CN114411766A - Construction method of enclosure structure - Google Patents
Construction method of enclosure structure Download PDFInfo
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- CN114411766A CN114411766A CN202210196269.6A CN202210196269A CN114411766A CN 114411766 A CN114411766 A CN 114411766A CN 202210196269 A CN202210196269 A CN 202210196269A CN 114411766 A CN114411766 A CN 114411766A
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- groove
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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
- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
Abstract
The invention relates to the technical field of construction, and discloses a construction method of an envelope structure, which comprises the following steps of S1, preparation before construction; s2, measuring and lofting; s3, manufacturing a guide wall template; s4, excavating a guide wall groove section; s5, binding guide wall steel bars; s6, pouring and maintaining guide wall concrete; and S7, conducting wall earthwork backfilling. The building envelope constructed by the building envelope construction method is stable, and subsequent reworking is avoided and the construction period is shortened through accurate control.
Description
Technical Field
The invention relates to the technical field of construction, in particular to a construction method of an envelope structure.
Background
The enclosing structure is generally an underground continuous wall, the underground continuous wall is a foundation engineering, a grooving machine is adopted on the ground, a long and narrow deep groove is dug along the peripheral axis of the deep excavation engineering under the condition of slurry wall protection, after the groove is cleaned, a reinforcement cage is hung in the groove, then underwater concrete is poured by a conduit method to form a unit groove section, and the steps are carried out section by section, so that a continuous reinforced concrete wall is built underground to serve as a structure for intercepting water, preventing seepage, bearing and retaining water.
The existing building envelope construction method is rough in flow, so that the building envelope is poor in stability and long in construction period.
Disclosure of Invention
The invention aims to provide a construction method of an enclosure structure, the constructed enclosure structure is stable, subsequent reworking is avoided through accurate control, and the construction period is shortened.
In order to solve the technical problem, the invention provides a construction method of a building envelope, which comprises the following steps:
s1, preparation before construction; analyzing the influence of the foundation and the obstacle, and performing site detailed technology background crossing and process technology clearance;
s2, measuring and lofting; according to a plane control point provided by a design drawing, a closed plane wire is arranged at the periphery of a foundation pit; according to the closed conducting wires and the datum points on the periphery of the foundation pit, arranging measurement control points and leveling points in a construction site, putting in all main axis control points, and then guiding and measuring all axes by using a total station so that the guide wall is constructed strictly according to the axes;
s3, manufacturing a guide wall template; manufacturing a guide wall template through measuring parameters;
s4, excavating a guide wall groove section; according to an outdoor piping diagram, firstly, exploratory excavation is carried out on an original underground pipeline, and then mechanical construction is carried out; using mechanical grooving, adopting a mode of 1: 1, slope releasing and excavating at a gradient, manually cleaning when the slope is excavated to be 20mm above the designed elevation, and repairing a side slope;
s5, binding guide wall steel bars; namely, the steel reinforcement cage is manufactured, the bottom of the guide wall is required to fall on the old soil and is lower than the designed elevation of the top of the crown beam by 550mm, and the guide wall meets the requirements of strength and stability during the construction of the grooving equipment. The longitudinal steel bars are single-layer steel bars of phi 12@150, the transverse steel bars are single-layer steel bars of phi 12@150, the thickness of the guide walls is 20cm, and the distance between the guide walls is plus 50mm of the thickness of the underground continuous wall;
s6, pouring and maintaining guide wall concrete; before concrete pouring, cleaning slag and soil ash at the bottom of the groove; when concrete is poured, an insertion type vibrating rod is used, the vibrating rod keeps away from the reinforcing steel bars and is at least 100mm away from the formwork; the casting and tamping of the guide wall is 100mm higher than that of a natural terrace, so that the guide wall is prevented from entering the groove outdoors; and covering a plastic film for curing after the guide wall is poured for 24 hours. After the guide wall is demolded, adding a transverse support every 2m to control the middle distance and deformation;
s7, conducting wall earthwork backfilling; and the concrete outside the guide wall is backfilled by clay, the backfilled deficient soil of each layer is not more than 350mm in the layered backfilling thickness, and the strength of the concrete is required to reach 75% of the designed strength during backfilling. After backfilling, tamping by adopting an electric vibration impact tamper, wherein the tamping times of each layer are not less than 3 times, and the compaction coefficient is not less than 0.94; the earth backfilling adopts a method of backfilling by an excavator and manual cooperation.
