CN102505707B - Construction method for underbridge - Google Patents
Construction method for underbridge Download PDFInfo
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- CN102505707B CN102505707B CN201110309902.XA CN201110309902A CN102505707B CN 102505707 B CN102505707 B CN 102505707B CN 201110309902 A CN201110309902 A CN 201110309902A CN 102505707 B CN102505707 B CN 102505707B
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Abstract
The invention relates to a construction method for an underbridge. The construction method comprises the following steps of: firstly pouring a middle-part base plate and a vertical wall on ground, and reserving a steel pipe pile inserting hole on the base plate, wherein retaining wall guide rails are arranged on two side surfaces of the exterior of the base plate and the retaining wall guide rails and the base plate are poured together; after the concretion degree of the base plate is up to the concretion strength requirement, driving a retaining wall from two sides of the base plate to a place which is 0.5-1m below the lower surface of the base plate along the retaining wall guide rails, and inserting a steel pipe pile and applying pressure to the followed reduced place which is 0.5-1m below the lower surface of the base plate after drilling and taking out soil in the steel pipe pile inserting hole reserved on the base plate; arranging a jack at the top of the steel pipe pile by taking the steel pipe pile as a support, lifting up the base plate by use of the jack, taking out soil below the base plate and sinking the poured base plate and the vertical wall; and pouring the externally extended base plate and vertical wall again, repeating such steps till finishing the sinking process, taking out the steel pipe piles and the retaining walls, and mounting a beam plate. The construction method for the underbridge, disclosed by the invention, has the advantages of rather fewer machines used in the process of construction, small occupied area and smaller influence on surrounding environment.
Description
Technical field
The present invention relates to a kind of construction method, particularly relate to a kind of construction method of underbridge.
Background technology
Only a loop of Hefei City, Anhui Province had just been built not lower ten underbridges in recent years, and visible underbridge is to solve Important Action of urban transport problems.The construction method of underbridge mainly contains two kinds at present: one is cut and cover tunneling, this construction method, and construction plant is larger, larger to surrounding environment influence, another kind is at the continuous drive reinforced concrete piles in the both sides of underbridge position, and what the degree of depth of stake had reaches 20m, even more than 20m.Concrete pile driving hole adopts different construction machineries, but most submersible, causing on building site is that mud is water everywhere, environment shambles.It is also not light that work has afterwards been built in stake.First, the reinforcing bar that exposes of stake top, winding turning round, even together, top concrete is uneven in coil buckling, have like sticky non-sticky, not only labor intensive and be difficult to the effect that reaches desirable of concrete cleaning bar straightening.Secondly, after the soil at middle part scoops away, the pile surface finish exposing is very poor, earth and concrete are handed over and are mixed, adjacent pile has be extruded with recessed, clear up also very time-consuming, then after water punching, spray again one deck cement paste, add even again one deck steel mesh reinforcement and water one deck cement.In a word, it is many that large-scale construction equipment is employed in construction, and construction quality is undesirable, and pile is used material many deeply, and construction environment is poor, disturbs residents large.Based on above-mentioned situation, the present invention proposes a kind of construction method of new underbridge.
Summary of the invention
The deficiency that the present invention exists for prior art just, provides a kind of construction method of new underbridge, solves prior art and in work progress, constructs that to employ large-scale construction equipment many, construction quality is undesirable, pile is used material many deeply, and construction environment is poor, to problems such as surrounding environment influence are larger.
