TWI665365B - Checkerboard jacking construction method - Google Patents

Abstract

The invention relates to a checkerboard foot lifting construction method, which comprises a jack disposition step, a support disposition step, an excavation and reinforcement step, a pouring step, a removal step, and a supporting step. A configuration trench is excavated at the front and rear sides of the wall to be constructed. Configure a jack and cross the steel rail and casing reinforcement components below the wall, and pass through the steel reinforcement below the wall, and the steel reinforcement through the wall and the casing reinforcement components are connected by bracket reinforcement and fixed by spot welding, and then below the wall Excavate the soil trench of the strip foundation for the construction of the strip foundation, and set an inclined high-pressure spray-formed pile below the strip foundation. The checkerboard can be used between independent footing columns or brick columns without ground beams. The foot-lift construction method is used to form a strip foundation to reduce the amount of subsidence.

Description

Checkerboard jacking construction method

The invention relates to a checkerboard foot lifting construction method, particularly a checkerboard foot lifting construction method capable of supporting a wall when a strip foundation is applied between independent footing columns without bricks and between brick columns.

When the construction of a new building is carried out around the old building, the construction of the new building will cause the subsidence of the old building to a certain extent. If the old building uses independent footings or brick columns, compared with the raft foundation The use of independent footing columns or brick columns has a poor anti-sinking ability, and it is easy to generate a large amount of subsidence, which will cause damage to the structure. Therefore, how to reduce the settlement of buildings using independent footing columns or brick columns is an industry urge solved problem.

At present, the jacking construction method is used to improve the problem of the large subsidence of the building during the tilting and righting process. The existing jacking construction method uses manual excavation of a configuration trench under the ground beam of the inclined building, and places the stow in the configuration. In the trench, the jack is placed on the backing block, so that the upper part of the jack contacts the bottom of the ground beam. Since the jack needs to be placed directly below the ground beam, and it needs to be excavated under the ground beam of the inclined building, it will affect the The stability of the inclined building and the safety of the construction personnel. If the inclined building has no ground beam, the ground beam must be supplemented, and the additional ground beam still needs other support and the lifting of the partial jack below the wall. Construction personnel have influence.

In addition, the upper part of the jack is in contact with the bottom of the ground beam, and the lower part of the jack is in contact with the ground through the padding. If the contact surface is uneven or the ground is too soft to sag and skew, it will easily affect the buildings above.

In addition, the existing jacking construction method further uses a water pipe ruler to control the elevation of the ground beam, and it is impossible to understand the front-to-rear tilt state of the wall through the water pipe ruler.

The main purpose of the present invention is to provide a checkerboard foot lifting construction method, thereby improving the problem of a large subsidence of a building using an independent footing column or a brick column during the tilt and righting process, and improving the current lifting construction method in Excavation and installation of jacks under the ground beams affect the stability of the building and increase the danger of the construction personnel, and the problems of buildings without ground beams that need to be supplemented by ground beams and affect the buildings and construction personnel.

In order to achieve the purpose of the previous disclosure, the chessboard foot lifting construction method of the present invention includes: a jack configuration step, digging the soil on both sides of the wall of the original building to be constructed to know the depth of the wall, and then the front side of the wall and the rear A configuration trench is excavated on the ground on the side, and reinforced concrete is laid on the configuration trench, a cushion is placed, and then a jack is placed on the cushion. A supporting configuration step is to place a pressure-bearing steel sheet on the jack, and then to the opposite The rail and casing reinforcement components are straddled and spot-welded on the pressure steel sheet, and the rail and casing reinforcement components pass through the wall, and the rails and casing reinforcement components are welded to strengthen the connection sheet. Through-wall reinforcement, and the through-wall reinforcement and casing reinforcement components are connected by bracket reinforcement and fixed by spot welding. In the excavation and reinforcement step, a trench with a strip foundation is excavated below the wall. Below the roller of the excavated casing steel component, a monitoring system is configured to monitor the wall subsidence, uplift, forward and backward tilt, and adjust the wall with a jack. After the adjustment is completed, reinforcement is provided in the trench; a pouring step, The concrete is poured into the trench, so that the concrete covers the rollers of the casing reinforcing steel components, the rails located in the trench, the bracket reinforcement and the through-rebar, and the concrete is poured 10 cm above the bottom of the wall to form a strip foundation; Except for the steps, cut out the parts of the casing steel bars and rails protruding from both sides of the strip foundation, and Remove the jacks, pressure-bearing steel plates and stows in the configuration trench, and then pour concrete into the configuration trench to 10 cm above the bottom of the wall; and a step of supporting the foundation, setting a high-pressure spray-formed pile under the strip foundation, and high pressure The included angle between the spray-formed pile and a vertical reference plane is 5 °, and it ranges from 21 meters below the ground to 0.4 meters below the wall.

