CN105297714A - Integrative construction device and method for pile cap and pile body of pouring pile - Google Patents
Integrative construction device and method for pile cap and pile body of pouring pile Download PDFInfo
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- CN105297714A CN105297714A CN201510795964.4A CN201510795964A CN105297714A CN 105297714 A CN105297714 A CN 105297714A CN 201510795964 A CN201510795964 A CN 201510795964A CN 105297714 A CN105297714 A CN 105297714A
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Abstract
The invention relates to an integrative construction device for a pile cap and a pile body of a pouring pile. The integrative construction device comprises a level gauge, a total station and a base plate with an annular cross section. The annular base plate is laid around an upper end opening of a pile hole and connected to an overall reinforcement cage in a sleeving manner. The overall reinforcement cage is arranged in the pile hole. The pile hole and the overall reinforcement cage coaxially coincide. The overall reinforcement cage is divided into a ground pile cap steel bar part and a pile foundation underground steel bar part. The overall reinforcement cage comprises a set of longitudinally-arranged main bars and a spiral stirrup surrounding the main bars. A set of groove holes is formed in the annular base plate, and bolts matched with the groove holes are arranged. The bolts are connected with bolt holes in a formwork in a matched manner. The formwork coincides with the base plate and the center of the overall reinforcement cage. The integrative construction device is low in construction difficulty and has high economic benefits and social environment benefits.
Description
Technical field
The present invention relates to a kind of improvement of liquefied natural gas (LNG) tank pile cover construction technology, especially a kind of castinplace pile pile cover and stake integrative construction device and method, belong to technical field of building construction.
Background technology
Large-scale low-temperature storage tank outer tank is designed to post-stress reinforced concrete structure, and generally by pore-creating filling pile bulit on stilts, Pile Diameter is 1 ~ 1.5m, and quantity is 169 ~ 556, and overhead height is 0.76 ~ 1.75m.In pile foundation construction process, the uncertainty due to underground situation often causes pile foundation construction progress to be delayed, and the smooth construction of reasonable arrangement pile cover and storage tank cushion cap just becomes the key of Guarantee item duration.In liquefied natural gas (LNG) project in the past, the LNG project on the such as ground such as Zhuhai, Ningbo, all adopts stake to separate construction technology with pile cover, after pile driving construction completes, namely carries out soil excavation, broken pile head and colligation pile cover reinforcing bar, carry out pile cover concreting again, finally carry out backfilling of earthwork, complete pile cover construction, this technology operation is loaded down with trivial details, manpower, material and plant equipment drop into larger, cause construction cost high, programming is slow, also add the pollution such as airborne dust, noise.
Summary of the invention
The object of the invention is to: for above-mentioned prior art Problems existing, propose a kind of castinplace pile pile cover and stake integrative construction device, give its construction method simultaneously, pile cover working procedure can be reduced, increase work efficiency, control construction cost.
In order to reach above object, castinplace pile pile cover of the present invention and stake integrative construction device basic technical scheme are: comprise level gauge, total powerstation and cross section are the backing plate of annular, described annular backing plate is laid on around stake holes upper port, and be socketed on whole reinforcement cage, described whole reinforcement cage is arranged in stake holes, described stake holes axially overlaps with whole reinforcement cage, described whole reinforcement cage is divided into pile cover reinforcing bar and pile foundation under ground portion reinforcing bar two parts on the ground, described whole reinforcement cage comprises main muscle and the spiral stirrup of a rhizosphere bundle on the main muscle of this group of one group of longitudinal arrangement, described annular backing plate is shaped with one group of slotted eye, coordinate with described slotted eye and be provided with bolt, described bolt is connected with the bolt hole in template again, described template and backing plate, whole reinforcement cage center superposition.
Preferably, described template comprises the cylindrical shell surrounded by side template, described cylindrical shell overcoat has interior casing, the two-port up and down of described interior casing has outward extending chimb, and be provided with outer casing between chimb up and down at described interior casing, be provided with several ribs between inside and outside casing, the lower chimb of described interior casing be shaped with one group of bolt hole matched with bolt.