Preferably, the preparation before construction of step S1 further includes assembling of a trenching machine, setting of a slurry system, slurry configuration, and storage of slurry.
Preferably, the slurry system comprises slurry stirring, circulation, storage and abandonment, and the slurry stirring, circulation, storage and abandoned slurry storage all adopt slurry boxes.
Preferably, in step S4, the step of excavating the guide wall groove section includes:
s41, digging single holes at two ends of the groove section firstly, or digging a second hole after jumping a distance after digging the first hole, so that a partition wall which is not dug is left between the two single holes, thus the grab bucket can balance the force when digging the single holes, can effectively correct the deviation and ensure the perpendicularity of the formed groove;
s42, digging a single hole first and then digging a partition wall; because the length of the hole partition wall is less than the opening length of the grab bucket, the grab bucket can be sleeved on the partition wall to dig, the grab bucket can be balanced in force, the deviation can be effectively corrected, and the verticality of the formed groove can be guaranteed;
s43, digging along the groove length direction: after the single hole and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in the groove length direction in a sleeved mode, when the grab bucket is used for digging the single hole and the partition wall, concave and convex surfaces formed due to different perpendicularity of the grab bucket forming grooves are repaired to be smooth, and the groove section is guaranteed to have good linearity in the transverse direction;
s44, digging and removing sediment at the bottom of the tank: when the grab bucket is sleeved and excavated along the length direction of the groove, the grab bucket is lowered to the designed depth of the groove section to excavate and remove sediments at the bottom of the groove.
Preferably, the pre-tank reserve is about 100m3And (3) thick slurry, wherein the first grabbing depth of the groove is about 20m, an ultrasonic detector is adopted for detecting the wall of the groove, and if slight hole collapse of the backfill layer at the upper opening is found through ultrasonic detection, the reserved thick slurry is immediately injected, so that the wall protection effect is enhanced.
Preferably, if the creek soil causes a large-scale collapse at the lower opening of the guide wall, grooving is stopped immediately, cohesive soil is mixed with 20% cement for backfill compaction, the creek soil in the construction area is carefully retested, and the subsequent grooving construction can be carried out after the creek soil is reinforced by adopting measures such as excavation and filling, stirring pile reinforcement or steel plate pile enclosure stretching.
Preferably, the method also comprises a cleaning tank, after the tank is formed and settled for 1h, a grab bucket is used for grabbing the residual soil and the sediments at the bottom of the tank, and if the thickness of the sediments and the mud near the bottom of the hole do not meet the standard requirements, the pouring guide pipe is used for positive circulation slag cleaning before the concrete is poured; after cleaning the tank, the relative density of the slurry is determined to be less than 1.20, the sand content is not more than 5%, the viscosity is not more than 30s, and the thickness of the sediment at the bottom of the tank is less than 1000 mm.
Preferably, in the step S5, when the reinforcement cage is manufactured, horizontal ribs are laid first, then longitudinal main ribs are laid and welded firmly, then the reinforcement bracket is welded, then upper-layer longitudinal ribs and horizontal ribs are welded, and finally the locking ribs, the hanging ribs and the positioning cushion blocks are welded; when the steel bar truss is welded, the position of a pouring guide pipe is reserved, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and the end part of the groove section is not more than 0.5 m; in order to ensure that the steel reinforcement cage has enough rigidity in the hoisting process, 3-5 truss ribs are arranged according to the width of the groove section and the hoisting process; and the intersection point inside the steel reinforcement cage, the truss and the periphery of the steel reinforcement cage are subjected to 100% spot welding, so that the hoisting rigidity of the steel reinforcement cage is ensured.
Preferably, besides the longitudinal and transverse hoisting trusses and hoisting points, the corner and special-amplitude steel reinforcement cage is additionally provided with a herringbone truss and a diagonal draw bar for reinforcement so as to prevent the steel reinforcement cage from deforming when the steel reinforcement cage is turned over at an angle in the air.
Preferably, after the reinforcement cage is sunk in place in the step S6, pouring concrete, inserting a guide pipe 300-500 mm away from the bottom of the groove, arranging a bladder in the guide pipe before pouring the concrete so as to play a waterproof role, and checking the concrete which can be poured behind the concrete mixing ratio; checking the installation length of the guide pipe, making a record, filling the record of the concrete lifting height and the guide pipe embedding depth once by concrete of each vehicle, and keeping the depth of the guide pipe inserted into the concrete to be 2-4 m all the time in the pouring process; the horizontal arrangement between the pipes is generally 2000mm and not more than 3m, and the distance from the end part of the underground wall should not be more than 2000 mm.