In the above, the building uses independent floor or brick columns without ground beams. The checkerboard foot lifting construction method can be used to form a strip foundation to make the building more resistant to differential subsidence and less likely to crack. To achieve the purpose of reducing the amount of subsidence, the bearing capacity of the through-bar reinforcement is transmitted to the casing reinforcement component through the bracket reinforcement to form a checkerboard jacking system under the wall, which can support the wall and facilitate the excavation and strip of soil trenches with strip foundations. The construction of the foundation is adopted, and the cooperation of the jack and the monitoring system can be used to adjust the position of the wall, and the inclined high-pressure spray-formed pile applied in the supporting step can support the strip foundation and prevent the building from subsiding. The purpose of reducing subsidence.

In the step of jack configuration, the checkerboard foot lifting construction method digs a configuration groove on the front side and the back side of the wall, and then places the jack to avoid digging under the wall, so that the configuration of the jack can avoid the bottom of the wall, which is effective. Reduce the impact on the building and improve the safety. In this support configuration step and the excavation and reinforcement step, the stability of the building can be improved through the use of steel rails, casing reinforcement components, through-wall reinforcement and support reinforcement to improve subsequent construction. The safety of personnel excavating under the wall, and the checkerboard foot lifting construction method is suitable for buildings without ground beams, and it is not necessary to make ground beams first, which effectively improves the impact of the ground beams on the buildings and construction personnel.

In addition, the checkerboard foot lifting construction method is used in the excavation and reinforcement steps. A monitoring system can be configured to monitor the wall subsidence, ascent, forward and backward tilt. With a jack, it can be used for wall subsidence, ascent, forward and backward tilt. Adjustment.

In addition, in the jack configuration step, the reinforced concrete is laid before the jack is placed, and the cushion is placed, and the upper part of the jack will not directly contact the wall, which can reduce the impact of uneven contact and too soft subsidence on the building.

10‧‧‧ wall

20‧‧‧ Configuration trench

21‧‧‧ Stow

22‧‧‧ jack

23‧‧‧Pressed steel sheet

24‧‧‧ Strengthen the connection sheet

25‧‧‧ Rebar

26‧‧‧ Rebar

27‧‧‧ padding film

28‧‧‧ connected steel bar

30‧‧‧ Rail

40, 40A, 40B ‧‧‧ Casing Rebar Assembly

41‧‧‧ supporting steel

42‧‧‧Roller

43‧‧‧First shaft tube

44‧‧‧Second shaft tube

50‧‧‧ Trench

60‧‧‧ strip foundation

70‧‧‧High Pressure Spray Forming Pile

80‧‧‧Vertical datum

FIG. 1 is a schematic flow chart of a preferred embodiment of a method for lifting a chessboard foot according to the present invention.

FIG. 2 is a schematic partial plan view of a construction site according to a preferred embodiment of the chessboard foot jacking construction method of the present invention.

FIG. 3 is a schematic partial side view of a construction site, which is a preferred embodiment of the construction method of the checkerboard foot jacking of the present invention.