The present invention is achieved through the following technical solutions above-mentioned technical problem: a kind of construction method of underbridge, comprise the following steps,
(a) part of the rigid pavement of the ground region of plan construction underbridge or flexible pavement and the difficult excavation of other excavator is removed to leveling compacting;
(b) in leveling, on the ground after compacting, build the base plate of underbridge mid portion and be positioned at the first paragraph wall in outside, the long limits of base plate two, some steel pipe pile patchholes are reserved in the both sides at close the wall of base plate while building base plate;
(c) base plate external two sides are with the breast boards guide rail together with bottom slab concreting, the width that breast boards guide rail spacing is between any two breast boards, and the right and left of the breast boards of manufacturing in advance is reserved with the slideway matching with breast boards guide rail;
(d) on base plate, reserved steel pipe pile patchhole internal drilling is fetched earth, the degree of depth that fetches earth and base plate estimate that submergence depth is roughly suitable, after steel pipe pile is inserted and exerts pressure to estimating the weight that need to bear, the weight of base plate and wall by steel pipe pile and on lift heavy dish and the suspension ring on lift heavy bar, base plate bear;
(e) outside of growing limits at two of base plate is along inserting breast boards between two breast boards guide rails downwards and pressing to excavator under base plate soffit, then use excavator to fetch earth below base plate and synchronously press down breast boards, soil is transported until all dig out in the space that base plate need sink, breast boards presses down;
(f) sinking base plate, wall, after sinking to putting in place, hangs out steel pipe pile;
(g) build second segment base plate and wall, steel pipe pile patchhole internal drilling on base plate is fetched earth, the work of repeating step (d), (e), (f), until base plate sinks to design altitude, hang out all steel pipe piles and breast boards, then tamp the slit that hole on base plate and breast boards stay.
The present invention is further specially:
In step (b), the diameter of described steel pipe pile patchhole is than the large 2 ~ 3cm of diameter of the steel pipe pile of wherein placing.
In step (c), the upper end of breast boards pre-fixes wire rope, and in step (d), (e), (f), (g), wire rope upper end is all the time on stand-down.
In step (d), steel pipe pile lower end should arrive 0.5m-1m place under the soffit of estimating after submergence depth at base plate.
In step (e), by breast boards lower end under base plate soffit behind 0.5m-1m place, use excavator to fetch earth below base plate and synchronously press down breast boards, soil is transported until after the space that base plate need sink all digs out, breast boards presses to lower end and is positioned at 0.5m-1m place under the basal surface of sinking space.
In step (b), pre-buried at least two suspension ring in the periphery of each steel pipe pile patchhole on base plate, suspension ring all with the concentric circumference of steel pipe pile patchhole on uniform, in step (d), steel pipe pile sinks to using Pneumatic jack, first at steel pipe pile, insert in the hole and put into steel pipe pile, lift heavy dish under settling on steel pipe pile top, on lower lift heavy dish, place Pneumatic jack, on Pneumatic jack, place lift heavy dish, upper lift heavy dish top is fixed with suspension ring, suspension ring quantity on base plate on configuration and the correspondence position of the pin hole on upper and lower lift heavy dish, position is identical, suspension ring quantity on base plate on configuration and the correspondence position of lift heavy bar, position is identical, the top of lift heavy bar, middle part, and bottom is respectively arranged with pin hole, middle pin hole, lower pin hole, first use load-bearing pin that lift heavy bar is fixedly connected with upper lift heavy dish by middle pin hole, lift heavy bar lower end is connected with the suspension ring on base plate by " U-shaped adjustment screw ", to Pneumatic jack, inflate, the stressed sinking of steel pipe pile, all steel pipe piles sink to after the predetermined weight that should bear, extract load-bearing pin, penetrate in the pin hole of lower pin hole and lower lift heavy dish, lower lift heavy dish is connected with lift heavy bar and base plate, now, the weight of base plate and wall is all by lower lift heavy dish, lift heavy bar and steel pipe pile bear.
In step (f), base plate, wall sinks to using Pneumatic jack, Pneumatic jack is pressurized to one by one lift heavy dish pin hole and overlaps with the upper pin hole position of lift heavy bar, the upper pin hole of lift heavy bar is connected with the pin hole of upper lift heavy dish with load-bearing pin, continue pressurising, until the not load-bearing of load-bearing pin on lower lift heavy dish, all Pneumatic jacks are as stated above after end of operation, extract the load-bearing pin on all lower lift heavy dishes, all Pneumatic jacks are synchronously exitted, dwindle stroke, base plate, wall is synchronous under the effect of gravity slowly to sink, until base plate sinks to putting in place, next, lift heavy dish in dismounting, Pneumatic jack, lower lift heavy dish, lift heavy bar, hang out steel pipe pile.
Described jack comprises base, top cover, air inlet, steam vent and rubber bellows, the top of rubber bellows is connected with top cover and base are air tight respectively with bottom, air inlet and steam vent are opened in respectively on the sidewall of base, and the rubber bellows cylindrical junction of described Pneumatic jack embeds steel loop in making.