Preferably, the lower end periphery of described cylindrical shell is positioned at the breach having below casing and match with backing plate.
Preferably, the upper chimb of described interior casing is shaped with one group of lacing hole for steel wire penetrating, described lacing hole be embedded in the ground bar connecting of stake holes surrounding.
Preferably, bury casing underground in described stake holes, be positioned on the ground around described stake holes and be provided with casting platform, described casting platform forms primarily of several layers of support, is convenient to concreting in lifts.
Castinplace pile pile cover of the present invention and stake integral construction method, comprise the concrete construction of pile foundation under ground portion successively, and concrete is super fills with, and conduit and casing are extracted, model sheetinstallat, pile cover concreting, form removable and concrete curing.
Wherein, the first step, the concrete construction of pile foundation under ground portion comprise the following steps:
(11) conveniently pouring pile hole construction technology at the scene ground construction obtain stake holes, and bury casing underground in stake holes;
(12) stirrup is spirally wound on the main muscle of one group of longitudinal arrangement, and to tie up with main muscle intersection at stirrup and be connected, obtained whole reinforcement cage, whole reinforcement cage is lifted and is fixed in stake holes, described whole reinforcement cage axially overlaps with stake holes, and whole reinforcement cage is divided into pile cover reinforcing bar and pile foundation under ground portion reinforcing bar on the ground;
(13) by being arranged on conduit in stake holes to continous pouring concrete in stake holes, fullness coefficient when controlling filling concrete is greater than 1.05;
Second step, concrete are super fills with: in stake holes, proceed perfusion after continous pouring concrete to the upper port of casing, until concrete reaches to estimate to surpass fill with height, described expectation surpasses the conversion amount of filling with highly for influx height and stake footpath; Concrete is removed the concrete of super filling and recycles, to guarantee the qualified free from admixture of the concrete quality of stake holes end face after reaching expectation super filling height; The super filling estimated highly is generally 0.8 ~ 1.0m, and namely when stake diameter is 1.2m, super filling side amount equals π × 0.62 × (0.8 ~ 1.0) ㎡;
3rd step, conduit and casing are extracted: carry out onsite acceptance, and after super filling amount meets the demands and stake top concrete is all fresh concrete, i.e. acceptance(check), extracts conduit and casing, and clears up stake top concrete and top pile cover reinforcing bar; During examination, get the concrete for making test block of stake top, test block meet layout design requirement of strength be qualified;
4th step, before the initial set of stake top concrete, carry out model sheetinstallat, comprise the following steps:
(41) make inside and outside casing, the two-port up and down of interior casing stretches out and makes chimb, and the lower chimb of interior casing is opened one group of bolt hole, is enclosed within cylindrical shell that side template surrounds, composition template after inside and outside casing being connected;
(42) by smooth for stake holes surrounding ground closely knit after, annular backing plate be socketed in whole reinforcement cage and lay on the ground, adopting level gauge leveling backing plate and ground during laying, annular backing plate is used for the horizontal and vertical degree of Control architecture;
(43) by the formwork hoisting assembled on the annular backing plate laid, and template center is alignd with backing plate center, whole reinforcement cage center, bolt hole and the bolt be arranged in annular backing plate slotted eye of template are connected, and template and annular backing plate are connected as one;
(44) adopt the orthogonal erection of total powerstation, the verticality of measurement module, and adjust the verticality of template by bolt, backing plate;
5th step, pile cover concreting: after installation form, ensure the not yet initial set of stake top concrete, carry out pile cover concreting; When building, casting platform is lifted into job site, and to continuous stratification concreting in template, vibration compacting operation need be carried out to the concrete being positioned at two-layer contact surface during concreting in lifts, upper and lower two layer concretes are fully mixed.