FIG. 4 is a partially enlarged schematic diagram of FIG. 3.

FIG. 5 is an enlarged schematic diagram of the jack of FIG. 3.

FIG. 6 is a schematic side view of a single casing steel bar assembly according to a preferred embodiment of the chessboard foot jacking construction method of the present invention.

FIG. 7 is a schematic end view of a single casing steel bar assembly according to a preferred embodiment of the chessboard foot jacking construction method of the present invention.

FIG. 8 is a schematic side view of a double-sleeve rebar assembly according to a preferred embodiment of the chessboard foot jacking construction method of the present invention.

FIG. 9 is a schematic end view of a double-sleeve rebar assembly according to a preferred embodiment of the chessboard foot jacking construction method of the present invention.

FIG. 10 is a schematic diagram of the configuration of a high-pressure spray-molded pile according to a preferred embodiment of the checkerboard foot jacking construction method of the present invention.

Please refer to FIG. 1, which is a preferred embodiment of the board foot lifting construction method of the present invention, which includes a jack configuration step, a support configuration step, an excavation and reinforcement step, a pouring step, a removal step, and a bracket.基 步骤。 Basic steps.

As shown in Fig. 1 to Fig. 3, the jack configuration step is to excavate the soil on both sides of the wall 10 of the original building to be constructed to obtain the depth of the wall 10, that is, the distance from the bottom surface of the wall 10 to the ground. After the depth of the wall 10 is known, a configuration trench 20 is digged on the ground on the front and rear sides of the wall 10 to the depth of 60-70 cm below the wall 10, that is, the bottom surface of the configuration trench 20 and the wall. The distance of the bottom surface of 10 is 60-70 cm, and then the reinforced concrete is laid on the configuration groove 20, and the thickness of the reinforced concrete is 20 cm. The reinforced concrete is laid with a two-way single reinforcement and a compressive strength of 245 kg / cm. ² concrete, and then place a pad 21 on the laid reinforced concrete, and then place a jack 22 on the pad 21, and the height of the jack 22 can be adjusted through the pad 21.

After 7 days of laying reinforced concrete in the configuration trench 20, the support configuration step is followed. A pressure-bearing steel sheet 23 is provided on the jack 22, and the rail 30 and the casing steel bar are fixed by spot welding on the opposite pressure-bearing steel sheet 23 Component 40, and the rail 30 and the casing reinforcement component 40 pass under the wall 10, and the steel plate 30 and the casing reinforcement component 40 are welded and stiffened to connect the sheet 24, and then the wall 10 is arranged at intervals below the wall 10 and penetrates the wall The reinforcing steel bar 25 and the casing steel bar assembly 40 are connected by bracket steel bars 26 and fixed by spot welding. Among them, the pressure steel sheet 23 has a thickness of 2 cm, a further length of 60 cm, and a width of 25 cm. As shown in Figure 4, at least 7 spaced through bars 25 are arranged below the wall 10, and the minimum distance between the outermost two through bars 25 is 60 cm. Among them, # 11 bars can be used as the through bars 25, as shown in the figure. As shown in FIG. 5, a bearing plate 27 may be provided on the pressure-bearing steel sheet 23. Both ends of the casing steel bar assembly 40 abut against the opposite bearing plate 27 and can be fixed by spot welding, and the bearing plate 27 is fixed by spot welding on the bearing plate.压 钢板 23。 Steel plate 23.