The invention has the following beneficial effects:
(1) the building enclosure construction method has rigorous steps, and the guide wall is constructed strictly according to the axis through strict measurement lofting, so that the construction accuracy of the guide wall is greatly improved, reworking is avoided, and the construction efficiency is improved;
(2) the construction method of the enclosure structure adopts the steps of 1: 1, slope releasing and excavation are carried out at a gradient of 1, manual cleaning is adopted when the slope is excavated to be 20mm above the designed elevation, the proper gradient can be ensured, the subsequent hoisting of a reinforcement cage is facilitated, and the subsequent manual cleaning cannot be influenced by over steep slope;
(3) according to the construction method of the enclosure structure, before concrete is poured, the muck and the lime soil are firstly finished, the distance between the inserted vibrating rod and the template and the natural terrace is regulated, the control is strict, the efficiency of pouring the concrete is improved, and meanwhile the stability of the enclosure structure is ensured.
Drawings
Fig. 1 is a flowchart of a construction method of a building envelope according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
In the description of the present application, it is to be understood that the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience in describing the present application and simplifying the description, but do not indicate or imply that the referred device or element must have a particular orientation, be constructed in a particular orientation, and be operated, and thus should not be construed as limiting the present application.
In the description of the present application, it is to be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood in a specific case by those of ordinary skill in the art.
Referring to fig. 1, a preferred embodiment of the present invention provides a method for constructing a building envelope, including the steps of:
s1, preparation before construction; analyzing the influence of the foundation and the obstacle, and performing site detailed technology background crossing and process technology clearance;
s2, measuring and lofting; according to a plane control point provided by a design drawing, a closed plane wire is arranged at the periphery of a foundation pit; according to the closed conducting wires and the datum points on the periphery of the foundation pit, arranging measurement control points and leveling points in a construction site, putting in all main axis control points, and then guiding and measuring all axes by using a total station so that the guide wall is constructed strictly according to the axes;
s3, manufacturing a guide wall template; manufacturing a guide wall template through measuring parameters;
s4, excavating a guide wall groove section; according to an outdoor piping diagram, firstly, exploratory excavation is carried out on an original underground pipeline, and then mechanical construction is carried out; using mechanical grooving, adopting a mode of 1: 1, slope releasing and excavating at a gradient, manually cleaning when the slope is excavated to be 20mm above the designed elevation, and repairing a side slope;
s5, binding guide wall steel bars; namely, the steel reinforcement cage is manufactured, the bottom of the guide wall is required to fall on the old soil and is lower than the designed elevation of the top of the crown beam by 550mm, and the guide wall meets the requirements of strength and stability during the construction of the grooving equipment. The longitudinal steel bars are single-layer steel bars of phi 12@150, the transverse steel bars are single-layer steel bars of phi 12@150, the thickness of the guide walls is 20cm, and the distance between the guide walls is plus 50mm of the thickness of the underground continuous wall;
s6, pouring and maintaining guide wall concrete; before concrete pouring, cleaning slag and soil ash at the bottom of the groove; when concrete is poured, an insertion type vibrating rod is used, the vibrating rod keeps away from the reinforcing steel bars and is at least 100mm away from the formwork; the casting and tamping of the guide wall is 100mm higher than that of a natural terrace, so that the guide wall is prevented from entering the groove outdoors; and covering a plastic film for curing after the guide wall is poured for 24 hours. After the guide wall is demolded, adding a transverse support every 2m to control the middle distance and deformation;
s7, conducting wall earthwork backfilling; and the concrete outside the guide wall is backfilled by clay, the backfilled deficient soil of each layer is not more than 350mm in the layered backfilling thickness, and the strength of the concrete is required to reach 75% of the designed strength during backfilling. After backfilling, tamping by adopting an electric vibration impact tamper, wherein the tamping times of each layer are not less than 3 times, and the compaction coefficient is not less than 0.94; the earth backfilling adopts a method of backfilling by an excavator and manual cooperation.
In some preferred embodiments of the present invention, the preparation before construction in step S1 further includes assembling a trenching machine, setting a slurry system, configuring slurry, and storing slurry.
