CN111042144A - Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region - Google Patents
Excavation method for foundation pit of underground beam under condition of continuous flow of riverway in cold region Download PDFInfo
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- CN111042144A CN111042144A CN201911371616.9A CN201911371616A CN111042144A CN 111042144 A CN111042144 A CN 111042144A CN 201911371616 A CN201911371616 A CN 201911371616A CN 111042144 A CN111042144 A CN 111042144A
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- excavation
- foundation pit
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
Abstract
The invention relates to a method for excavating a foundation pit of a foundation beam under the condition that a riverway in a cold area does not continuously flow, which comprises the following steps of firstly, arranging a drainage channel between two shafts; constructing flow-stopping separating weirs on two sides of the drainage channel; thirdly, performing support construction on the closure weir; constructing excavation areas on two sides of the closure weir; step five, pouring a pile foundation in the excavation area; step six, backfilling sandy soil in the excavation area before entering winter; step seven, excavating the foundation pit before the winter is finished according to the excavation of the foundation pit of the ground tie beam and the days of the construction period after the construction is finished; step eight, completing construction of the structure ground tie beam and backfilling before the frozen soil is melted in winter; the method is adopted to excavate the foundation pit, the temperature is low in winter, a frozen soil layer can be formed in the ground, water in the drainage ditch is prevented from permeating into the foundation pit, meanwhile, the sandy soil is buried, water flow can be prevented from permeating into the original ground to form accumulated water, the construction procedures can be reduced, the construction cost is reduced, and natural conditions are reasonably utilized.
Description
Technical Field
The invention relates to the field of road and bridge engineering, in particular to a method for excavating foundation pits of underground tie beams in cold areas under the condition that riverways are not in continuous flow.
Background
The tie beam is a beam which plays a role of a pull rod and is mainly used for connecting two piles or piers into a whole to bear force, for example, in order to improve columns and a pile stressed structure in a bridge, the whole rigidity of the piles or piers is enhanced, the tie beam is additionally arranged between the two columns, in the river-crossing bridge construction process, a foundation pit is positioned in a river channel, a small amount of water flow exists in the river channel, the water flow in the flood season is large, and therefore drainage and water stop measures need to be considered in the excavation process.
In traditional ground tie beam work progress, the water level elevation is higher than former ground surface elevation in the drainage ditch, and the river water permeates the excavation region and causes ponding, then need clear up the back with ponding in the excavation region, excavate the operation again, has increased equipment input volume, improves engineering cost.
Disclosure of Invention
The invention provides a method for excavating foundation pits of underground tie beams in cold areas under the condition that riverways are not in continuous flow, aiming at the technical problems in the prior art.
The technical scheme for solving the technical problems is as follows: a method for excavating foundation pits of a foundation beam in a cold area under the condition that a river does not flow continuously comprises the following steps,
step one, arranging a drainage channel between the two shafts;
constructing flow-stopping separating weirs on two sides of the drainage channel;
thirdly, performing support construction on the closure weir;
constructing excavation areas on two sides of the closure weir;
step five, pouring a pile foundation in the excavation area;
step six, backfilling sandy soil in the excavation area before entering winter;
step seven, excavating the foundation pit before the winter is finished according to the excavation of the foundation pit of the ground tie beam and the days of the construction period after the construction is finished;
and step eight, completing the construction of the structure ground tie beam and backfilling before the frozen soil is melted in winter.
Further, the specific process flow of the first step is that after the on-site cleaning is finished, a surveying team performs on-site construction lofting, the laid lead points are rechecked before lofting, and after rechecking is correct, beam tying lofting can be performed, a lofting slope adopts a ratio of 1:1, appropriate adjustment can be performed according to the on-site soil property condition, and then a drainage ditch is excavated between the two shafts through an excavator, so that water flows from the drainage ditch.
Further, the concrete process flow of the second step is that reinforced concrete is used for constructing the intercepting weir on two sides of the drainage channel, wherein the intercepting weir is higher than the drainage channel in height.
And further, the concrete process flow of the third step is that the supporting structure pile is fixedly arranged in the closure weir after slope placing, and the height of the supporting structure pile is 2.3-3m lower than the ground surface.
Further, the specific process flow of the fourth step is that an excavator is used for digging in the intercepting weir area to form an excavation area.
