CN113338294A - Construction method for vertical excavation of hard foundation - Google Patents
Construction method for vertical excavation of hard foundation Download PDFInfo
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- CN113338294A CN113338294A CN202110624397.1A CN202110624397A CN113338294A CN 113338294 A CN113338294 A CN 113338294A CN 202110624397 A CN202110624397 A CN 202110624397A CN 113338294 A CN113338294 A CN 113338294A
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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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D31/025—Draining membranes, sheets or fabric specially adapted therefor, e.g. with dimples
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention relates to a vertical excavation construction method of a hard foundation, which is characterized by comprising the following steps: excavating earthwork to the bottom elevation of the negative layer foundation bottom plate at the high-low span connecting position, adopting a single-row linear drilling construction process at the high-low span connecting position, vertically cutting a rock layer, enabling the drilling depth to reach below the bottom elevation of the negative layer foundation bottom plate, performing hole forming protection on a finished drilled hole, performing earthwork excavation construction operation on the corresponding position of the negative layer after the whole drilling cutting or partial drilling cutting of the original foundation rock layer is completed, cutting and removing the protruding part of the drilled hole in a sawtooth shape, spraying cement mortar on the drilled hole, and performing waterproof treatment on the original rock layer wall hardened by the cement mortar. The advantages are that: the construction method can effectively reduce the construction difficulty and the construction cost, has simple operation process flow, shortens the construction period of the construction node, improves the engineering construction progress, has wide application range and small restriction on environmental factors, and completely meets the requirement of building design.
Description
Technical Field
The invention belongs to the technical field of building earthwork excavation and unconventional structure wall construction, and particularly relates to a rigid foundation vertical excavation construction method.
Background
At present, the construction method taking original natural geology as the construction category of the bearing capacity foundation, in particular to the construction thought of the plate foundation with large structure height dislocation size and the soil-facing surface structure wall body, is generally selected by digging out original soil at the height dislocation part of the base structure bottom plate to reach a slope angle of 45 degrees to 60 degrees, and keeping the operation environment for the subsequent construction of the vertical structure wall body at the part, and the concrete construction procedures are as follows: (1) binding vertical wall body reinforcing steel bars; (2) supporting a template; (3) pouring concrete; (4) performing waterproof construction on the outer side of the wall; (5) building a brick moulding bed waterproof protective layer; (6) and backfilling earthwork.
Referring to fig. 1, in addition, because the earth backfill portion collides with a part of the foundation bearing platform, and because the difference between the hardness of the backfill portion and the hardness of the original soil is large, the base plate of the foundation bearing platform is stressed unevenly, so that the risk of cracking of the backfill portion due to structural settlement is increased, and the later use is affected. In order to solve the problem, some construction units design and provide a solution to reduce the elevation of a bearing platform at a backfilled soil part to the position of an original soil layer, additionally arrange a short column to the bottom of the original foundation bearing platform, and backfill plain concrete on the periphery of the short column to form a structural stress form consisting of the bearing platform, the column and a column cap so as to meet the structural stress requirement. The scheme obviously increases the construction process of the foundation of the part, delays the construction operation in parallel, prolongs the construction period, wastes materials, increases the difficulty of earth backfill and improves the manufacturing cost.
For example, in a certain building project, the total length of the wall body of the connecting part of 2 floors, 1 local floor and high and low floors of a basement is about 357m, partial sections are connected with a main building, and the positions with 90-degree internal and external corners are more, when the part is constructed by adopting a slope-releasing method, the soil output is increased by about 8000m3And because the part is the medium weathered rock, the soil quality is hard, the construction cost of digging is increased, the waste is serious, and the original soil with about the same volume is required to be backfilled at the later stage, and in conclusion, the negative influence brought by the original design method is extremely large, and the method is not suitable for being adopted.
Disclosure of Invention
The invention provides the rigid foundation vertical excavation construction method which is simple in construction method, can greatly reduce construction cost, shorten construction period, does not influence parallel construction procedures and can effectively ensure the overall quality of engineering, and solves the technical problems in the prior art.