As shown in FIG. 3 and FIG. 5, the casing steel bar assembly 40 has a supporting steel bar 41 and a roller 42, the roller 42 is sleeved on the supporting steel bar 41, and both ends of the supporting steel bar 41 protrude from the roller shaft. 42. The roller 42 is located below the wall 10, and the supporting steel bar 41 straddles the pressure-bearing steel sheet 23 on the opposite jack 22. The roller 42 may have a first shaft tube 43 and further a second shaft tube 43. Axle tube 44, see also FIGS. 6-9. The casing steel bar assembly 40 may be a single casing steel bar assembly 40A or a double casing steel bar assembly 40B. As shown in FIGS. 6 and 7, the roller 42 of the single casing steel bar assembly 40A. Have the first shaft tube 43, the first shaft tube 43 sets 8 and 9, the roller 42 of the double-sleeve steel bar assembly 40B has the first shaft tube 43 and the second shaft tube 44, and the first shaft tube 43 is sleeved on the support. Reinforcement 41, the second shaft tube 44 is sleeved on the first shaft tube 43, in addition, a single-sleeve steel bar assembly 40 is disposed under the T-beam wall, and a double-sleeve steel bar assembly 40 is disposed under the main beam wall.

In the supporting configuration step, a steel rail 30 and two casing steel bar assemblies 40 are set across the two opposite pressure steel plates 23, and the two casing steel bar assemblies 40 are located on both sides of the steel rail 30, as shown in FIG. Welding stiffening connection sheet 24 is welded between 30 and the supporting reinforcement 41 of the casing reinforcing bar assembly 40 on both sides, and steel bars 28 may be welded between the rail 30 and the roller 42 of the casing reinforcing bar assembly 40 on both sides. The connecting steel bars 28 are adjacent to the front side and the rear side of the wall 10 and can be used as retaining wall sheets.

After the support configuration step is completed, the excavation and reinforcement step is then performed. The soil trench 50 of the strip foundation 60 is excavated below the wall 10, and the wall reinforcement 25 is excavated first, and then the roller 42 of the casing reinforcement assembly 40 is excavated. The monitoring system monitors the subsidence, uplift, forward and backward tilt of the wall 10, and adjusts the wall 10 with jacks 22. After the adjustment, the reinforcement is reinforced in the soil trench 50, wherein the excavated soil trench 50 is as deep as 40 below the wall 10 In centimeters, the reinforcement in the soil trench 50 is a double-layer bidirectional and welded tensile steel bar, and the plate bars of the reinforced concrete column or brick column adjacent to the original building are inserted into the column with steel bars, and then welded with the subsequent plate bars.

Next, a pouring step is performed, and the concrete is poured into the trench 50, so that the concrete covers the roller 42 of the casing reinforcing bar assembly 40, the rail 30 located in the trench 50, the bracket reinforcing bar 26 and the through-bar reinforcing bar 25, and the concrete is poured into the wall 10 10 cm above the bottom to form a strip-shaped foundation 60, in which concrete with a compressive strength of 245 kg / cm ² is cast into the trench 50.

Then, the removal step is performed, and the parts of the casing reinforcing bar assembly 40 and the rail 30 protruding from the two sides of the strip foundation 60 are cut off, and the jack 22, the pressure-bearing steel sheet 23 and the spacer 21 are removed in the configuration groove 20, and then The concrete is poured from the configuration trench 20 to 10 cm above the bottom of the wall 10, and the concrete with a compressive strength of 140 kg / cm ² is poured into the configuration trench 20.

Next, the step of supporting the foundation is performed. As shown in FIG. 10, a high-pressure injection-molded pile 70 is set under the strip foundation 60, and the angle between the high-pressure injection-molded pile 70 and a vertical reference plane 80 is 5 °, and 21 meters below the ground. 0.4 meters below the wall.

In the checkerboard foot lifting construction method, after the removal step is completed, the strip foundation 60 soil trench 50 below the pavilion can be excavated, and the completed strip foundation 60 can be continued by planting tendons. After the foundation 60 soil trench 50 is reinforced, concrete with a compressive strength of 245 kg / cm ² is poured, and is poured 10 cm above the bottom of the wall 10. In addition, after the step of supporting the foundation is completed, the floor of the house is then laid.