Further, the concrete process flow of the fifth step is that after the construction site is leveled and cleaned, pile foundation axis positioning points and leveling points are set, a construction drawing is arranged according to a pile position plane, the position of each pile is determined, marks are made, and before construction, the pile position needs to be checked and rechecked; firstly, digging soil at a pile hole, burying the casing into the soil, wherein the burying depth is not less than 1.5m in clay, not less than 2m in sandy soil, and the mud surface in the hole is higher than the underground water level by more than 1.5m, when pit digging and burying are adopted, the diameter of a pit is 1.2-1.5m larger than the outer diameter of the casing, the deviation between the center of the casing and the center line of the pile position is not more than 60mm, filling clay outside the casing after alignment, and tamping the clay layer by layer; injecting clear water into the drilled hole, converting sludge in the hole into slurry, controlling the density of the discharged slurry to be 1.4-1.6g/cm3, and pumping out the discharged slurry through a slurry pump; placing a steel reinforcement cage and pouring concrete, after hole cleaning is completed, vertically and slowly placing the steel reinforcement cage into a hole, installing a cross support frame in the steel reinforcement cage at intervals of 4.5-5m, wherein the cross support frame needs to be manufactured on site according to the inner diameter of the steel reinforcement cage, polishing the surface of the cross support frame, removing the cross support frame after the cross support frame is hung into the hole, and then injecting concrete into the steel reinforcement cage to complete pile foundation construction work.
Further, the concrete process flow of the sixth step is that sandy soil is buried into the excavation area through a bulldozer and then is tamped through a tamping machine, wherein the burying thickness of the sandy soil is 250-300mm, so that the elevation of the original ground is the same as the elevation of the horizontal plane in the drainage channel.
Further, the concrete process flow of the seventh step is that the axis of the foundation pit is measured by a measuring group before the foundation pit is excavated, an excavation side line is determined after appropriate slope relief is carried out according to the section size of the designed substrate and the geological condition, the size of the pit bottom after the excavation is finished is required to be 50cm larger than the designed peripheral size of the structure, enough operation space is reserved, the excavation is carried out by adopting an excavator to assist manual excavation, the rocky foundation pit is excavated layer by layer from top to bottom by adopting manual pickaxe and spade excavation, and a hammer and a drill rod are used for crushing when meeting a hard soil layer; if meeting foundation ditch rock then adopt shallow-hole blasting, adopt non-electric millisecond pipe detonating, the strict control explosive quantity, excavate from one end to other end layering excavation, pay attention to control excavation cross section, excavator excavation or manual excavation foundation ditch earth stone side abandon the foundation ditch external designation position or abandon to appointed point with the automobile transportation and stack, if meeting a small amount of secret infiltration in the foundation ditch and directly lifting out with the bucket, make the region of planned excavation form the frozen soil layer in winter, the frozen soil layer can play fine stagnant water effect, prevent that the interior water of drainage ditch from permeating to the foundation ditch region.
The invention has the beneficial effects that: the method is adopted to excavate the foundation pit, the construction of intercepting is not needed, simultaneously, the temperature is low in winter, a frozen soil layer can be formed in the ground, the frozen soil layer has a good water stopping effect, water in the drainage ditch is prevented from permeating into the foundation pit, meanwhile, the sandy soil is buried, water flow can be prevented from permeating into the original ground to form accumulated water, the construction procedures can be reduced, the construction cost is reduced, and natural conditions are reasonably utilized.
Drawings
FIG. 1 is a schematic top view of the present invention after construction;
fig. 2 is a schematic cross-sectional view of a-a in fig. 1.
In the drawings, the components represented by the respective reference numerals are listed below:
1. drainage ditch, 2, dam, 3, pile foundation, 4, sand, 5, foundation pit, 6, frozen soil layer.
Detailed Description
The principles and features of this invention are described below in conjunction with the following drawings, which are set forth by way of illustration only and are not intended to limit the scope of the invention.