In some preferred embodiments of the invention, the slurry system comprises slurry stirring, circulation, storage and waste, and the slurry stirring, circulation, storage and waste slurry storage all adopt a slurry tank.
In some preferred embodiments of the present invention, in step S4, the step of excavating the guide wall groove section includes:
s41, digging single holes at two ends of the groove section firstly, or digging a second hole after jumping a distance after digging the first hole, so that a partition wall which is not dug is left between the two single holes, thus the grab bucket can balance the force when digging the single holes, can effectively correct the deviation and ensure the perpendicularity of the formed groove;
s42, digging a single hole first and then digging a partition wall; because the length of the hole partition wall is less than the opening length of the grab bucket, the grab bucket can be sleeved on the partition wall to dig, the grab bucket can be balanced in force, the deviation can be effectively corrected, and the verticality of the formed groove can be guaranteed;
s43, digging along the groove length direction: after the single hole and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in the groove length direction in a sleeved mode, when the grab bucket is used for digging the single hole and the partition wall, concave and convex surfaces formed due to different perpendicularity of the grab bucket forming grooves are repaired to be smooth, and the groove section is guaranteed to have good linearity in the transverse direction;
s44, digging and removing sediment at the bottom of the tank: when the grab bucket is sleeved and excavated along the length direction of the groove, the grab bucket is lowered to the designed depth of the groove section to excavate and remove sediments at the bottom of the groove.
In some preferred embodiments of the present invention, the trenching step comprises:
firstly, after the grooving machine is positioned, the grab bucket is parallel to the inner side surface of the guide wall, the grab head is lowered down and automatically falls into the guide wall, and strong pushing is not allowed, so that grooving precision is ensured.
Secondly, the grab bucket is not suitable for fully digging when forming the groove, the grab bucket stops slightly when being lifted to the top surface of the guide wall, and after mud on the grab bucket is completely dripped, the grab bucket is lifted and transferred to a dump truck so as to prevent the mud from polluting the field. Soil falling on the guide wall is cleared to the outside of the slotted hole, and is strictly forbidden to be shoveled into the slotted hole.
And thirdly, in the process of digging soil by the grab bucket, the upper lifting speed and the lower lifting speed are both slowly carried out, the grab bucket is required to be closed and lowered, and the grab bucket is opened again during digging so as to avoid eddy current scouring of the wall of the bucket and hole collapse.
Fourthly, when the grab bucket is placed down for digging, the center of the grab bucket is aligned with the hole site center mark on the guide wall, and the correct grooving position is ensured.
And fifthly, strictly controlling the verticality and the plane position of the grab bucket in the grooving process, particularly the grooving stage. By carefully observing the monitoring system, when the deviation of any direction of the X, Y shaft exceeds an allowable value, deviation correction is immediately carried out. The grab bucket is attached to the side guide wall of the foundation pit and enters the groove, and the mechanical operation is stable. And the slurry is supplemented in time to maintain the stable liquid level of the slurry in the guide wall.
Sixthly, the guide rod is perpendicular to the groove section, the grab bucket is opened, the guide rod slowly enters the groove to grab soil according to the standard mark, the grab bucket is strictly prohibited to be quickly lowered and lifted, the groove wall is prevented from being damaged and collapsed, the verticality is controlled within the design requirement, and the soil dug by the grab bucket is directly unloaded onto a dump truck and is transferred to a soil piling field. With the increase of the excavation depth, continuously supplying fresh slurry into the groove to ensure the height of the slurry, wherein each slurry index is required to meet the technical requirements, so that the slurry has a good wall protection effect to prevent the collapse of the groove wall, when the groove wall is easy to collapse in a soil layer with larger sand content, the specific gravity of the slurry is increased, a weighting agent is properly added, when the groove bottom is close to, the excavation speed is slowed down, the groove depth is carefully measured, and the over-excavation and under-excavation are prevented.
And seventhly, technical personnel track the grooving process in the whole process, make construction records in detail and feed back related technical data information in time.
And eighthly, the detection unit monitors the whole displacement and settlement processes of the surrounding strata and the buildings and indicates the grooving operation in time.
In some preferred embodiments of the invention, the pre-tank reserve is about 100m3And (3) thick slurry, wherein the first grabbing depth of the groove is about 20m, an ultrasonic detector is adopted for detecting the wall of the groove, and if slight hole collapse of the backfill layer at the upper opening is found through ultrasonic detection, the reserved thick slurry is immediately injected, so that the wall protection effect is enhanced.