The technical scheme adopted by the invention for solving the technical problems in the prior art is as follows:
a vertical excavation construction method for a hard foundation is characterized by comprising the following steps: firstly, excavating earthwork at a high-low span connection part to the bottom elevation of a negative layer foundation slab, then adopting a single-row linear drilling construction process at the high-low span connection part to vertically cut a rock layer to enable the drilling depth to reach below the bottom elevation of the negative two layers foundation slab, performing hole forming protection on a finished drilled hole, reserving a weathered rock and rock layer in the original material, performing earthwork excavation construction operation on the corresponding part of the negative two layers after the whole drilling or partial drilling of the rock layer is finished, cutting and removing a protruding part of the drilled hole in a sawtooth shape, spraying cement mortar at the drilled hole, and performing waterproof treatment on the wall of the original rock layer hardened by the cement mortar;
the method comprises the following specific steps:
s1, cutting off an amplification foot structure of an L-shaped stress structure at the joint of the high-low straddle structure wall and the foundation slab according to the technical requirements of the construction process of the vertical cutting soil layer, and increasing the thickness of the foundation slab and the reinforcement ratio of the foundation slab according to the design requirements;
s2, positioning and paying off according to the construction process design, controlling elevation,
positioning the vertical cutting position through a total station by combining a design drawing, firstly leading out 4 positioning control points to a field according to a planned coordinate point to form a coordinate control network, selecting one positioning control point which is close to the construction position as a station measuring point, then selecting 2 positioning control points as rear view points, completing the positioning of the total station, then respectively measuring the positioning control points of the outer edge lines of the structural wall body in different directions, and recording the height marking data of the positioned positioning control points;
s3, drilling the vertical cutting part,
(a) according to the paying-off positioning control points, control piles are arranged on the periphery and the corners of the structural retaining wall, and a stay wire is arranged between every two adjacent control piles, so that a control line is scattered out through the stay wire;
(b) on a control line, sequentially marking cross marks at a position which is one-half of the aperture of a control pile from the control pile at a corner, wherein the distance between two adjacent marks is the diameter of a drilled hole, and repeating the operation until all marks are marked on the control line;
(c) after marking is finished, drilling holes by adopting a drilling machine from the first mark, determining the drilling depth according to the surrounding elevation control points until the holes are drilled to 10cm below the foundation bottom plate, and sequentially drilling the cross marks, so that soil layers on two sides of the control line can be reasonably and effectively divided;
s4, hole forming protection is carried out on the finished drilling hole,
covering the part which is subjected to drilling construction by using template head lapping, and pasting a black-white color adhesive tape on the upper surface of the template;
s5, excavating the earth,
performing earthwork excavation construction on the corresponding part of the negative two layers after the integral drilling and cutting or partial drilling and cutting of the original foundation rock stratum are completed, excavating soil gradually from far to near at a position 2.5 meters away from the drilling part during the earthwork construction operation, and performing earthwork excavation construction layer by layer;
s6, cutting and removing the protruding parts with the saw-tooth shape at the drilling parts,
cutting and removing the protruded part of the drilling part in a sawtooth shape by using a high-pressure water jet cutting machine, so that the concave-convex size of the vertical surface of the rock mass layer pore-forming part is smaller than 15 mm;
s7, spraying cement mortar on the drilling part,
at the moment, the earthwork construction is excavated to the elevation of the negative two-layer foundation bottom plate, a cement mortar hardening and leveling layer needs to be sprayed on the vertical surface of the finished rock mass through a high-pressure slurry spraying machine, and the cement mortar spraying construction is performed by preferentially selecting layered construction and spraying for 3 times in a reciprocating manner;
and S8, performing waterproof treatment on the vertical surface of the rock mass finished product hardened by the cement mortar, wherein the waterproof treatment adopts a self-adhesive waterproof coiled material or a waterproof coating process.
The invention can also adopt the following technical scheme:
preferably, in the step (a) of S3, one elevation control point is prepared on each control line at intervals of 3-5 m.
Preferably, in the step S3(c), in the drilling construction process, technicians calculate the lowest point elevations of the walls at different structural positions by positioning the elevation data of the control points, the drilling depth is specified to be 10cm below the bottom elevation of the structural bottom plate, and the drilling depth is observed once according to about 1 meter of the descending depth of the drill rod.
Preferably, in the step S5, during the earthwork construction work, the earthwork should be gradually excavated from the far side to the near side at a distance of 2.5 m from the drill hole portion, and the earthwork excavation construction is performed layer by layer, and the excavation depth of each layer is less than 2 m.