As shown in fig. 1-2, a method for excavating foundation pits of a foundation beam of a foundation ditch in a cold area under the condition of continuous flow of a river channel comprises the following steps,
step one, arranging a drainage ditch 1 between two shafts, performing field construction and lofting by a measuring team after field cleaning is completed, rechecking a laid lead point before lofting, tying a beam and lofting only after rechecking is correct, wherein a lofting slope adopts a ratio of 1:1, proper adjustment can be performed according to the field soil condition, and then excavating the drainage ditch 1 between the two shafts through an excavator to enable water flow to flow from the drainage ditch 1;
constructing the intercepting and separating weirs 2 on two sides of the drainage channel 1, and constructing the intercepting and separating weirs 2 which are higher than the drainage channel 1 in height on two sides of the drainage channel 1 by using reinforced concrete;
thirdly, carrying out support construction on the closure weir 2, and fixedly mounting a support structure pile in the closure weir 2 after slope laying, wherein the height of the support structure pile is 2.3-3m lower than the ground surface;
constructing excavation areas on two sides of the closure weir 2, and excavating in the area of the closure weir 2 by using an excavator to arrange the excavation areas;
step five, pouring the pile foundation 3 in the excavation area, setting an axis positioning point and a leveling point of the pile foundation 3 after the construction site is leveled and cleaned, arranging a construction drawing according to a pile position plane, determining the position of each pile, marking, and checking and rechecking the pile position before construction; firstly, digging soil at a pile hole, burying the casing into the soil, wherein the burying depth is not less than 1.5m in clay, not less than 2m in sandy soil 4, and the mud surface in the hole is higher than the underground water level by more than 1.5 m; injecting clear water into the drilled hole, converting sludge in the hole into slurry, controlling the density of the discharged slurry to be 1.4-1.6g/cm3, and pumping out the discharged slurry through a slurry pump; placing a steel reinforcement cage and pouring concrete, after hole cleaning is completed, vertically and slowly placing the steel reinforcement cage into the holes, installing a cross support frame in the steel reinforcement cage at intervals of 4.5-5m, wherein the cross support frame needs to be manufactured on site according to the inner diameter of the steel reinforcement cage, polishing the surface of the cross support frame, removing the cross support frame after the cross support frame is hoisted into the holes, and then injecting concrete into the steel reinforcement cage to complete construction work of a pile foundation 3;
step six, backfilling sand 4 in the excavation area before winter, burying the sand 4 into the excavation area through a bulldozer, and tamping the sand 4 through a tamper, wherein the landfill thickness of the sand 4 is 300mm, so that the original ground elevation is the same as the horizontal plane elevation in the drainage channel 1;
step seven, before the end of winter, excavating the foundation pit 5 according to the excavation of the foundation pit 5 of the ground tie and the construction period days, measuring the axis of the foundation pit 5 by a measuring group before the excavation of the foundation pit 5, determining an excavation side line after appropriate slope placing according to the section size of a designed base and geological conditions, requiring that the size of the pit bottom after the excavation is finished is 50cm larger than the designed peripheral size of the structure, leaving enough operating space, excavating by adopting an excavator assisted with manual excavation, excavating the rocky foundation pit 5 layer by layer from top to bottom manually by using picks and shovels, and crushing by using hammers and drills when meeting a hard soil layer; if meeting the rock of the foundation pit 5, shallow-hole blasting is adopted, a non-electric millisecond tube is adopted for initiation, the explosive amount is strictly controlled, the excavation is carried out from one end to the other end in a layered mode, the excavation section is controlled, the earth and the rock of the foundation pit 5 are excavated by an excavator or manually excavated, the earth and the rock are abandoned to the designated position outside the foundation pit 5 or are abandoned to the designated point by automobile transportation and stacked, if meeting a small amount of underground water seepage, the foundation pit 5 is directly hoisted out by a hoisting bucket, a frozen soil layer 6 is formed in the area to be excavated in winter, and the frozen soil layer 6 can play a good water stopping role, so that water;
and step eight, completing the construction of the structure ground tie beam and backfilling before the frozen soil is melted in winter.
The method is adopted to excavate the foundation pit 5, the construction of intercepting is not needed, meanwhile, the temperature is low in winter, a frozen soil layer 6 can be formed in the ground, the frozen soil layer 6 has a good water stopping effect, water in the drainage ditch 1 is prevented from permeating into the foundation pit 5, meanwhile, the sandy soil 4 is buried, water can be prevented from permeating into the original ground to form accumulated water, the construction procedures can be reduced, the construction cost is reduced, and natural conditions are reasonably utilized.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (8)
1. A method for excavating foundation pits of a foundation beam in a cold area under the condition that a river does not flow continuously comprises the following steps,
step one, arranging a drainage channel (1) between the two shafts;
step two, constructing flow-stopping weir barriers (2) on two sides of the drainage channel (1);
thirdly, performing support construction on the closure weir (2);
fourthly, constructing excavation areas on two sides of the closure weir (2);
fifthly, pouring a pile foundation (3) in the excavation area;
step six, backfilling sandy soil (4) in the excavation area before entering winter;
seventhly, excavating the foundation pit (5) before the winter is finished according to the excavation of the foundation pit (5) of the ground tie beam and the days of construction period after the construction is finished;
and step eight, completing the construction of the structure ground tie beam and backfilling before the frozen soil is melted in winter.
