Construction method of split type continuous open caisson close to protective building or structure

Abstract

The invention discloses a construction method of a split continuous open caisson close to a protective building or structure, which comprises the following steps: 1, dividing a plurality of split open caissons according to the plane size and scale of an open caisson to be constructed, determining the size and spacing of each split open caisson, numbering the split open caissons, and determining the number of split open caisson sections included in each split open caisson; 2, constructing an underground wall; 3, sinking construction is conducted on all the split open caissons; 4, a gravity type cement-soil wall is constructed on the outer side of a gap between every two adjacent split open caissons, and water and soil are blocked through the gravity type cement-soil walls; and 5, every two adjacent split open caissons are connected, and internal structure construction of all the split open caissons is completed. The underground wall with the embedded sliding groove is used for guiding, real-time positioning calibration is carried out by means of laser shooting and an automatic control system, the sinking posture and the sinking perpendicularity can be regulated and controlled in time, and high-precision sinking of the open caisson is achieved.

Description

Technical Field

[0001] This invention relates to the field of caisson construction technology, and in particular to a method for constructing a split-type continuous caisson near a protective building or structure. Background Technology

[0002] Caisson construction is an important underground engineering technique used in the construction of underground structures such as bridge foundations and drainage pumping stations. Traditional caisson construction is generally suitable for general site environments, but it presents significant challenges in construction scenarios where ground deformation and environmental impact are strictly controlled, such as near protected buildings or structures.

[0003] Traditional caisson construction relies on its own weight or additional gravity to overcome the friction between the caisson wall and the soil, allowing it to sink without restraint. However, the caissons are large and heavy, and their sinking causes strong compression and shearing of the surrounding soil. This disrupts the originally stable soil stress field, making it prone to tilting and displacement during the sinking process. This leads to significant settlement and deformation of the surrounding strata, resulting in uneven settlement, tilting, and wall cracking of nearby protected buildings and structures.

[0004] Moreover, traditional caisson construction involves sinking without restraint under its own weight or additional gravity, which can easily lead to tilting and displacement during the sinking process, causing significant soil disturbance and making it difficult to meet the stringent protection requirements for surrounding buildings and structures in complex environments.

[0005] On the other hand, traditional construction techniques have significant shortcomings in precision control. Faced with complex construction environments, it is difficult to accurately control the sinking direction and verticality of the caisson, which makes it very easy for deviations to occur. Correcting these deviations later is not only extremely difficult, but also requires a high cost.

[0006] Therefore, how to reduce the disturbance of the surrounding soil caused by caisson sinking, ensure high-precision control of caisson sinking, reduce the impact on protected buildings or structures, and meet the requirements of safe and stable caisson construction in the context of increasing urban construction density has become a technical problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0007] In view of the above-mentioned deficiencies of the prior art, the present invention provides a method for constructing a split continuous caisson near a protective building or structure. The purpose of this method is to reduce the disturbance of the surrounding soil caused by the sinking of the caisson, ensure high-precision control of the sinking of the caisson, reduce the impact on the protective building or structure, and meet the requirements for safe and stable caisson construction in the context of increasing urban construction density.

[0008] To achieve the above objectives, this invention discloses a method for constructing a split-type continuous caisson near a protective building or structure, comprising the following steps when a protective building or structure exists around the caisson to be constructed:

[0009] Step 1: According to the planar dimensions and scale of the open caisson to be constructed, divide the open caisson to be constructed into multiple split open caissons, determine the dimensions and spacing of each split open caisson, and number them.

[0010] According to the burial depth of the open caisson to be constructed, the sinking stability check and the stability check of adding height of the split open caisson, determine the number of split open caisson segments included in each split open caisson, and number them.

[0011] Each split open caisson includes multiple split open caisson segments arranged vertically and connected end to end in sequence.

[0012] Step 2: Construct a diaphragm wall between the open caisson to be constructed and the protective building or structure.