Preferably, in the step S7, the total thickness of the hardened screeds of the cement mortar sprayed by the high-pressure slurry sprayer is 16-24mm, and the spraying thickness of each layer is controlled to be 5-7 mm.
The invention has the advantages and positive effects that: by adopting the technical scheme, the invention solves the problem of overexcavation construction in the conventional earthwork operation technology, can completely reserve the negative two-layer weathered rock and rock layer in the original soil, reduces the earthwork dumping cost, omits the integral construction process of a bearing platform and a short column which are added by destroying the original soil due to design, can utilize the original rock layer to serve as a mold outside the subsequent high-low span structure wall body, adopts a single-side formwork system for supporting, and can directly use the rock layer for external wall water prevention to externally hang construction. Meanwhile, the original soil layer is used for replacing a structural wall body outer side molding system, and the original construction process is changed, so that the using amount of square timbers and templates can be reduced, the materials are convenient to obtain, and the foundation engineering construction procedures are reduced; and greatly reduces the material cost and the labor cost. The construction method effectively reduces the construction difficulty, has simple operation process flow, shortens the construction period of the construction node, improves the engineering construction progress, reduces the construction cost, has wide application range and small restriction on environmental factors, and completely meets the requirement of building design.
Drawings
FIG. 1 is a cross-sectional view of a prior art high-low span structure;
FIG. 2 is a cross-sectional view of a high-low span structure of the present invention;
FIG. 3 is a cut-away view of the drilled hole of the present invention;
FIG. 4 is a plan view of the present invention as it would be cut by drilling;
FIG. 5 is a cut-out elevation of a ground rock formation borehole of the present invention;
FIG. 6 is an elevation view of a finished cut of a foundation rock formation body in accordance with the present invention;
FIG. 7 is a cross-sectional view of a negative two-layer product of the present invention.
In the figure: 1. a foundation slab; 2. a structural retaining wall; 3. reserving the original soil part with the negative two layers; 4. a hole-forming site; 5. drilling a hole; 6. negative two layers; 7. carrying out first layer; 8. and a waterproof layer.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Referring to fig. 2-7 of the drawings,
a hard foundation vertical excavation construction method comprises the steps of firstly excavating earthwork at a high-low span connection position to the bottom elevation of a foundation slab 1 with a negative layer 7, then adopting a single-row linear drilling construction process at the high-low span connection position to vertically cut a rock layer, enabling the drilling depth to be below the bottom elevation of the foundation slab with the negative layer 6, carrying out hole forming protection on a finished drilling position 5, reserving weathered rock and soil layers in a negative layer 3 of original soil, carrying out earthwork excavation construction operation on the corresponding position of the negative layer after the original rock layer is integrally drilled and cut or partially drilled and cut, cutting and removing a protruding portion with a sawtooth shape at the drilling position, spraying cement mortar at the drilling position, and carrying out waterproof treatment on the wall of the original rock layer after the cement mortar is hardened.
The method comprises the following specific steps:
s1, according to the technical requirements of the construction process of the vertical cutting soil layer, cutting off an amplification foot structure of an L-shaped stress structure at the joint of the high-low straddle structure wall and the foundation slab 1, and increasing the thickness of the foundation slab and the reinforcement ratio of the reinforcement at the position according to the design requirements, so that the structural stress pattern of the original foundation slab amplification foot at the position is changed, the stress pattern of the position is designed again, the thickness of the bottom stress foundation slab is increased according to the design requirements on the premise that the structural quality requirements are met, and the smooth operation of the subsequent vertical cutting soil layer construction process is ensured.
S2, positioning and paying off according to the construction process design, controlling elevation,
the method includes the steps that a design drawing is combined to position an upright cutting position through a total station, firstly, 4 positioning control points are led out to a position which is not prone to disturbance and is beneficial to observation of the whole site according to a planning coordinate point provided by a construction unit to form a coordinate control network, one positioning control point which is close to the construction position is selected as a station measuring point, then 2 positioning control points are selected as rear view points, positioning and rechecking work of the total station is completed, then, positioning control points of outer edge sidelines of structural walls in different directions are measured respectively, positioned positioning control point elevation data are recorded at the same time, follow-up work is reserved, and the total control positioning work of the construction position is completed.