2. The method for excavating the foundation pit of the underground girder in the cold region under the condition that the river does not flow continuously as claimed in claim 1, wherein the specific process flow of the step one is that after the on-site cleaning is finished, the measurement team performs on-site construction lofting, before the lofting, the laid lead points are rechecked, after the rechecking is correct, the girder lofting can be performed, the lofting slope adopts a ratio of 1:1, the proper adjustment can be performed according to the on-site soil quality condition, and then the drainage ditch (1) is excavated between the two shafts through the excavator, so that water flows from the drainage ditch (1).
3. The excavation method of the foundation pit of the underground girder under the condition that the river channel in the cold region does not flow continuously is characterized in that the specific technological process of the second step is that reinforced concrete is used for constructing the intercepting weir (2) which is higher than the drainage channel (1) on the two sides of the drainage channel (1).
4. The excavation method of the foundation pit of the underground girder under the condition that the river channel in the cold region does not flow continuously is characterized in that the specific technological process of the third step is that a supporting structure pile is fixedly arranged in the closure weir (2) after slope placing, and the elevation of the supporting structure pile is 2.3-3m lower than the ground surface.
5. The method for excavating the foundation pit of the underground girder in the cold region under the condition that the river channel does not flow continuously in the claim 1, wherein the concrete process flow of the step four is that an excavator is used for excavating in the area of the intercepting weir (2) to arrange an excavation area.
6. The excavation method of the foundation pit of the underground girder under the condition that the river channel in the cold region does not flow continuously is characterized in that the concrete process flow of the fifth step is that after the construction site is leveled and cleaned, an axis positioning point and a leveling point of the pile foundation (3) are set, a construction drawing is arranged according to a pile position plane, the position of each pile is determined, a mark is made, and before construction, the pile position is checked and rechecked; firstly, digging soil at a pile hole, burying the casing into the soil, wherein the burying depth is not less than 1.5m in clay, not less than 2m in sandy soil (4), and the mud surface in the hole is higher than the underground water level by more than 1.5 m; injecting clear water into the drilled hole, converting sludge in the hole into slurry, controlling the density of the discharged slurry to be 1.4-1.6g/cm3, and pumping out the discharged slurry through a slurry pump; placing a steel reinforcement cage and pouring concrete, after hole cleaning is completed, vertically and slowly placing the steel reinforcement cage into the hole, installing a cross support frame in the steel reinforcement cage at intervals of 4.5-5m, wherein the cross support frame needs to be manufactured on site according to the inner diameter of the steel reinforcement cage, polishing the surface of the cross support frame, removing the cross support frame after the cross support frame is hung into the hole, and then injecting concrete into the steel reinforcement cage to complete the construction work of a pile foundation (3).
7. The excavation method for the foundation pit of the underground girder under the condition of continuous flow of the river channel in the cold region as claimed in claim 1, wherein the concrete process flow of the sixth step is that sandy soil (4) is buried into the excavated area through a bulldozer and then is tamped through a tamper, the burying thickness of the sandy soil (4) is 250-300mm, and the elevation of the original ground is the same as the elevation of the water plane in the drainage channel (1).
8. The excavation method of the foundation pit of the underground girder under the condition that the river of the cold region does not flow continuously is characterized in that the concrete process flow of the seventh step is that the axis of the foundation pit (5) is measured by a measuring group before the excavation of the foundation pit (5), an excavation sideline is determined after appropriate slope release is carried out according to the section size of a designed base and geological conditions, the size of the pit bottom after the excavation is required to be 50cm larger than the designed peripheral size of the structure, enough operation space is reserved, the excavation is carried out by adopting an excavator and assisting manual excavation, the artificial top-down excavation is adopted for the rocky foundation pit (5), pickaxes and shovels are used for excavation layer by layer, and the pickaxes and the shovels are used for crushing when meeting a hard soil layer; if meet foundation ditch (5) rock then adopt shallow-hole blasting, adopt non-electric millisecond pipe detonating, strict control explosive quantity, excavate from one end to the other end layering excavation, pay attention to control the excavation cross section, excavator excavation or manual excavation foundation ditch (5) earth and stone side abandon to foundation ditch (5) outside appointed position or abandon to appointed point and stack with the automobile transportation, if meet a small amount of secret infiltration in foundation ditch (5) and directly lift out with the bucket, make the regional frozen soil layer (6) that plans to excavate in winter stage, frozen soil layer (6) can play fine stagnant water effect, prevent that water in drainage ditch (1) from permeating to foundation ditch (5) region.
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| CN113293732A (en) * | 2021-05-21 | 2021-08-24 | 中建八局西南建设工程有限公司 | Construction method for non-stop excavation of riverway in restricted area |
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