Second step, concrete is super fills with, pile foundation under ground portion continues concreting after completing concreting, clean out needing the concrete laitance of dabbing to overflow in advance in traditional handicraft, save operation, avoid top concrete because of slag inclusion clod, the problems such as the intensity that cement paste etc. cause cannot meet, super concrete of filling with out is ejected stake holes end face simultaneously, containing impurity in it, clean spade can be adopted by super filling spade in the wagon box of small handcart, and be transported to nearby and need place to recycle, facing of sclerosis is such as needed to build place etc., avoid wasting resource, protect site environment simultaneously.Concrete surpasses filling and stake can be avoided to eject existing laitance, ensures the concrete quality of pile crown, effectively improves the bearing capacity of castinplace pile, and when can prevent conduit from extracting, whole reinforcement cage floats.In addition, super filling is the concrete compaction in order to pile cover and stake junction, does not have the impurity such as mud, avoids pile cover to build rear junction and occurs " broken pile " phenomenon, the transmission of influence power.In addition, for castinplace pile, traditional thinking is exactly carried out soil excavation, broken pile head, colligation pile cover reinforcing bar, formwork supporting plate, build the operations such as pile cover concrete having built, and the present invention is that steel bar overall is shaping, after concreting to ground, the pile crown originally needing to abolish was cleaned out before also not solidifying, then quick template supporting plate completes pile cover and builds, and therefore must avoid concrete setting, prevent from producing constuction joint between pile body and pile cover.
Four, the 5th step, makes full use of the concrete initial setting time, and cleaning corrects whole reinforcement cage, lays annular backing plate, installs fixing prefabricated template, and carry out pile cover concreting before the initial set of stake top concrete.Must before the concrete initial set under ground portion pile foundation top, complete the constructions such as backing plate laying, model sheetinstallat, pile cover concreting, the reinforcing of pile cover model sheetinstallat, otherwise after pile foundation concrete initial set, just impossible continuous concrete, pile cover and stake just can not realize integrated construction.The Main Function of backing plate is support shuttering, because bed die concrete does not also solidify, just needs a support platform to ensure the verticality of template.The concrete initial set time is determined when can do concrete mix by early stage, under the prerequisite ensureing concrete properties, and the proper extension concrete initial set time; Simultaneously under the prerequisite of ensuring the quality of products, complete the work such as model sheetinstallat fast, so that the covert prolongation concrete initial set time.But, if not yet complete the installation of template before concrete initial set, concrete need be pushed up to stake and carry out dabbing, as treatment of construction joints, then carry out follow-up pile cover construction.
Preferably, step (13) carries out vibration compacting operation to the concrete being positioned at certain depth scope below stake holes upper port in filling process; In second step, when after filling concrete to the stake top mark height of design, and when top, stake top has fresh concrete, the closely knit operation of secondary vibration is carried out to the concrete being positioned at certain depth scope below stake holes upper port.Certain depth value is 5 ± 1m.
Preferably, in step (44), first steel wire penetrating is arranged on the lacing hole of template surrounding, again be embedded in the ground bar connecting of stake holes surrounding, be convenient to reinforcing template, then adopt the verticality of total station survey template, and by turning the verticality of bolt and mobile backing plate fine-tuning template, coordinate verticality to regulate by the wire rope of degree of tightness layback simultaneously, finally reach the object of the verticality of adjustment template.
Castinplace pile pile cover of the present invention and stake integral construction method continue to water until expose fresh qualified concrete surface in pile foundation concreting afterwards to casing mouth, then the concrete of super filling part is focused on, make full use of the pile foundation under ground portion concrete initial setting time, installation form is regulated by annular backing plate, and carry out pile cover concreting, complete pile cover construction operation fast.The present invention has the following advantages:
1. pile cover reinforcing bar and pile foundation under ground portion reinforcing bar are linked as whole reinforcement cage, and lift, and eliminate the operation of installing separately pile cover reinforcing bar in traditional handicraft, improve operating efficiency;
2. can the level of Control architecture and verticality well by annular backing plate, because storage tank load is comparatively large, require higher to bearing capacity of pile foundation, it is good that pile cover verticality and levelness control, and storage tank cushion cap load just can be delivered to stake end effectively;
3. adopt cast-in-place pile construction method of the present invention to eliminate the operation such as soil excavation, broken pile head and backfilling of earthwork in the construction of traditional pile cover, control construction cost, decrease the pollution such as noise, airborne dust;
4. pair super concrete overflowed of filling with is collected and recycles, and avoids the wasting of resources.In a word, difficulty of construction of the present invention is little, has higher economic benefit and social environment benefit.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is further illustrated.