S3, drilling the vertical cutting part,
(a) according to the paying-off positioning control points, control piles are arranged at the periphery and the corners of the structural retaining wall 2, the position is ensured to be accurate, and a stay wire is arranged between every two adjacent control piles, so that a control line is scattered out through the stay wire; one elevation control point standby is made on each control line at intervals of 3-5 m.
(b) On the control line, starting from the control pile of the corner, cross marks are sequentially made at a position which is one-half of the aperture of the control pile, and the distance between two adjacent cross marks is the diameter of a drilled hole.
(c) After the cross mark is finished, drilling is carried out by adopting a drilling machine from the first mark, impurities around the part to be cut are firstly removed according to the surrounding elevation control points, the drill bit part of the drilling machine is aligned to the central position of the first cross mark line, the drill bit is ensured to be vertical and stably drill, and the drilling depth is determined according to the surrounding elevation control points until the drill bit drills to a position 10cm below the foundation slab. Then slowly lifting the drilling machine, pulling out the drill bit, and cleaning up the floating soil ejected from the drill hole of the drilling machine to avoid falling into the drill hole; and drilling the cross marks in sequence. At the moment, the whole control line part is a hole (the specific aperture is related to the model of the drilling machine) with the diameter of 18cm, so that soil layers on two sides of the control line can be reasonably and effectively separated under the condition that hard soil layers on two sides are not disturbed, and the cutting construction process of the soil layers is completed.
In the drilling construction process, technicians work out the lowest point elevations of wall bodies at different structural parts through the elevation data of the positioning control points, the drilling depth is specified to be 10cm below the bottom elevation of the foundation slab 1, then when the drilling construction is started, the drilling construction depth is controlled in real time through a level gauge, usually, the drilling construction depth is observed once every 1m of the descending depth of a drill rod, meanwhile, the vertical condition of the drill rod in the construction process is checked, and the pore-forming quality is ensured.
The construction machine in this step selects a drilling machine with an aperture of 18cm to carry out continuous unidirectional single-row drilling construction (note: a plurality of drilling machines can also be used for single-row bidirectional construction). Because the machinery adopts a high-compressed air external spraying process principle, the rock mass can be sprayed out in a dust particle state in the drilling construction process, wet operation preventive measures are required in the construction process, the environment is prevented from being influenced by excessive dust, and a fog gun machine is usually used for reducing dust of the drilling construction operation part.
S4, hole forming protection is carried out on the finished drilling hole,
the diameter of the formed hole left after the construction is completed is large, the hole is deep and is in a row shape, the upper surface of the position is wet and slippery due to fog gun dust fall in the construction process, the site operation personnel are easily injured, the position of the position which is subjected to drilling construction is covered by using the template head lap joint, black and white color adhesive tapes are pasted on the upper surface of the template, a safety mark is made, and the injury caused by the falling of legs and feet of the site operation personnel is avoided.
S5, excavating the earth,
after the drilling and cutting of the whole foundation rock layer or the partial drilling and cutting are completed, at the moment, earthwork excavation construction operation needs to be carried out on the corresponding part of the negative two layers. In order to avoid damaging the flatness of the whole surface of the cut soil layer, soil is gradually excavated from far to near at a position 2.5 meters away from the drilling part during earthwork construction operation, the soil is not excavated to the bottom elevation of the foundation bottom plate at one time, layer-by-layer earthwork excavation construction is adopted, and the excavation depth of each layer is less than 2 m. Meanwhile, the vertical face of the cut rock mass layer is protected from being damaged by machinery, and convenience is provided for subsequent construction operation.
S6, cutting and removing the protruding parts with the saw-tooth shape at the drilling parts,
because the rock mass layer is vertically cut by the aid of a row drilling construction process, the vertical surface of the rock mass layer can be in a concave-convex ordered sawtooth form, accordingly, the construction difficulty of sticking the waterproof coiled material on the outer side of the structural wall body in the later period is increased, a high-pressure water jet cutting machine is required to cut and remove the convex part of the drilled part in the sawtooth form, the concave-convex size of the vertical surface of the rock mass layer hole forming part 4 is smaller than 15mm in a flat state, and further, preparation is made for a subsequent cement mortar spraying hardening vertical surface wall body.