In the above, the monitoring system uses three laser levels and three targets to monitor the sinking or floating of the wall 10, and the three targets are set at the three observation points on the left, center, and right of the wall 10, and cooperate with the three Laser level monitoring. If the laser level does not scan the target, it means that the wall 10 has sunk or floated. Then, the jack 22 on the front side or the back side of the wall 10 can be adjusted to rise or fall. At the same time, the monitoring system Left, middle, and right sets the indicators of the front and rear clamp walls and steel wire vertical balls, and a ruler fixed to the ground below it. Among them, the indicator can be set in front of the wall 10, the steel wire vertical ball can be set behind the wall 10, and the ruler is located on the wall 10. The lower part is also located below the indicator and the steel wire ball. If the wall 10 is tilted back and forth, the jack 22 corresponding to the front of the wall 10 or behind the wall 10 can be adjusted to rise or fall.

In the torch step, the spray pressure of the high-pressure spray-molded pile 70 is 180-200 kg / cm ² , and when the high-pressure spray-molded pile 70 is poured, the laser level still needs to monitor whether the high-pressure sprayed high pressure cracks the building.

The checkerboard foot lifting construction method is applicable to independent footings or brick columns in a building without ground beams. The checkerboard foot lifting construction method uses jacks 22, steel rails 30, casing reinforcement components 40, and wall reinforcement 25 Sequential arrangement with the reinforcing steel bar 26 can support the wall 10 and facilitate the application of the strip foundation 60. When the reinforcement foundation and the pouring step are performed for the strip foundation 60, the wall 10 will not be deformed.

In the above, through the checkerboard foot lifting construction method, the independent footings in the existing building can be changed to a more subsidence-resistant strip foundation 60, so that the building can be more resistant to differential subsidence and less cracking, thereby reducing the amount of subsidence. the goal of.

Among them, the jack 22 lifts the wall 10 and cooperates with the configuration of the through-bar reinforcement 25 and the support reinforcement 41 in the support configuration step, which can improve the support force for the wall 10 and the stability of the wall 10 during the construction process, and the cooperation of the jack 22 monitoring The system can adjust the wall 10 to the correct position to avoid the inclination of the wall 10, and in the step of supporting the foundation, the inclined high-pressure spray-molded pile 70 is arranged below the strip foundation 60, which can effectively prevent the building from subsiding and reduce the amount of subsidence. purpose.

In the above, in the jack configuration step, the configuration groove 20 is excavated on the front side and the back side of the wall 10 and then the jack 22 is placed, so that the excavation and configuration operations of the jack 22 are not performed under the wall 10, which effectively reduces the impact on the building. Influence and improve safety, and in the support configuration step and the excavation and reinforcement step, the stability of the building can be improved through the rail 30, the casing reinforcement assembly 40, the wall reinforcement 25 and the support reinforcement 26 to improve the follow-up The safety of the excavator under the wall 10, in which the reinforced concrete is laid before the jack 22 is placed, and the stiffener 21 is placed, and the upper part of the jack 22 will not directly contact the wall 10, which can reduce uneven contact and the ground is too soft and subsided The effect of skew on buildings.

The checkerboard foot lifting construction method is suitable for buildings without ground beams, and does not need to be supplemented to make ground beams, which effectively improves the impact of supplementary ground beams on buildings and construction workers.

Claims (10)