Fig. 1 is grout pile cap schematic diagram in the present invention.
Fig. 2 is concrete super filling schematic diagram.
Fig. 3 is the structural representation of annular backing plate in the present invention.
Fig. 4 is the structural representation of template in the present invention.
Fig. 5 is model sheetinstallat schematic diagram.
Fig. 6 is pile cover concreting schematic diagram.
Fig. 7 is the filling pile structure schematic diagram of having constructed.
Fig. 8 is that the A of Fig. 5 is to enlarged drawing.
In figure: 1. pile foundation under ground portion reinforcing bar, 2. ground pile cover reinforcing bar, 3. main muscle, 4. cushion cap, 5. spiral stirrup, 6. constuction joint, 7. whole reinforcement cage, 8. fresh concrete face, 9. slotted eye, 10. billet, chimb on 11., 12. times chimbs, casing in 13., 14. outer casings, 15. cylindrical shells, 16. ribs, 17. wire rope, 18. bolts, 19. casting platforms.
Detailed description of the invention
Embodiment one
The castinplace pile pile cover of the present embodiment and stake integrative construction device, comprise the billet 10 that level gauge, total powerstation and cross section are annular, annular billet 10 is laid on around stake holes upper port, and be socketed on whole reinforcement cage 7, whole reinforcement cage 7 is arranged in stake holes, stake holes axially overlaps with whole reinforcement cage 7, whole reinforcement cage 7 is divided into pile cover reinforcing bar 2 and pile foundation under ground portion reinforcing bar 1 two parts on the ground, whole reinforcement cage 7 comprises main muscle 3 and the spiral stirrup 5 of a rhizosphere bundle on the main muscle 3 of this group of one group of parallel longitudinal arrangement; Annular billet 10 internal diameter is 1.2m, and external diameter is 1.5m, and thickness is 2cm, annular billet 10 is shaped with four slotted eye 9(and sees Fig. 3), coordinate with slotted eye 9 and be provided with bolt 18, bolt 18 is connected with the bolt hole on steel form, steel form and billet 10, whole reinforcement cage 7 center superposition.Wherein steel form comprises the cylindrical shell 15 surrounded by side plate, cylindrical shell 15 overcoat has interior casing 13, the two-port up and down of interior casing 13 has outward extending chimb, at the upper chimb 11 of interior casing, outer casing 14 is provided with between lower chimb 12, interior casing 13, several ribs 16 is provided with between outer casing 14, and on the lower chimb 12 of interior casing 13, be shaped with four bolts hole matched with bolt, cylindrical shell 15, interior casing 13, the cross section of outer casing 14 is circular or square, the lower end periphery of cylindrical shell 15 is positioned at the breach (see figure 4) having below casing 13 and match with billet 10, the upper chimb 11 of interior casing 13 is shaped with one group of lacing hole passed for wire rope 17 in addition, lacing hole be embedded in the ground bar connecting of stake holes surrounding, the long 1m of reinforcing bar, top is welded with annulus.Bury casing underground in stake holes, be positioned on the ground around stake holes and be provided with casting platform 19, casting platform 19 forms primarily of several layers of support, is convenient to concreting in lifts.
Castinplace pile pile cover of the present invention and stake integral construction method, comprise the concrete construction of pile foundation under ground portion successively, and concrete is super fills with, and conduit and casing are extracted, and steel form is installed, pile cover concreting, and steel form is removed and concrete curing.
Wherein, the first step, the concrete construction of pile foundation under ground portion comprise the following steps:
(11) conveniently pouring pile hole construction technology at the scene ground construction obtain stake holes, and bury casing underground in stake holes;
(12) spiral stirrup 5 is spirally wound on the main muscle 3 of one group of parallel longitudinal arrangement, and to tie up with main muscle 3 intersection at spiral stirrup 5 and be connected, obtained whole reinforcement cage 7, whole reinforcement cage 7 is lifted and is fixed in stake holes, whole reinforcement cage 7 axially overlaps with stake holes, and whole reinforcement cage 7 is divided into pile cover reinforcing bar 2 and pile foundation under ground portion reinforcing bar 1 on the ground;
(13) by being arranged on conduit in stake holes to continous pouring concrete in stake holes, and fullness coefficient when controlling filling concrete is greater than 1.05, in filling process, carry out vibration compacting operation to the concrete being positioned at 5m scope below stake holes upper port.
