ring borehole is 3-4; It is that the center of circle, radius are on the circumference of 0.25m that interior ring borehole is distributed in the stake heart, and an interior ring borehole and a stake heart hole cross-distribution; The diameter of interior ring borehole is 40mm, and the spacing between the interior ring borehole is 300-400mm.
5. method according to claim 1 is characterized in that, among the step S3, the diameter of outer shroud borehole is 40mm, and the spacing in the outer shroud borehole between adjacent two boreholes is 300-400mm, and the outer shroud borehole of outmost turns is 100-200mm with the spacing of stake hole wall.
6. according to claim 1 or 5 described methods, it is characterized in that among the step S3, the degree of depth of outer shroud borehole is 0.6-0.8 a times of stake bore dia, the big 100-200mm of the degree of depth of the depth ratio outer shroud borehole of innermost ring borehole.
7. method according to claim 1 is characterized in that, stake heart hole, borehole are vertical eye.
8. method according to claim 1 is characterized in that, among the step S4, the amount of the rock emulsion explosive of packing in the borehole is 1/3 of a borehole depth.
9. according to claim 1 or 8 described methods, it is characterized in that, among the step S4, rock ballast, clay and/or rock dust that the plugging material that adopts during plugged perforation produces for boring, the stemming length of rock emulsion explosive top is more than the 20cm.
10. according to claim 1 or 8 described methods, it is characterized in that said millisecond delay cap is that firing interval is 25ms, the hop count that detonates is in 1 ~ 5 section the millisecond delay electric detonator any.
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| CN201210182394.8A CN102661688B (en) | 2012-06-05 | 2012-06-05 | Pile foundation control blasting excavation method of integral-plate rocky area |
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| CN103175450A (en) * | 2013-03-12 | 2013-06-26 | 长沙矿山研究院有限责任公司 | Deep hole blasting method |
| CN103422494A (en) * | 2013-03-12 | 2013-12-04 | 中国建筑第四工程局有限公司 | In-situ position exploding hole forming method and device for multi-layer rock in cast-in-place pile |
| CN105804079A (en) * | 2016-03-31 | 2016-07-27 | 大连久鼎祥瑞特种工程技术研究院有限公司 | Tool and method for smashing hard rock in large-diameter pile hole |
| CN107762399A (en) * | 2017-11-24 | 2018-03-06 | 中交第二航务工程局有限公司 | Explosion coordinates rotary drilling rig deep layer one-step pore-creating construction method |
| CN108193671A (en) * | 2017-12-15 | 2018-06-22 | 中铁上海工程局集团有限公司 | For the weight dangerous region super-large diameter pile foundation drilling construction method of alpine terrain landforms |
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| CN103175450A (en) * | 2013-03-12 | 2013-06-26 | 长沙矿山研究院有限责任公司 | Deep hole blasting method |
| CN103422494A (en) * | 2013-03-12 | 2013-12-04 | 中国建筑第四工程局有限公司 | In-situ position exploding hole forming method and device for multi-layer rock in cast-in-place pile |
| CN103175450B (en) * | 2013-03-12 | 2014-07-09 | 长沙矿山研究院有限责任公司 | Deep hole blasting method |
| CN103422494B (en) * | 2013-03-12 | 2015-09-23 | 中国建筑第四工程局有限公司 | Multi-layer rock original position drilling by blasting method and device in castinplace pile |
| CN105804079A (en) * | 2016-03-31 | 2016-07-27 | 大连久鼎祥瑞特种工程技术研究院有限公司 | Tool and method for smashing hard rock in large-diameter pile hole |
| CN107762399A (en) * | 2017-11-24 | 2018-03-06 | 中交第二航务工程局有限公司 | Explosion coordinates rotary drilling rig deep layer one-step pore-creating construction method |
| CN108193671A (en) * | 2017-12-15 | 2018-06-22 | 中铁上海工程局集团有限公司 | For the weight dangerous region super-large diameter pile foundation drilling construction method of alpine terrain landforms |
| CN111101529A (en) * | 2019-12-31 | 2020-05-05 | 中铁西北科学研究院有限公司 | Rapid and simple anti-slide pile construction structure and method for complex stratum |
| CN115493467A (en) * | 2022-10-14 | 2022-12-20 | 中铁二十三局集团第四工程有限公司 | Underwater loosening blasting construction method for cast-in-situ bored pile |
| CN115493467B (en) * | 2022-10-14 | 2024-02-13 | 中铁二十三局集团第四工程有限公司 | Underwater loose blasting construction method for bored pile |
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