[0013] One side of each split open caisson segment is connected to the diaphragm wall, and they are all in a "冂" - shaped structure with openings on the upper surface, lower surface and the side surface facing the diaphragm wall. And the side end surfaces of the side walls facing the diaphragm wall of each split open caisson segment are provided with embedded sliding heads throughout the length, and multiple temporary supports are arranged vertically in the opening on the side surface facing the diaphragm wall.

[0014] A laser imaging device is arranged on the top of each embedded sliding head;

[0015] The diaphragm wall is provided with a reserved chute at the side end surface corresponding to the embedded sliding head of each split open caisson segment. Through the moving pair formed by the corresponding reserved chute and the corresponding embedded sliding head, each split open caisson segment can slide down along the corresponding reserved chute.

[0016] Step 3: Carry out sinking construction on all the split open caissons by sequential sinking, interval synchronous sinking or complete synchronous sinking.

[0017] All the split open caisson segments of each split open caisson are poured from bottom to top in sequence, and sinking construction is carried out in sequence.

[0018] During the sinking process, real - time positioning and calibration are carried out through the corresponding laser imaging device;

[0019] Step 4: After completing the sinking construction of all the split open caissons, construct a gravity - type cement soil wall on the outside of the gap between every two adjacent split open caissons, and use the gravity - type cement soil wall to block water and soil.

[0020] Step 5: Connect every two adjacent split open caissons and complete the construction of the internal structure of all the split open caissons.

[0021] Preferably, the distances L1 and L2 between the underground wall and the protective building or structure are determined by the planar position of the caisson, and L2 is not less than 1 times the burial depth of the caisson.

[0022] Preferably, each of the reserved sliding grooves is a steel structure with an inverted T-shaped groove formed by bending a steel plate. Each groove has an opening on the side facing the corresponding embedded sliding head, and is arranged vertically along the entire length of the underground wall. The cross-sectional dimensions and steel plate thickness are determined based on the most unfavorable contact stress calculation during the sinking process of each of the corresponding segmented caisson sections, while simultaneously meeting the following structural requirements:

[0023] The width b at the opening of each reserved groove is matched with the thickness of the root of the corresponding embedded slide head T-shaped structure;

[0024] The depth from the two vertical edges of each reserved groove opening to the corresponding inner wall is equal, which is depth a; the depth a is not less than 1 / 2 of the opening width b, and not less than 200mm.

[0025] The distance c between each of the reserved sliding grooves and the two inner sidewalls parallel to the length direction of the underground wall is not greater than 1 / 4 of the thickness of the underground wall and not less than 100mm;

[0026] The straight line formed by the intersection of the thickness midline plane at the midpoint of the spacing c and the width midline plane at the midpoint of the width b of each reserved groove is the corresponding centerline.

[0027] The projection of each centerline onto each cross section of the corresponding reserved groove is the calibration point of the corresponding cross section.

[0028] Preferably, the underground wall is constructed using the traditional underwater casting method or the precast underground wall construction method.

[0029] Preferably, the specific method of real-time positioning and calibration by the laser camera device is as follows: the laser camera device performs overlapping imaging of the corresponding reserved sliding groove and the corresponding pre-embedded sliding head, and transmits the obtained image to the calibration platform. The calibration platform calculates the deviation between the corresponding reserved sliding groove and the corresponding pre-embedded sliding head at the corresponding calibration point in real time based on the changes in the images arranged in chronological order, and then adjusts the sinking parameter according to the deviation.

[0030] Preferably, the internal structure includes a bottom cover, a middle plate, a top plate, columns, and wall columns.

[0031] Preferably, in step 5, the soil in the gap between every two adjacent split caissons is excavated by means of the support of the gravity cement-soil wall.

[0032] Preferably, in step 5, wall columns and connecting end side walls need to be constructed at each junction of each of the split caissons and the underground wall;

[0033] The cross-sectional width of each of the wall columns is more than 150mm larger on each side than the width of the outer side of the corresponding pre-embedded sliding groove, and the thickness is such that the distance f from the root of the corresponding pre-embedded sliding head outside the corresponding pre-embedded sliding groove to the side of the wall column facing away from the corresponding pre-embedded sliding head is more than 250mm.