Second step, as shown in Figure 2, concrete is super fills with: in stake holes, continous pouring concrete does not extract conduit to the upper port of casing, expectation is super fills with highly or exposes fresh qualified concrete surface 8 until concrete reaches to proceed perfusion, estimates to surpass the conversion amount of filling with highly for influx height (being generally 0.8 ~ 1.0m) and stake footpath; Concrete is removed the concrete of super filling and recycles, to guarantee the qualified free from admixture of the concrete quality of stake holes end face after reaching expectation super filling height; When after filling concrete to the stake top mark height of design, and when top, stake top has fresh concrete eight, the closely knit operation of secondary vibration is carried out to the concrete being positioned at certain depth (5 ± 1m) scope below stake holes upper port.
3rd step, conduit and casing are extracted: after onsite acceptance is qualified, conduit and casing are extracted, and clear up stake top concrete and top pile cover reinforcing bar.
4th step, before the initial set of stake top concrete, carry out steel shutterings dress, comprise the following steps:
(41) interior casing 13, outer casing 14 is made, the two-port up and down of interior casing 13 stretches out and makes chimb, the lower chimb 12 of interior casing 13 is opened one group of bolt hole, be enclosed within cylindrical shell 15 that side plate surrounds after interior casing 13 is connected with outer casing 14, composition steel form, the pre-splicing steel form installed adopts polishing machine polishing, removes surperficial rusty stain, and adopts finished product release agent evenly to brush its surface;
(42) by smooth for the surrounding ground of stake holes upper port closely knit after, annular billet 10 be socketed in whole reinforcement cage 7 and lay on the ground, adopt level gauge leveling billet 10 and ground during laying, annular billet 10 is used for controlling the horizontal and vertical degree of steel form;
(43) mobile crane is adopted by the steel form assembled lifting on the annular billet 10 laid, and alignd with billet 10 center, whole reinforcement cage 7 center in steel form center, bolt hole and the bolt 18 be arranged in annular billet 10 slotted eye 9 of steel form are connected, steel form and annular billet 10 are connected as one, simultaneously by wire rope 17 through the lacing hole being arranged on steel form surrounding, again be embedded in the ground bar connecting of stake holes surrounding, be convenient to reinforce steel form (see Fig. 5, Fig. 8);
(44) adopt the orthogonal erection of total powerstation, and pass through the verticality of adjusting bolt 18, billet 10 double-direction control steel form, namely adopt total powerstation to detect, and regulated the verticality of steel form by bottom bolts 18.
5th step, as shown in figures 1 to 6, pile cover concreting: after installing steel form, ensures the not yet initial set of stake top concrete, carries out pile cover concreting; When building, adopt mobile crane that casting platform 19 is lifted into job site, and to continuous stratification concreting in steel form, vibration compacting operation need be carried out to the concrete being positioned at two-layer contact surface during concreting in lifts, upper and lower two layer concretes are fully mixed.Vibrated concrete adopts poker vibrator, its vibrating spear fully vibrates to the concrete contact surface of upper and lower two parts, ensure that upper and lower two parts concrete fully mixes, in order to avoid formation layering, in process of vibrating, fast inserting is pulled out slowly, vibrator and side form keep the distance of 10 ~ 20cm, collision free steel form.Special messenger should be sent when building in addition to monitor lower-layer concrete surface state, and writing time.
6th step, steel form are removed: according to the temperature condition after pile, after pile, remove steel form between 36 ~ 72 hours; When steel form is removed, first the bolt 18 of fixing steel form and wire rope 17 are unclamped, then evenly exert a force in the both sides of steel form, make steel form naturally depart from pile body, billet 10 and steel form are removed in finally cleaning.