Described Pneumatic jack also comprises guide cylinder, the concentric flexible guide cylinder of multilayer steel is installed between rubber bellows internal base and top cover, urceolus and the inner core of guide cylinder are rigidly connected with base and top cover respectively, and each layer of guide cylinder sidewall opened respectively one or several air inlet/outlet.
The invention has the advantages that: owing to having adopted above technical scheme, it is few that the present invention can realize the construction machinery using in work progress, ambient influnence is little to external world, the less surrounding environment that is subject to of work progress retrains, solve that prior art employs in work progress that large-scale construction equipment is many, construction quality is undesirable, pile is dark, use material is many, construction environment is poor, to problems such as surrounding environment influence are larger.
Accompanying drawing explanation
Fig. 1 is total construction schematic diagram of the construction method of underbridge of the present invention, is top view;
The construction sequence schematic diagram of the construction method that Fig. 2 a to Fig. 2 d is underbridge of the present invention is the front section view from underbridge;
The construction sequence schematic diagram of the construction method that Fig. 3 a to Fig. 3 e is underbridge of the present invention is the side sectional view from underbridge;
Fig. 4 is breast boards guide rail schematic diagram of the present invention;
Fig. 5 is breast boards set-up mode schematic diagram of the present invention;
Fig. 6 is construction method chain sling schematic diagram in work progress of underbridge of the present invention;
Fig. 7 is the sectional view of Pneumatic jack of the present invention when inflated condition.
Fig. 8 is the sectional view of Pneumatic jack of the present invention when unaerated state.
The specific embodiment
The content of invention is described below in conjunction with specific embodiments.
In the construction method of underbridge of the present invention, the prefabricated operation of building of bridge plate is constant, adopts existing construction method, and the following part of bridge plate is divided into base plate and wall, and what the present invention solved is the construction problem of base plate and wall, comprises the following steps:
(a) part of the rigid pavement of the ground region of plan construction underbridge or flexible pavement and the difficult excavation of other excavator is removed to leveling compacting;
(b) please refer to Fig. 1, Fig. 2 a to Fig. 2 d, Fig. 3 a to Fig. 3 e, on ground 1 in leveling after compacting, build the base plate 10 of underbridge and be positioned at the first paragraph wall 13 in outside, 10 liang long limits of base plate, build each time all ends of exposing at base plate 10 and wall 13 and leave dew muscle, so that follow-up, build welded reinforcement, while building base plate 10 at the reserved some steel pipe pile patchholes 11 in the both sides of the close wall 13 of base plate 10, the diameter of steel pipe pile patchhole 11 is than the large 2 ~ 3cm of diameter of the steel pipe pile 20 of wherein placing, in the present embodiment, the quantity of the steel pipe pile patchhole 11 of the both sides of described base plate 10 is identical, and position is corresponding one by one.And at pre-buried at least two suspension ring 12 in the periphery of steel pipe pile patchhole 11, suspension ring 12 be all positioned at the circumference in the steel pipe pile patchhole 11 same centers of circle on uniform;
(c) please refer to Fig. 4 and Fig. 5, when building base plate 10, along the outboard end on 10 liang of long limits of base plate is equidistant, build and the breast boards guide rail 41 of base plate 10 one, breast boards guide rail 41 spacing is between any two the width of breast boards 40, to breast boards 40 is led, the two ends, left and right of the breast boards 40 of manufacturing are in advance reserved with the slideway matching with breast boards guide rail 41, and the upper end of breast boards 40 is fixed with wire rope 402;