[0034] During the construction of each of the aforementioned wall columns, the corresponding split caissons are first placed inside the caissons, and the sidewalls connecting to the underground wall are chiseled away down to the root position of the corresponding pre-embedded sliding head.

[0035] Next, roughen the areas of the remaining side wall structure and the underground wall covered by the wall columns, apply waterproof coating and sealant to the roughened areas, and finally pour concrete.

[0036] The beneficial effects of this invention are:

[0037] This invention relies on underground walls with pre-embedded grooves for guidance, and uses laser cameras and automated control systems for real-time positioning and calibration. It can adjust the sinking posture and verticality in a timely manner to achieve high-precision caisson sinking, resulting in better economic and social benefits.

[0038] This invention employs a split caisson method combining U-shaped cross-section segments with underground walls, and vertically segments the caisson to effectively control the weight and volume of each segment, thereby effectively reducing the deformation of the surrounding strata.

[0039] The underground wall constructed in this invention can serve as the outer wall of the caisson adjacent to the protective building or structure during the permanent use stage. This is economical and reasonable. During the construction stage, it also plays a role in isolating the ground deformation, minimizing the impact on the adjacent protective building or structure.

[0040] The following will further explain the concept, specific structure, and technical effects of the present invention in conjunction with the accompanying drawings, so as to fully understand the purpose, features, and effects of the present invention. Attached Figure Description

[0041] Figure 1 The diagram shows a cross-sectional view after step 2 is completed in one embodiment of the present invention.

[0042] Figure 2 The diagram shows a plan view after step 2 is completed in one embodiment of the present invention.

[0043] Figure 3 The diagram shows a plan view of a reserved sliding groove in one embodiment of the present invention.

[0044] Figure 4The figure shows an elevation view of the reserved groove opening in one embodiment of the present invention.

[0045] Figure 5 The diagram shows an elevation view of the first segment of the caisson sinking in one embodiment of the present invention.

[0046] Figure 6 The diagram shows a plan view of the first segment of the caisson sinking in one embodiment of the present invention.

[0047] Figure 7 This diagram shows a partially enlarged view of the reserved sliding groove area when each segment of the caisson sinks, according to an embodiment of the present invention.

[0048] Figure 8 The diagram shows an elevation view of the second segment of the caisson sinking in one embodiment of the present invention.

[0049] Figure 9 The diagram shows an elevation view of the third segment of the caisson sinking in one embodiment of the present invention.

[0050] Figure 10 The diagram shows a plan view of the second and third caisson segments sinking in one embodiment of the present invention.

[0051] Figure 11 This diagram shows a plan view of the completed sinking of all the separate caisson segments in one embodiment of the present invention.

[0052] Figure 12 This is an elevation view showing the sinking of all the separate caisson segments in one embodiment of the present invention.

[0053] Figure 13 The diagram shows a plan view of the completed pilaster construction according to an embodiment of the present invention.

[0054] Figure 14 This diagram shows a partially enlarged view of the reserved sliding groove area after the wall column construction is completed in one embodiment of the present invention. Detailed Implementation

[0055] Example

[0056] like Figures 1 to 14 As shown, the construction method for a split-type continuous caisson near a protective building or structure includes the following steps when there is a protective building or structure 1 around the caisson 3 to be constructed:

[0057] Step 1: Based on the plan dimensions and scale of the caisson 3 to be constructed, divide the caisson 3 to be constructed into multiple sub-caissons 13, 14, 15, and 16, determine the dimensions and spacing of each sub-caisson 13, 14, 15, and 16, and number them.

[0058] According to the buried depth of the open caisson 3 to be constructed, the sinking stability calculation and the stability calculation of adding height of the split open caisson, determine the number of the split open caisson segments 6, 11, 12 included in each split open caisson 13, 14, 15, 16, and number them;

[0059] Each split open caisson 13, 14, 15, 16 includes a plurality of split open caisson segments 6, 11, 12 which are arranged vertically and connected end to end in sequence;

[0060] Step 2: Construct the diaphragm wall 2 between the open caisson 3 to be constructed and the protective building or structure 1;

[0061] One side of each split open caisson segment 6, 11, 12 is connected to the diaphragm wall 2, and they are all in the shape of "冂" with openings on the upper surface, the lower surface and the side surface facing the diaphragm wall 2. And the side end surfaces of the side walls of the split open caisson segments 6, 11, 12 facing the diaphragm wall 2 are provided with embedded sliding heads 7 throughout the length. A plurality of temporary supports 9 are arranged vertically in the openings on the side surface facing the diaphragm wall 2;

[0062] The height of each split open caisson segment 6, 11, 12 and the number of the temporary supports 9 are determined according to the stability calculation of adding height during sinking.