A checkerboard foot lifting construction method includes: a jack configuration step, digging soil on both sides of a wall of an original building to be constructed to know the depth of the wall, and then on the ground on the front and rear sides of the wall Digging a configuration trench separately, laying reinforced concrete on the configuration trench, placing staging, and then placing a jack on the staging; a supporting configuration step, setting a pressure-bearing steel sheet on the jack, and then on the opposite pressure-bearing steel sheet The rail and casing reinforcement components are fixed across the spot and welded, and the rail and casing reinforcement components pass under the wall, and the steel plates and casing reinforcement components are welded to stiffen the connection sheet, and the wall-through reinforcement is arranged below the wall, and The through-wall reinforcement and casing reinforcement components are connected by bracket reinforcement and fixed by spot welding. In the excavation and reinforcement step, a trench with a strip foundation is excavated below the wall. The under-wall reinforcement is first excavated, and then the casing reinforcement components are excavated. Below the rollers, a monitoring system is configured to monitor the wall subsidence, uplift, forward and backward tilt, and adjust the wall with a jack. After the adjustment is completed, reinforcement is provided in the soil trench; in a pouring step, the concrete is poured into In the trench, the concrete is used to cover the rollers of the casing reinforcing steel components, the rails located in the trench, the reinforcing steel bars and the through-wall reinforcements, and the concrete is poured to a height of 10 cm above the bottom of the wall to form a strip foundation. The parts of the casing steel bars and rails protruding from the two sides of the strip foundation, as well as removing the jacks, pressure steel plates and staging in the configuration trench, and then pouring the concrete into the configuration trench 10 cm above the bottom of the wall; and In a supporting step, a high-pressure spray-formed pile is set under the strip foundation, and the angle between the high-pressure spray-formed pile and a vertical reference plane is 5 °, and the height is 21 meters below the ground to 0.4 meters below the wall. The chessboard foot lifting construction method according to claim 1, wherein after the removal step is completed, the strip foundation soil trench below the tower is then excavated, and the completed strip foundation is connected by means of planting tendons. After the strip foundation trench is reinforced, concrete with a compressive strength of 245 kg / cm ² is poured, and it is poured 10 cm above the bottom of the wall. The chessboard foot lifting construction method according to claim 1, wherein after the completion of the torquing step, the floor of the house is then laid. The chessboard foot lifting construction method according to claim 2, wherein after the completion of the torquing step, the floor of the house is then laid. The chessboard foot lifting construction method according to any one of claims 1 to 4, wherein, in the jack configuration step, the configuration trenches dug to the depth of 60-70 cm below the wall are reinforced concrete laid in the configuration trenches The thickness of the reinforced concrete is 20 cm. The reinforced concrete is laid with two-way single reinforcement and adopts concrete with a compressive strength of 245 kg / cm ² . The construction method of lifting a chessboard foot as described in claim 5, wherein in the supporting configuration step, a pressure-resistant steel sheet with a thickness of 2 cm is set, and at least 7 spaced-through steel bars are arranged below the wall, and the outermost side The minimum distance between wall reinforcements is 60 cm. The chessboard foot lifting construction method according to claim 6, wherein in the excavation and reinforcement step, the trench is excavated to a depth of 40 cm below the wall, and the reinforcement in the trench is a two-layer bidirectional and welded tensile steel bar, and The reinforcing bars of the reinforced concrete column or brick column adjacent to the original building are inserted into the column with steel bars, and then welded with the subsequent plates. The chessboard foot lifting construction method according to claim 7, wherein, in the pouring step, concrete with a compressive strength of 245 kg / cm ² is poured into the trench. The chessboard foot lifting construction method according to claim 8, wherein, in the removing step, concrete with a compressive strength of 140 kg / cm ² is poured into the configuration groove. The chessboard foot lifting construction method according to any one of claims 1 to 4, wherein the casing steel bar component is a single casing steel bar component or a double casing steel bar component, and the casing steel bar component has a supporting steel bar and a roll A shaft, the roller sleeve is sleeved on the supporting steel bar, and both ends of the supporting steel bar protrude from the roller shaft, the roller is located below the wall, and the supporting steel bar straddles the pressure-bearing steel sheet on the opposite jack, wherein, The roller has a first shaft tube, and further has a second shaft tube. The roller of a single sleeve steel bar component has the first shaft tube, and the first shaft tube is sleeved on the supporting steel bar, and the double sleeve steel bar component. The roller has the first shaft tube and the second shaft tube, the first shaft tube is sleeved on the supporting steel bar, and the second shaft tube is sleeved on the first shaft tube.