(d) steel pipe pile patchhole 11 internal drillings on base plate 10 fetch earth after by steel pipe pile 20 from steel pipe pile patchhole 11 weight should bear to it of inserting and exert pressure, the degree of depth that fetches earth of steel pipe pile patchhole 11 can estimate that submergence depth is suitable with base plate 10, and steel pipe pile 20 is exerted pressure posterior end should 0.5m-1m place below the soffit after base plate 10 arrival expectation submergence depths.Steel pipe pile 20 sinks to using Pneumatic jack 50, first in steel pipe pile patchhole 11, put into steel pipe pile 20, lift heavy dish 21 under settling on steel pipe pile 20 tops, on lower lift heavy dish 21, place Pneumatic jack 50, on Pneumatic jack 50, place lift heavy dish 22, upper lift heavy dish 22 upper ends are fixed with suspension ring 222.By vertical lift heavy bar 30, lower lift heavy dish 21 is connected with suspension ring 12 reserved on base plate 10, lift heavy bar 30 quantity identical with the quantity of suspension ring 12 pre-buried on base plate 10.The top of lift heavy bar 30, middle part, and bottom is respectively arranged with pin hole, middle pin hole, lower pin hole, also be provided with bottom and the inverted U adjustment screw 302 that is connected suspension ring and matches, first use load-bearing pin that lift heavy bar 30 is fixedly connected with upper lift heavy dish 22 by middle pin hole, inflate to Pneumatic jack 50, the stressed sinking of steel pipe pile 20, all steel pipe piles 20 sink to after desired depth, extract load-bearing pin, penetrate in the pin hole of lower pin hole and lower lift heavy dish 21, lower lift heavy dish 21 is fixing with lift heavy bar 30 and base plate 10, if pin hole misalignment, adjustable U-shaped adjustment screw 302, now, the weight of base plate 10 and wall 13 is all by lower lift heavy dish 21, lift heavy bar 30 and steel pipe pile 20 bear,
(e) outboard end of growing limits at two of base plate 10 is along inserting breast boards 40 between two breast boards guide rails 41 downwards, breast boards 40 is pressed down simultaneously, breast boards 40 lower ends are 0.5m-1m place under base plate 10 soffits, then use excavator to fetch earth and synchronously press down breast boards below base plate 10, soil is all transported until base plate 10 needs the space sinking all to dig out, breast boards 40 presses to lower end and is positioned at 0.5m-1m place under the basal surface of sinking space;
(f) Pneumatic jack 50 is pressurized to one by one lift heavy dish 22 pin holes and overlaps with the upper pin hole position of lift heavy bar 30, the upper pin hole of lift heavy bar 30 is connected with the pin hole of upper lift heavy dish 22 with load-bearing pin, continue pressurising, until the not load-bearing of load-bearing pin on lower lift heavy dish 21, all Pneumatic jacks 50, as stated above after end of operation, are extracted the load-bearing pin on all lower lift heavy dishes 21.All Pneumatic jacks 50 are synchronously exitted, and dwindle stroke, and base plate 10,13 synchronous slowly sinkings under the effect of gravity of wall, until base plate 10 sinks to putting in place.Next, the chain sling that in dismounting, lift heavy dish 22, Pneumatic jack 50, lower lift heavy dish 21, lift heavy bar 30 etc. form, hangs out steel pipe pile 20;
(g) build second segment base plate 10 and wall 13, the base plate newly watering leaves steel pipe pile patchhole 11 and breast boards guide rail 41 equally.Steel pipe pile patchhole 11 internal drillings on base plate 10 are fetched earth, and the work of repeating step (d), (e), (f), until base plate 10 and wall 13 sink to design altitude.Notice that the wire rope 402 of breast boards 40 upper ends is all the time on stand-down.Hang out all steel pipe piles 20 and breast boards 40, then with soil, tamp the slit that hole on base plate 10 and breast boards 40 stay, the slit that breast boards 40 stays more easily fills up with sand.Then can carry out follow-up beam slab and set up work.
Shown in Fig. 7 and Fig. 8, Pneumatic jack 50 of the present invention comprises base 52, top cover 51, air inlet 55, steam vent 56, also comprise guide cylinder 54 and rubber bellows 53, the top of rubber bellows 53 is connected with base 52 is air tight with top cover 51 respectively with bottom, air tight being connected can well realize by increasing pressure ring, the concentric flexible guide cylinder 54 of multilayer steel is installed between rubber bellows 53 internal base 52 and top cover 51, and the urceolus of guide cylinder 54 and inner core are rigidly connected with base 52 and top cover 51 respectively.Each layer of guide cylinder 54 sidewall are opened respectively one or several air inlet/outlet 57.During making, rubber bellows 53 cylindrical junctions embed steel loop 58, air inlet 55 and steam vent 56 are opened in respectively on the appropriate location of base 52 sidewalls, in use, by air inlet 55, be pressed into air, rubber bellows 53 can slowly stretch under the effect of air pressure, promoting top cover 51 rises, guide cylinder 54 also can extend simultaneously, play the effect of assist location, after use finishes, by steam vent 56 Exhaust Gas, rubber bellows 53 shrinks, top cover 51 also can decline with rubber bellows 53, and guide cylinder 54 also shrinks simultaneously.