[0063] A laser imaging device 8 is arranged at the top of each embedded sliding head 7;

[0064] The diaphragm wall 2 is provided with reserved sliding grooves 4 corresponding to the side end surfaces of each split open caisson segment 6, 11, 12 where the embedded sliding heads 7 are arranged. Through the moving pair formed by the corresponding reserved sliding grooves 4 and the corresponding embedded sliding heads 7, each split open caisson segment 6, 11, 12 can slide downward along the corresponding reserved sliding grooves 4;

[0065] In practical applications, the gap between the reserved sliding groove 4 and the embedded sliding head 7 determines the maximum value of the deviation between the two, thus effectively ensuring the high-precision control of the sinking guidance, sinking attitude and sinking verticality of the split open caisson segments 6, 11, 12.

[0066] When there is a large deviation during the sinking process and between the reserved sliding groove 4 and the embedded sliding head 7, grease 25 can be injected to reduce friction.

[0067] Step 3: Carry out the sinking construction of all the split open caissons 13, 14, 15, 16 by means of sequential sinking, interval synchronous sinking or complete synchronous sinking;

[0068] All the split open caisson segments 6, 11, 12 of each split open caisson 13, 14, 15, 16 are poured from bottom to top in sequence, and the sinking construction is carried out in sequence;

[0069] During the sinking process, real-time positioning and calibration are carried out through the corresponding laser imaging device 8;

[0070] Step 4: After completing the sinking construction of all the split caissons 13, 14, 15 and 16, construct a gravity cement-soil wall 17 on the outside of the gap between every two adjacent split caissons 13, 14, 15 and 16 to block water and soil.

[0071] Step 5: Connect every two adjacent split caissons 13, 14, 15, and 16 to complete the construction of the internal structure 18 of all split caissons 13, 14, 15, and 16.

[0072] In some embodiments, the distances L1 and L2 between the underground wall 3 and the protective building or structure 1 are determined by the planar position of the caisson 3, and L2 is not less than 1 times the burial depth of the caisson 3.

[0073] In some embodiments, each reserved chute 4 is a steel structure with an inverted T-shaped groove formed by bending a steel plate. It has an opening on the side facing the corresponding embedded sliding head 7 and is arranged vertically along the entire length of the underground wall 2. The cross-sectional dimensions and steel plate thickness are determined based on the most unfavorable contact force calculation during the sinking process of each corresponding segment of the caisson 6, 11, and 12, while also meeting the following structural requirements:

[0074] The width b at the opening of each reserved groove 4 is matched with the thickness of the root of the corresponding embedded slide head 7 T-shaped structure.

[0075] The depth from the two vertical edges of each reserved groove 4 opening to the corresponding inner wall is equal, which is depth a; the depth a is not less than 1 / 2 of the opening width b, and not less than 200mm.

[0076] The distance c between the two inner sidewalls parallel to the length direction of the underground wall 2 in each reserved groove 4 shall not be greater than 1 / 4 of the thickness of the underground wall 2, and shall not be less than 100mm.

[0077] The straight line formed by the intersection of the thickness midline plane at the midpoint of the spacing c and the width midline plane at the midpoint of the width b of each reserved groove 4 is the corresponding centerline.

[0078] The projection of each centerline onto each cross section of the corresponding reserved groove 4 is the calibration point 5 of the corresponding cross section.

[0079] In some embodiments, the underground wall 2 is constructed using the traditional underwater casting method or the precast underground wall construction method.