7th step, concrete curing: after removing steel form, water treatment is watered to the pile body exposed, to keep its humidity, after watering, adopts plastic sheeting to wrap up the pile body exposed.The humidity made regular check in plastic sheeting is needed between curing time.
Finally by main muscle 3 top of whole reinforcement cage bending (see figure 7).
In addition to the implementation, the present invention also can have other embodiments.All employings are equal to the technical scheme of replacement or equivalent transformation formation, drop on the protection domain of application claims.
Claims (8)
1. a castinplace pile pile cover and stake integrative construction device, it is characterized in that, comprise the backing plate that level gauge, total powerstation and cross section are annular, described annular backing plate is laid on around stake holes upper port, and be socketed on whole reinforcement cage, described whole reinforcement cage is arranged in stake holes, described stake holes axially overlaps with whole reinforcement cage, described whole reinforcement cage is divided into pile cover reinforcing bar and pile foundation under ground portion reinforcing bar two parts on the ground, described whole reinforcement cage comprises main muscle and the spiral stirrup of a rhizosphere bundle on the main muscle of this group of one group of longitudinal arrangement; Described annular backing plate is shaped with one group of slotted eye, coordinates be provided with bolt with described slotted eye, the bolt hole in described bolt and template is connected, described template and backing plate, whole reinforcement cage center superposition.
2. castinplace pile pile cover and stake integrative construction device according to claim 1, it is characterized in that, described template comprises the cylindrical shell surrounded by side template, described cylindrical shell overcoat has interior casing, the two-port up and down of described interior casing has outward extending chimb, and be provided with outer casing between chimb up and down at described interior casing, be provided with several ribs between inside and outside casing, the lower chimb of described interior casing be shaped with one group of bolt hole matched with bolt.
3. castinplace pile pile cover and stake integrative construction device according to claim 2, is characterized in that, the lower end periphery of described cylindrical shell is positioned at the breach having below casing and match with backing plate.
4. castinplace pile pile cover and stake integrative construction device according to claim 2, is characterized in that, the upper chimb of described interior casing is shaped with one group of lacing hole for steel wire penetrating, described lacing hole be embedded in the ground bar connecting of stake holes surrounding.
5. castinplace pile pile cover and stake integrative construction device according to claim 1, it is characterized in that, in described stake holes, bury casing underground, be positioned on the ground around described stake holes and casting platform is installed, described casting platform forms primarily of several layers of support, is convenient to concreting in lifts.
6. castinplace pile pile cover described in any one of claim 1 to 5 and stake integral construction method, is characterized in that, comprises the concrete construction of pile foundation under ground portion successively, concrete is super fills with, and conduit and casing are extracted, model sheetinstallat, pile cover concreting, form removable and concrete curing
Wherein, the first step, the concrete construction of pile foundation under ground portion comprise the following steps:
(11) ground construction obtains stake holes at the scene, and buries casing underground in stake holes;
(12) stirrup is spirally wound on the main muscle of one group of longitudinal arrangement, and to tie up with main muscle intersection at stirrup and be connected, produce whole reinforcement cage, whole reinforcement cage is lifted and is fixed in stake holes, described whole reinforcement cage axially overlaps with stake holes, and whole reinforcement cage is divided into pile cover reinforcing bar and pile foundation under ground portion reinforcing bar on the ground;
(13) by being arranged on conduit in stake holes to continous pouring concrete in stake holes, and fullness coefficient when controlling filling concrete is greater than 1.05;
Second step, concrete are super fills with: in stake holes, proceed perfusion after continous pouring concrete to the upper port of casing, until concrete reaches to estimate to surpass fill with height, described expectation surpasses the conversion amount of filling with highly for influx height and stake footpath; Concrete removes super concrete of filling with after reaching and estimating super filling height;
3rd step, conduit and casing are extracted: carry out onsite acceptance, after super filling amount meets the demands and stake top concrete is all fresh concrete, conduit and casing are extracted, and clear up stake top concrete and top pile cover reinforcing bar;
4th step, before the initial set of stake top concrete, carry out model sheetinstallat, comprise the following steps:
(41) make inside and outside casing, the two-port up and down of interior casing stretches out and makes chimb, and the lower chimb of interior casing is opened one group of bolt hole, is enclosed within cylindrical shell that side template surrounds, composition template after inside and outside casing being connected;
(42) by smooth for stake holes surrounding ground closely knit after, annular backing plate be socketed in whole reinforcement cage and lay on the ground, during laying, adopting level gauge leveling backing plate and ground;
(43) by the formwork hoisting assembled on the annular backing plate laid, and template center is alignd with backing plate center, whole reinforcement cage center, bolt hole and the bolt be arranged in annular backing plate slotted eye of template are connected, and template and annular backing plate are connected as one;
(44) adopt the orthogonal erection of total powerstation, the verticality of measurement module, and adjust the verticality of template by bolt, backing plate;
5th step, pile cover concreting: after installation form, ensure the not yet initial set of stake top concrete, carry out pile cover concreting; When building, casting platform is lifted into job site, and to continuous stratification concreting in template, vibration compacting operation need be carried out to the concrete being positioned at two-layer contact surface during concreting in lifts, upper and lower two layer concretes are fully mixed.