Construction method of the present invention, the construction machinery using in work progress is few, ambient influnence is little to external world, the less surrounding environment that is subject to of work progress retrains, solve prior art and in work progress, construct that to employ large-scale construction equipment many, construction quality is undesirable, and pile is used material many deeply, construction environment is poor, to problems such as surrounding environment influence are larger.
Claims (8)
1. a construction method for underbridge, is characterized in that: comprises the following steps,
(a) part of the rigid pavement of the ground region of plan construction underbridge or flexible pavement and the difficult excavation of other excavator is removed to leveling compacting;
(b) in leveling, on the ground after compacting, build the base plate of underbridge mid portion and be positioned at the first paragraph wall in outside, the long limits of base plate two, some steel pipe pile patchholes are reserved in the both sides at close the wall of base plate while building base plate;
(c) base plate external two sides are with the breast boards guide rail together with bottom slab concreting, the width that breast boards guide rail spacing is between any two breast boards, and the right and left of the breast boards of manufacturing in advance is reserved with the slideway matching with breast boards guide rail;
(d) on base plate, reserved steel pipe pile patchhole internal drilling is fetched earth, the degree of depth that fetches earth and base plate estimate that submergence depth is roughly suitable, after steel pipe pile is inserted and exerts pressure to estimating the weight that need to bear, the weight of base plate and wall by steel pipe pile and on lift heavy dish and the suspension ring on lift heavy bar, base plate bear;
(e) outside of growing limits at two of base plate is along inserting breast boards between two breast boards guide rails downwards and pressing to excavator under base plate soffit, then use excavator to fetch earth below base plate and synchronously press down breast boards, soil is transported until all dig out in the space that base plate need sink, breast boards presses down;
(f) sinking base plate, wall, after sinking to putting in place, hangs out steel pipe pile;
(g) build second segment base plate and wall, steel pipe pile patchhole internal drilling on base plate is fetched earth, the work of repeating step (d), (e), (f), until base plate sinks to design altitude, hang out all steel pipe piles and breast boards, then tamp the slit that hole on base plate and breast boards stay;
In described step (b), pre-buried at least two suspension ring in the periphery of each steel pipe pile patchhole on base plate, suspension ring all with the concentric circumference of steel pipe pile patchhole on uniform, in step (d), steel pipe pile sinks to using Pneumatic jack, first at steel pipe pile, insert in the hole and put into steel pipe pile, lift heavy dish under settling on steel pipe pile top, on lower lift heavy dish, place Pneumatic jack, on Pneumatic jack, place lift heavy dish, upper lift heavy dish top is fixed with suspension ring, suspension ring quantity on base plate on configuration and the correspondence position of the pin hole on upper and lower lift heavy dish, position is identical, suspension ring quantity on base plate on configuration and the correspondence position of lift heavy bar, position is identical, the top of lift heavy bar, middle part, and bottom is respectively arranged with pin hole, middle pin hole, lower pin hole, first use load-bearing pin that lift heavy bar is fixedly connected with upper lift heavy dish by middle pin hole, lift heavy bar lower end is connected with the suspension ring on base plate by " U-shaped adjustment screw ", to Pneumatic jack, inflate, the stressed sinking of steel pipe pile, all steel pipe piles sink to after the predetermined weight that should bear, extract load-bearing pin, penetrate in the pin hole of lower pin hole and lower lift heavy dish, lower lift heavy dish is connected with lift heavy bar and base plate, now, the weight of base plate and wall is all by lower lift heavy dish, lift heavy bar and steel pipe pile bear.
2. the construction method of underbridge according to claim 1, is characterized in that: in step (b), the diameter of described steel pipe pile patchhole is than the large 2～3cm of diameter of the steel pipe pile of wherein placing.