[0080] In some embodiments, the specific method of real-time positioning and calibration by laser camera device 8 is as follows: the laser camera device 8 performs overlapping imaging of the corresponding reserved slide groove 4 and the corresponding pre-embedded slide head 7, and transmits the obtained image to the calibration platform 10. The calibration platform 10 calculates the deviation between the corresponding reserved slide groove 4 and the corresponding pre-embedded slide head 7 at the corresponding calibration point 5 in real time based on the changes in the images arranged in chronological order, and then adjusts the sinking parameters according to the deviation.

[0081] In some embodiments, the internal structure 18 includes a bottom cover 19, a middle plate 20, a top plate 21, columns 22, and pilasters 23.

[0082] In some embodiments, in step 5, the soil in the gap between every two adjacent split caissons 13, 14, 15, 16 is excavated by means of the support of the gravity cement-soil wall 17.

[0083] In some embodiments, in step 5, wall columns 23 and connecting end side walls 24 need to be constructed at each junction of each of the split caissons 13, 14, 15, 16 and the underground wall 2;

[0084] The cross-sectional width of each wall column 23 is more than 150mm larger on one side than the width of the outer side of the corresponding pre-embedded sliding groove 4, and the thickness is such that the distance f from the root of the corresponding pre-embedded sliding head 7 outside the corresponding pre-embedded sliding groove 4 to the side of the wall column 23 facing away from the corresponding pre-embedded sliding head 7 is more than 250mm.

[0085] During the construction of each wall column 23, the corresponding split caissons 13, 14, 15, and 16 are first placed inside the caisson 3, and the sidewalls connecting with the underground wall 2 are chiseled down to the root position of the corresponding pre-embedded sliding head 7.

[0086] Next, roughen the areas of the remaining side wall structure and the underground wall 2 covered by the wall column 23, apply waterproof coating to the roughened areas and apply sealant 26, and finally pour concrete.

[0087] The preferred embodiments of the present invention have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. A method for constructing a split-type continuous caisson near a protective building or structure; characterized in that, When there are protective buildings or structures (1) around the caisson (3) to be constructed, the following steps are included: Step 1: According to the planar dimensions and scale of the caisson (3) to be constructed, divide the caisson (3) to be constructed into multiple split caissons (13, 14, 15, 16), determine the dimensions and spacing of each split caisson (13, 14, 15, 16), and number them; According to the buried depth of the caisson (3) to be constructed, the sinking stability check and the stability check of adding height of the split caisson, determine the number of split caisson segments (6, 11, 12) included in each split caisson (13, 14, 15, 16), and number them; Each split caisson (13, 14, 15, 16) includes multiple split caisson segments (6, 11, 12) arranged vertically and connected end to end in sequence; Step 2: Construct a diaphragm wall (2) between the caisson (3) to be constructed and the protective building or structure (1); One side of each split caisson segment (6, 11, 12) is connected to the diaphragm wall (2), and they are all in a "冂" - shaped structure with openings on the upper, lower and the side facing the diaphragm wall (2). And the side end faces of the side walls facing the diaphragm wall (2) are provided with embedded sliding heads (7) throughout the length. Along the vertical direction in the opening on the side facing the diaphragm wall (2), multiple temporary supports (9) are provided; A laser imaging device (8) is arranged on the top of each embedded sliding head (7); The diaphragm wall (2) is provided with a reserved sliding groove (4) at the side end face corresponding to each split caisson segment (6, 11, 12) where the embedded sliding head (7) is provided. Through the moving pair formed by the corresponding reserved sliding groove (4) and the corresponding embedded sliding head (7), each split caisson segment (6, 11, 12) can slide down along the corresponding reserved sliding groove (4); Step 3: Carry out the sinking construction of all the split caissons (13, \alpha, 15, 16) by means of sequential sinking, interval synchronous sinking or complete synchronous sinking; All the split caisson segments (6, 11, 12) of each split caisson (13, 14, 15, 16) are poured successively from bottom to top, and the sinking construction is carried out in sequence; During the sinking process, real - time positioning and calibration are carried out through the corresponding laser imaging device (8); Step 4: After completing the sinking construction of all the split caissons (13, 14, 15, 16), construct a gravity - type cement soil wall (17) on the outside of the gap between every two adjacent split caissons (13, 14, 15, 16), and use the gravity - type cement soil wall (17) for water blocking and soil blocking; Step 5: Connect every two adjacent split caissons (13, 14, 15, 16) to complete the construction of the internal structure (18) of all the split caissons (13, 14, 15, 16). It should be noted that there seems to be a mistake in the original text where "所有所有" is repeated in step 8. I translated it as "所有" as it's likely a typo. Also, in step 8, there is an unclear "14, \alpha, 15, 16", I just left it as it is in the translation. If you can correct these in the original text, it will be more accurate for translation.

2. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, The distances L1 and L2 between the underground wall (3) and the protective building or structure (1) are determined by the planar position of the caisson (3), and L2 is not less than 1 times the burial depth of the caisson (3).

3. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, Each of the reserved sliding grooves (4) is a steel structure with an inverted T-shaped groove formed by bending steel plates. Each side facing the corresponding embedded sliding head (7) has an opening and is arranged vertically along the entire length of the underground wall (2). The cross-sectional dimensions and steel plate thickness are determined based on the most unfavorable contact force calculation during the sinking process of each of the corresponding split caisson segments (6, 11, 12), and the following structural requirements are met: The width b at the opening of each of the reserved grooves (4) is matched with the thickness of the root of the T-shaped structure of the corresponding embedded slide head (7); The depth from the two vertical edges of the opening of each reserved groove (4) to the inner wall of the corresponding side is equal, and is a; the depth a is not less than 1 / 2 of the opening width b, and not less than 200mm; The distance c between each of the reserved grooves (4) and the two inner sidewalls parallel to the length direction of the underground wall (2) is not greater than 1 / 4 of the thickness of the underground wall (2) and not less than 100mm; The straight line formed by the intersection of the thickness midline plane at the midpoint of the spacing c and the width midline plane at the midpoint of the width b of each reserved groove (4) is the corresponding centerline. The projection of each centerline onto each cross section of the corresponding reserved groove (4) is the calibration point (5) of the corresponding cross section.

4. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, The underground wall (2) is constructed using the traditional underwater casting method or the precast underground wall construction method.

5. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, The specific method of real-time positioning calibration by the laser camera device (8) is as follows: the laser camera device (8) performs overlapping imaging of the corresponding reserved slide groove (4) and the corresponding embedded slide head (7), and transmits the obtained image to the calibration platform (10). The calibration platform (10) calculates the deviation between the corresponding reserved slide groove (4) and the corresponding embedded slide head (7) at the corresponding calibration point (5) in real time based on the changes in the images arranged in chronological order. Then, the sinking parameter is adjusted according to the deviation.

6. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, The internal structure (18) includes a bottom cover (19), a middle plate (20), a top plate (21), columns (22), and wall columns (23).

7. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, In step 5, the soil in the gap between each pair of adjacent split caissons (13, 14, 15, 16) is excavated by means of the support of the gravity cement-soil wall (17).

8. The method for constructing a split-type continuous caisson near a protective building or structure according to claim 1, characterized in that, In step 5, wall columns (23) and connecting end side walls (24) need to be constructed at each joint between each of the split caissons (13, 14, 15, 16) and the underground wall (2); The cross-sectional width of each of the wall columns (23) is more than 150 mm larger on one side than the width of the outer side of the corresponding pre-embedded sliding groove (4), and the thickness is such that the distance f from the root of the corresponding pre-embedded sliding head (7) outside the corresponding pre-embedded sliding groove (4) to the side of the wall column (23) facing away from the corresponding pre-embedded sliding head (7) is more than 250 mm. During the construction of each of the aforementioned wall columns (23), the corresponding split caissons (13, 14, 15, 16) are first placed inside the caisson (3), and the side wall connecting to the underground wall (2) is chiseled down to the root position of the corresponding pre-embedded sliding head (7). Next, roughen the areas on both sides of the remaining side wall structure and the area of ​​the underground wall (2) covered by the wall column (23) after chiseling, apply waterproof coating and sealant (26) to the roughened area, and finally pour concrete.

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