7. castinplace pile pile cover and stake integral construction method according to claim 6, it is characterized in that, step (13), carries out vibration compacting operation to the concrete being positioned at certain depth scope below stake holes upper port in filling process; In second step, when after filling concrete to the stake top mark height of design, and when top, stake top has fresh concrete, the closely knit operation of secondary vibration is carried out to the concrete being positioned at certain depth scope below stake holes upper port.
8. castinplace pile pile cover and stake integral construction method according to claim 6, it is characterized in that, in step (44), first steel wire penetrating is arranged on the lacing hole of template surrounding, again be embedded in the ground bar connecting of stake holes surrounding, be convenient to reinforcing template, then adopt the verticality of total station survey template, and by turning the verticality of bolt and mobile backing plate fine-tuning template, coordinate verticality to regulate by the wire rope of degree of tightness layback simultaneously.
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| CN106498938B (en) * | 2016-10-26 | 2019-05-21 | 重庆大学 | A kind of application method of cast-in-place concrete pile head shaping equipment |
| CN106498938A (en) * | 2016-10-26 | 2017-03-15 | 重庆大学 | A kind of cast-in-place concrete pile head shaping equipment and its using method |
| CN106677178A (en) * | 2016-11-25 | 2017-05-17 | 上海市基础工程集团有限公司 | Graded mounting construction method for super-long protective cylinder of rotatably excavated cast-in-situ bored pile |
| CN107938675A (en) * | 2017-11-30 | 2018-04-20 | 中南勘察基础工程有限公司 | A kind of Vertical spots concrete placings technique and device |
| CN109989395B (en) * | 2019-04-16 | 2024-02-06 | 中海石油气电集团有限责任公司 | Large storage tank filling pile assembled pile cap and construction method thereof |
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| CN110552347A (en) * | 2019-10-14 | 2019-12-10 | 中国电建集团贵州工程有限公司 | Pile foundation construction template tool |
| CN110805040A (en) * | 2019-10-24 | 2020-02-18 | 中铁十六局集团地铁工程有限公司 | Device and method for pre-treatment of super-cast concrete of underwater cast-in-situ bored pile |
| CN111877330A (en) * | 2020-09-04 | 2020-11-03 | 中铁建设集团有限公司 | Hole digging annular foundation pile U-shaped circular steel tube template system and construction method |
| CN113684785A (en) * | 2021-08-23 | 2021-11-23 | 中交(天津)疏浚工程有限公司 | Construction process of pile foundation wharf |
| CN113684785B (en) * | 2021-08-23 | 2023-06-16 | 中交(天津)疏浚工程有限公司 | Construction process of pile foundation wharf |
| CN114808942A (en) * | 2022-01-27 | 2022-07-29 | 海洋石油工程股份有限公司 | Integrated pile-forming winter construction method for LNG storage tank |
| CN114922132A (en) * | 2022-05-19 | 2022-08-19 | 中交第二航务工程局有限公司 | High-pile wharf upper structure part materialized construction method based on combined inclined piles |
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