In some preferred embodiments of the present invention, the specification of the grooving comprises:
firstly, the underground diaphragm wall needs to be tested into a groove before formal construction, the position of the tested groove is preferably selected to be away from a pipeline and a building as far as possible, a geological report is consulted, and a relatively unfavorable stratum position is selected for the tested groove construction. And determining the construction parameters of a whole set of underground continuous wall through a trial grooving test so as to guide the construction of the underground continuous wall at the later stage.
Secondly, groove wall standing tests are carried out after the underground continuous wall is tested to reach the designed bottom elevation, the time of the groove wall standing tests is 48 hours, and the parameters of the mud proportion of the top opening, the middle part and the bottom end of the groove section, the stability curve of the groove wall, the verticality, the sediment thickness and the mud sand content are tested once at intervals of 6 hours in the time section.
And thirdly, performing surface subsidence monitoring, deep horizontal displacement monitoring and deep soil body layered subsidence monitoring in the trial grooving process of the underground diaphragm wall. And the groove forming test of the underground continuous wall is monitored from the beginning of groove forming construction to the end of groove wall standing.
Fourthly, the thickness, the width and the soil penetration depth of the groove section of the underground continuous wall are according to the design requirements.
The verticality of the groove section of the underground diaphragm wall meets 1/300. The thickness of the sediment at the bottom of the underground continuous wall groove is less than 100 mm.
In some preferred embodiments of the invention, if a large-scale collapse of the lower opening of the guide wall is caused by the creek soil, grooving is stopped immediately, backfilling compaction is carried out by mixing cohesive soil with 20% cement, careful retesting is carried out on the creek in the construction area, and subsequent grooving construction can be carried out after the creek soil is reinforced by adopting measures such as excavation and filling, stirring pile reinforcement or steel plate pile enclosure extension.
In some preferred embodiments of the invention, the method further comprises a cleaning tank, after the tank is formed and settled for 1h, the grab bucket is used for grabbing the residual soil and the sediments at the bottom of the tank, and if the thickness of the sediments and the mud near the bottom of the hole do not meet the specification requirements, the pouring guide pipe is used for positive circulation slag cleaning before the concrete is poured; after cleaning the tank, the relative density of the slurry is determined to be less than 1.20, the sand content is not more than 5%, the viscosity is not more than 30s, and the thickness of the sediment at the bottom of the tank is less than 1000 mm.
In some preferred embodiments of the present invention, in the step S5, when the steel reinforcement cage is manufactured, horizontal ribs are laid first, then longitudinal main ribs are laid, and the steel reinforcement cage is welded firmly, then a steel reinforcement bracket is welded, then upper-layer longitudinal ribs and horizontal ribs are welded, and finally a locking rib, a hanging rib and a positioning cushion block are welded; when the steel bar truss is welded, the position of a pouring guide pipe is reserved, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and the end part of the groove section is not more than 0.5 m; in order to ensure that the steel reinforcement cage has enough rigidity in the hoisting process, 3-5 truss ribs are arranged according to the width of the groove section and the hoisting process; and the intersection point inside the steel reinforcement cage, the truss and the periphery of the steel reinforcement cage are subjected to 100% spot welding, so that the hoisting rigidity of the steel reinforcement cage is ensured.
In some preferred embodiments of the invention, besides the longitudinal and transverse hoisting trusses and hoisting points, the corner and special-amplitude steel reinforcement cage is additionally provided with a herringbone truss and a diagonal draw bar for reinforcement so as to prevent the steel reinforcement cage from deforming when the steel reinforcement cage is turned over at an angle in the air.
In some preferred embodiments of the invention, after the reinforcement cage is sunk in position in step S6, concrete is poured, the guide pipe is inserted 300-500 mm away from the bottom of the groove, a bladder is arranged in the guide pipe before the concrete is poured to play a role in water isolation, and the concrete can be poured behind the checking of the concrete mixing ratio; checking the installation length of the guide pipe, making a record, filling the record of the concrete lifting height and the guide pipe embedding depth once by concrete of each vehicle, and keeping the depth of the guide pipe inserted into the concrete to be 2-4 m all the time in the pouring process; the horizontal arrangement between the pipes is generally 2000mm and not more than 3m, and the distance from the end part of the underground wall should not be more than 2000 mm.