S7, spraying cement mortar on the drilling part,
at the moment, earth construction is excavated to the elevation of the negative two-layer foundation bottom plate, so that the subsequent foundation bottom plate, the vertical wall and the waterproof construction are prevented from being influenced by slag and ash falling of a rock layer; and meanwhile, the surface flatness of the vertical face layer of the rock mass is improved, the construction difficulty of the waterproof coiled material is reduced, the waterproof construction quality is ensured, a cement mortar hardening leveling layer is sprayed on the vertical face of the finished rock mass product through a high-pressure slurry sprayer, the cement mortar spraying construction is preferentially selected for layered construction, and the spraying is carried out for 3 times in a reciprocating manner. In the embodiment, the total thickness of the sprayed cement mortar hardened leveling layer is 16-24mm, and the spraying thickness of each layer is controlled to be 5-7 mm. In order to avoid mechanical damage, the hardened layer is constructed uniformly after the earth is dug to the level of the foundation slab.
And S8, performing waterproof treatment on the vertical surface of the rock mass finished product hardened by the cement mortar, and forming a waterproof layer 8 on the vertical surface of the rock mass finished product, wherein the waterproof layer can be a self-adhesive waterproof coiled material or a waterproof coating film.
The waterproof layer 8 adopts self-adhesion type waterproofing membrane, and after the original rock stratum wall is leveled and hardened by cement mortar, the waterproof construction material is easy to select reverse self-adhesion type waterproofing membrane with the thickness of 4mm, and the construction of full adhesion of outer hanging is directly carried out on the waterproofing membrane. Firstly, spraying a layer of cold primer oil on the vertical surface of the rock mass, and controlling the thickness to be 2 mm. And then heating the bonding surface of the coiled material by using a high-temperature spray gun until the bonding surface is melted to be effectively bonded with the vertical surface of the rock mass layer, ensuring that the lap joint length of the adjacent waterproof coiled material is more than 100mm, and particularly, adding an additional layer with the width of more than 400mm to the weak part of the internal and external corners of the rock mass layer structure to ensure the waterproof quality of the weak part. The waterproof coiled material returns to the elevation of the bottom of the foundation slab with the negative layer and is extended by 300mm, so that the waterproof coiled material is conveniently lapped with the waterproof coiled material with the negative layer of foundation slab.
The waterproof layer 8 can also be a waterproof coating film, the waterproof material of the waterproof layer is preferably an oily coating, when the cement mortar is hardened to reach the final setting strength, the oily coating is brushed or sprayed on the vertical surface of the rock mass layer from top to bottom through a manual roller, and the brushing thickness is controlled to be 3 mm. And the oily paint should be brushed layer by layer; the construction thickness of each layer of coating is controlled to be about 1mm, and the next spraying construction is carried out when the coating does not have adhesive feeling in touch. Thereby reducing the cracking phenomenon of the paint caused by solidification shrinkage due to overlarge thickness of one-time spraying and brushing and influencing the waterproof effect. The process is simple in construction and convenient to operate, but the subsequent construction such as reinforcement binding and concrete pouring is easy to damage, so that the repair is required to be sprayed in time to achieve the overall waterproof effect.
The construction of the structural wall body is carried out,
the construction of the structural wall is also the last process, a mature construction process can be adopted, and the specific process flow is (1) the binding of the reinforcing steel bars of the two-layer foundation bottom plate and the reinforcing steel bars of the wall; (2) supporting and reinforcing a wall body single-side inner template; (3) and (5) concrete pouring construction.
The embodiments of the invention that are illustrated in the drawings are exemplary only and should not be taken as limiting the invention.