3. the construction method of underbridge according to claim 1, is characterized in that: in step (c), the upper end of breast boards pre-fixes wire rope, and in step (d), (e), (f), (g), wire rope upper end is all the time on stand-down.
4. the construction method of underbridge according to claim 1, is characterized in that: in step (d), steel pipe pile lower end should arrive 0.5m-1m place under the soffit of estimating after submergence depth at base plate.
5. the construction method of underbridge according to claim 1, it is characterized in that: in step (e), by breast boards lower end under base plate soffit behind 0.5m-1m place, use excavator to fetch earth below base plate and synchronously press down breast boards, soil is transported until after the space that base plate need sink all digs out, breast boards presses to lower end and is positioned at 0.5m-1m place under the basal surface of sinking space.
6. the construction method of underbridge according to claim 1, it is characterized in that: in step (f), base plate, wall sinks to using Pneumatic jack, Pneumatic jack is pressurized to one by one lift heavy dish pin hole and overlaps with the upper pin hole position of lift heavy bar, the upper pin hole of lift heavy bar is connected with the pin hole of upper lift heavy dish with load-bearing pin, continue pressurising, until the not load-bearing of load-bearing pin on lower lift heavy dish, all Pneumatic jacks are as stated above after end of operation, extract the load-bearing pin on all lower lift heavy dishes, all Pneumatic jacks are synchronously exitted, dwindle stroke, base plate, wall is synchronous under the effect of gravity slowly to sink, until base plate sinks to putting in place, next, lift heavy dish in dismounting, Pneumatic jack, lower lift heavy dish, lift heavy bar, hang out steel pipe pile.
7. according to the construction method of the underbridge described in claim 1 or 6, it is characterized in that: described Pneumatic jack comprises base, top cover, air inlet, steam vent and rubber bellows, the top of rubber bellows is connected with top cover and base are air tight respectively with bottom, air inlet and steam vent are opened in respectively on the sidewall of base, and the rubber bellows cylindrical junction of described Pneumatic jack embeds steel loop in making.
8. the construction method of the underbridge as described in claim 1 or 6, it is characterized in that: described Pneumatic jack also comprises guide cylinder, the concentric flexible guide cylinder of multilayer steel is installed between rubber bellows internal base and top cover, urceolus and the inner core of guide cylinder are rigidly connected with base and top cover respectively, and each layer of guide cylinder sidewall opened respectively one or several air inlet/outlet.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110309902.XA CN102505707B (en) | 2011-10-13 | 2011-10-13 | Construction method for underbridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110309902.XA CN102505707B (en) | 2011-10-13 | 2011-10-13 | Construction method for underbridge |
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| Publication Number | Publication Date |
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| CN102505707A CN102505707A (en) | 2012-06-20 |
| CN102505707B true CN102505707B (en) | 2014-04-16 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201110309902.XA Expired - Fee Related CN102505707B (en) | 2011-10-13 | 2011-10-13 | Construction method for underbridge |
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1092835A (en) * | 1993-03-16 | 1994-09-28 | 黄嘉雄 | With floor supported retaining wall digging construction method |
| JP2588075B2 (en) * | 1991-07-01 | 1997-03-05 | 株式会社フジタ | Underground building construction method |
| CN1184190A (en) * | 1996-12-05 | 1998-06-10 | 廖福彰 | Construction method of underground passage and basement |
| CN201660895U (en) * | 2009-09-29 | 2010-12-01 | 中国二十冶集团有限公司 | Box type space reverse thrust pile compacting equipment |
-
2011
- 2011-10-13 CN CN201110309902.XA patent/CN102505707B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2588075B2 (en) * | 1991-07-01 | 1997-03-05 | 株式会社フジタ | Underground building construction method |
| CN1092835A (en) * | 1993-03-16 | 1994-09-28 | 黄嘉雄 | With floor supported retaining wall digging construction method |
| CN1184190A (en) * | 1996-12-05 | 1998-06-10 | 廖福彰 | Construction method of underground passage and basement |
| CN201660895U (en) * | 2009-09-29 | 2010-12-01 | 中国二十冶集团有限公司 | Box type space reverse thrust pile compacting equipment |
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| CN102505707A (en) | 2012-06-20 |
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