To sum up, the preferred embodiment of the present invention provides a construction method of a building envelope, which is compared with the prior art:
(1) the building enclosure construction method has rigorous steps, and the guide wall is constructed strictly according to the axis through strict measurement lofting, so that the construction accuracy of the guide wall is greatly improved, reworking is avoided, and the construction efficiency is improved;
(2) the construction method of the enclosure structure adopts the steps of 1: 1, slope releasing and excavation are carried out at a gradient of 1, manual cleaning is adopted when the slope is excavated to be 20mm above the designed elevation, the proper gradient can be ensured, the subsequent hoisting of a reinforcement cage is facilitated, and the subsequent manual cleaning cannot be influenced by over steep slope;
(3) according to the construction method of the enclosure structure, before concrete is poured, the muck and the lime soil are firstly finished, the distance between the inserted vibrating rod and the template and the natural terrace is regulated, the control is strict, the efficiency of pouring the concrete is improved, and meanwhile the stability of the enclosure structure is ensured.
The above description is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and substitutions can be made without departing from the technical principle of the present invention, and these modifications and substitutions should also be regarded as the protection scope of the present invention.
Claims (10)
1. A building envelope construction method is characterized by comprising the following steps:
s1, preparation before construction; analyzing the influence of the foundation and the obstacle, and performing site detailed technology background crossing and process technology clearance;
s2, measuring and lofting; according to a plane control point provided by a design drawing, a closed plane wire is arranged at the periphery of a foundation pit; according to the closed conducting wires and the datum points on the periphery of the foundation pit, arranging measurement control points and leveling points in a construction site, putting in all main axis control points, and then guiding and measuring all axes by using a total station so that the guide wall is constructed strictly according to the axes;
s3, manufacturing a guide wall template; manufacturing a guide wall template through measuring parameters;
s4, excavating a guide wall groove section; according to an outdoor piping diagram, firstly, exploratory excavation is carried out on an original underground pipeline, and then mechanical construction is carried out; using mechanical grooving, adopting a mode of 1: 1, slope releasing and excavating at a gradient, manually cleaning when the slope is excavated to be 20mm above the designed elevation, and repairing a side slope;
s5, binding guide wall steel bars; namely, a reinforcement cage is manufactured, the longitudinal reinforcement is a single-layer reinforcement of phi 12@150, the transverse reinforcement is a single-layer reinforcement of phi 12@150, the thickness of the guide wall is 20cm, and the distance between the guide walls is 50mm more than the thickness of the underground continuous wall;
s6, pouring and maintaining guide wall concrete; before concrete pouring, cleaning slag and soil ash at the bottom of the groove; when concrete is poured, an insertion type vibrating rod is used, the vibrating rod keeps away from the reinforcing steel bars and is at least 100mm away from the formwork; the casting and tamping of the guide wall is 100mm higher than that of a natural terrace, so that the guide wall is prevented from entering the groove outdoors; covering a plastic film for curing after the guide wall is poured for 24 hours; after the guide wall is demolded, adding a transverse support every 2m to control the middle distance and deformation;
s7, conducting wall earthwork backfilling; the concrete outside the guide wall is backfilled by clay, the backfilled deficient soil of each layer is not more than 350mm in the layered backfilling thickness, and the strength of the concrete is required to reach 75% of the designed strength during backfilling; after backfilling, tamping by adopting an electric vibration impact tamper, wherein the tamping times of each layer are not less than 3 times, and the compaction coefficient is not less than 0.94; the earth backfilling adopts a method of backfilling by an excavator and manual cooperation.
2. A method of constructing a building envelope according to claim 1, wherein: the preparation before construction in step S1 further includes the assembly of a trenching machine, the setting of a slurry system, the slurry distribution, and the storage of slurry.
3. A method of constructing a building envelope according to claim 2, wherein: the slurry stirring, circulation, storage and waste slurry storage are all performed by the slurry stirring system.