Claims (5)
1. A vertical excavation construction method for a hard foundation is characterized by comprising the following steps: firstly, excavating earthwork at a high-low span connection part to the bottom elevation of a negative layer foundation slab, then adopting a single-row linear drilling construction process at the high-low span connection part to vertically cut a rock layer to enable the drilling depth to reach below the bottom elevation of the negative two layers foundation slab, performing hole forming protection on a finished drilled hole, reserving weathered rock and soil layers in the negative two layers of original rock, performing earthwork excavation construction operation on the corresponding part of the negative two layers after the whole drilling or partial drilling of the original rock is finished, cutting and removing a protruding part with a sawtooth shape at the drilled hole, spraying cement mortar at the drilled hole, and performing waterproof treatment on the wall of the original rock layer hardened by the cement mortar;
the method comprises the following specific steps:
s1, cutting off an amplification foot structure of an L-shaped stress structure at the joint of the high-low straddle structure wall and the foundation slab according to the technical requirements of the construction process of the vertical cutting soil layer, and increasing the thickness of the foundation slab and the reinforcement ratio of the foundation slab according to the design requirements;
s2, positioning and paying off according to the construction process design, controlling elevation,
positioning the vertical cutting position through a total station by combining a design drawing, firstly leading out 4 positioning control points to a field according to a planned coordinate point to form a coordinate control network, selecting one positioning control point which is close to the construction position as a station measuring point, then selecting 2 positioning control points as rear view points, completing the positioning of the total station, then respectively measuring the positioning control points of the outer edge lines of the structural wall body in different directions, and recording the height marking data of the positioned positioning control points;
s3, drilling the vertical cutting part,
(a) according to the paying-off positioning control points, control piles are arranged on the periphery and the corners of the structural retaining wall, and a stay wire is arranged between every two adjacent control piles, so that a control line is scattered out through the stay wire;
(b) on a control line, sequentially marking cross marks at a position which is one-half of the aperture of a control pile from the control pile at a corner, wherein the distance between two adjacent marks is the diameter of a drilled hole, and repeating the operation until all marks are marked on the control line;
(c) after marking is finished, drilling holes by adopting a drilling machine from the first mark, determining the drilling depth according to the surrounding elevation control points until the holes are drilled to 10cm below the foundation bottom plate, and sequentially drilling the cross marks, so that soil layers on two sides of the control line can be reasonably and effectively divided;
s4, hole forming protection is carried out on the finished drilling hole,
covering the part which is subjected to drilling construction by using template head lapping, and pasting a black-white color adhesive tape on the upper surface of the template;
s5, excavating the earth,
performing earthwork excavation construction on the corresponding part of the negative two layers after the integral drilling and cutting or partial drilling and cutting of the original foundation rock stratum are completed, excavating soil gradually from far to near at a position 2.5 meters away from the drilling part during the earthwork construction operation, and performing earthwork excavation construction layer by layer;
s6, cutting and removing the protruding parts with the saw-tooth shape at the drilling parts,
cutting and removing the protruded part of the drilling part in a sawtooth shape by using a high-pressure water jet cutting machine, so that the concave-convex size of the vertical surface of the rock mass layer pore-forming part is smaller than 15 mm;
s7, spraying cement mortar on the drilling part,
at the moment, the earthwork construction is excavated to the elevation of the negative two-layer foundation bottom plate, a cement mortar hardening and leveling layer needs to be sprayed on the vertical surface of the finished rock mass through a high-pressure slurry spraying machine, and the cement mortar spraying construction is performed by preferentially selecting layered construction and spraying for 3 times in a reciprocating manner;
and S8, performing waterproof treatment on the vertical surface of the rock mass finished product hardened by the cement mortar, wherein the waterproof treatment adopts a self-adhesive waterproof coiled material or a waterproof coating process.
2. The method of vertical excavation of a hard foundation according to claim 1, wherein: in the step (a) of S3, one elevation control point is prepared on each control line at intervals of 3-5 m.
3. The method of vertical excavation of a hard foundation according to claim 1, wherein: and in the step S3(c), in the drilling construction process, technicians calculate the lowest point elevations of the wall bodies at different structural parts through the elevation data of the positioning control points, the drilling depth is regulated to be 10cm below the bottom elevation of the structural bottom plate, and the observation is carried out once according to about 1m of the descending depth of the drill rod.
4. The method of vertical excavation of a hard foundation according to claim 1, wherein: in the step S5, during the earthwork construction operation, earth should be gradually excavated from far to near at a distance of 2.5 m from the drill hole, and the earthwork excavation construction is performed layer by layer, wherein the excavation depth of each layer is less than 2 m.
5. The method of vertical excavation of a hard foundation according to claim 1, wherein: and in the step S7, the total thickness of the hardened leveling layer of the cement mortar sprayed by the high-pressure slurry sprayer is 16-24mm, and the spraying thickness of each layer is controlled to be 5-7 mm.
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