4. A method of constructing a building envelope according to claim 1, wherein: in step S4, the step of excavating the guide wall groove segment includes:
s41, digging single holes at two ends of the groove section firstly, or digging a second hole after jumping a distance after digging the first hole, so that a partition wall which is not dug is left between the two single holes, thus the grab bucket can balance the force when digging the single holes, can effectively correct the deviation and ensure the perpendicularity of the formed groove;
s42, digging a single hole first and then digging a partition wall; because the length of the hole partition wall is less than the opening length of the grab bucket, the grab bucket can be sleeved on the partition wall to dig, the grab bucket can be balanced in force, the deviation can be effectively corrected, and the verticality of the formed groove can be guaranteed;
s43, digging along the groove length direction: after the single hole and the hole partition wall are dug to the designed depth, a plurality of buckets are dug in the groove length direction in a sleeved mode, when the grab bucket is used for digging the single hole and the partition wall, concave and convex surfaces formed due to different perpendicularity of the grab bucket forming grooves are repaired to be smooth, and the groove section is guaranteed to have good linearity in the transverse direction;
s44, digging and removing sediment at the bottom of the tank: when the grab bucket is sleeved and excavated along the length direction of the groove, the grab bucket is lowered to the designed depth of the groove section to excavate and remove sediments at the bottom of the groove.
5. A building envelope construction method of claim 4 wherein: reserve 100m before grooving3And (3) thick slurry, wherein the first grabbing depth of the groove is 20m, an ultrasonic detector is adopted for detecting the wall of the groove, and if slight hole collapse of the backfill layer at the upper opening is found through ultrasonic detection, the reserved thick slurry is immediately injected, so that the wall protection effect is enhanced.
6. A building envelope construction method of claim 4 wherein: and if the large-range collapse of the lower opening of the guide wall is caused by the creek soil, stopping grooving immediately, mixing cohesive soil with 20% cement for backfilling and compacting, performing careful retelling on the creek in the construction area, and performing subsequent grooving construction after reinforcing the creek soil by adopting measures such as excavation and filling, stirring pile reinforcement or drawn steel sheet pile enclosure and the like.
7. A building envelope construction method of claim 4 wherein: the method also comprises a cleaning tank, after the tank is formed and deposited for 1 hour, a grab bucket is used for grabbing the residual soil and the sediments at the bottom of the tank, and if the thickness of the sediments and the slurry near the bottom of the hole do not meet the standard requirements, the pouring guide pipe is used for carrying out positive circulation slag cleaning before the concrete is poured; after cleaning the tank, the relative density of the slurry is determined to be less than 1.20, the sand content is not more than 5%, the viscosity is not more than 30s, and the thickness of the sediment at the bottom of the tank is less than 1000 mm.
8. A method of constructing a building envelope according to claim 1, wherein: in the step S5, when the reinforcement cage is manufactured, horizontal ribs are laid firstly, then longitudinal main ribs are laid and welded firmly, then a reinforcement bracket is welded, then upper-layer longitudinal ribs and horizontal ribs are welded, and finally locking ribs, hanging ribs and positioning cushion blocks are welded; when the steel bar truss is welded, the position of a pouring guide pipe is reserved, the distance between the two guide pipes is not more than 3m, and the distance between the guide pipe and the end part of the groove section is not more than 0.5 m; in order to ensure that the steel reinforcement cage has enough rigidity in the hoisting process, 3-5 truss ribs are arranged according to the width of the groove section and the hoisting process; and the intersection point inside the steel reinforcement cage, the truss and the periphery of the steel reinforcement cage are subjected to 100% spot welding, so that the hoisting rigidity of the steel reinforcement cage is ensured.
9. A method of constructing a building envelope according to claim 8, wherein: besides longitudinal and transverse hoisting trusses and hoisting points, a herringbone truss and diagonal draw bars are additionally arranged for reinforcing the corner and special steel reinforcement cages so as to prevent the steel reinforcement cages from deforming when the steel reinforcement cages are turned over in the air.
10. A method of constructing a building envelope according to claim 1, wherein: after the reinforcement cage is sunk in place in the step S6, pouring concrete, inserting a guide pipe 300-500 mm away from the bottom of the groove, arranging a bladder in the guide pipe before pouring the concrete to play a water-resisting role, and checking the concrete which can be poured behind the concrete mixing ratio; checking the installation length of the guide pipe, making a record, filling the record of the concrete lifting height and the guide pipe embedding depth once by concrete of each vehicle, and keeping the depth of the guide pipe inserted into the concrete to be 2-4 m all the time in the pouring process; the horizontal arrangement between the pipes is generally 2000mm and not more than 3m, and the distance from the end part of the underground wall should not be more than 2000 mm.
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