CN114673193B - Construction method for temporarily changing subway air pavilion and pipeline part of cooling tower - Google Patents

Construction method for temporarily changing subway air pavilion and pipeline part of cooling tower Download PDF

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CN114673193B
CN114673193B CN202210270806.7A CN202210270806A CN114673193B CN 114673193 B CN114673193 B CN 114673193B CN 202210270806 A CN202210270806 A CN 202210270806A CN 114673193 B CN114673193 B CN 114673193B
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air duct
temporary
moment
cooling tower
reinforced concrete
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CN114673193A (en
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温喜廉
叶家成
黄林
刘三玲
胡敬杰
曾梓杰
岑积强
盛思安
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Guangzhou Pearl River Construction Development Co ltd
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Guangzhou Pearl River Construction Development Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02B—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO BUILDINGS, e.g. HOUSING, HOUSE APPLIANCES OR RELATED END-USER APPLICATIONS
    • Y02B30/00—Energy efficient heating, ventilation or air conditioning [HVAC]
    • Y02B30/70—Efficient control or regulation technologies, e.g. for control of refrigerant flow, motor or heating

Abstract

The invention relates to a construction method for a temporary subway wind booth and a cooling tower pipeline part transition and change, which comprises the steps of determining a transition and change range, a cooling tower pipeline transition and change, newly establishing a temporary pipeline corridor, newly establishing a temporary wind booth, removing an old air duct and the old wind booth, backfilling, and firstly, changing the cooling tower pipeline in the newly established project range in the old air duct into the old air duct outside the newly established project range; then, constructing a supporting wall body in the old air duct outside the new construction project, wherein the supporting wall body and the old air duct outside the new construction project form a temporary pipe gallery during construction of the project, and simultaneously, constructing a temporary air pavilion above the old air duct outside the new construction project, so that a ventilation system of the subway can perform air outlet and ventilation from the temporary air pavilion; and finally, dismantling the old air pavilion and the old air duct within the newly-built project range, measuring the strength of each stressed node of the supporting wall, and backfilling the open pit after the design strength requirement is met. The temporary wind pavilion and the cooling tower pipeline part migration and modification construction period are shortened.

Description

Construction method for temporarily changing subway air pavilion and pipeline part of cooling tower
Technical Field
The application relates to the field of subway wind kiosks and cooling towers, in particular to a construction method for transferring and changing a pipeline part of a subway temporary wind kiosks and a cooling tower.
Background
With the development of underground rail transit, new commercial complex projects next to subway stations are increasingly increased. However, since the prior urban planning is not perfect, the newly built commercial body projects beside the existing subway station often have the situation of overlapping with the overground wind pavilion, cooling tower and cooling tower pipeline of the subway station in space, so that the transition and modification of the wind pavilion, cooling tower and cooling tower pipeline of the subway with overlapping space are required to be completed before the commercial complex adjacent to the subway is built. Since most developed cities in the southeast of China are geographical environments in subtropical areas, the window period for the transition and modification of the subway wind pavilion and the cooling tower can be only arranged in 1 month to 2 months each year, and the cooling and heating ventilation functions in the subway operation period cannot be interrupted, so that the transition and modification period of the subway wind pavilion and the cooling tower is very urgent.
In practice, only a part of the air duct and the cooling tower pipeline is often located in the range of the new commercial body project and spatially coincides with the new project, while the rest part of the air duct and the cooling tower pipeline is located outside the range of the new project and spatially does not spatially coincide with the new commercial body project. In the related art, the improvement scheme of the wind pavilion and the cooling tower pipeline under the conditions is as follows: the method comprises the steps of firstly creating a temporary wind pavilion, after the temporary wind pavilion is built, transferring a cooling tower pipeline to the temporary wind pavilion, extending to the ground along the temporary wind pavilion to be connected with a cooling tower, then using the transferred cooling tower pipeline to perform cooling circulation work, using the temporary wind pavilion to perform ventilation, removing an old wind pavilion and an old air duct, and finally backfilling a foundation pit. The transition of the cooling tower pipeline in the related technology can be carried out only after the temporary wind booth is built, and the old wind booth and the old wind duct can be removed only after the transition of the cooling tower pipeline is completed, so that the construction period is urgent.
In view of the above-described related art, the inventors considered that there was a drawback in that the construction period for the temporary wind pavilion and the construction period for the diversion of the cooling tower pipeline were long and the construction period was urgent when the wind tunnel and the cooling tower pipeline portion were within the scope of the newly-built project.
Disclosure of Invention
In order to overcome the defect that construction of a temporary wind pavilion and construction period of transition and modification of a cooling tower pipeline are urgent when the wind channel and the cooling tower pipeline are partially in the newly-built project range, the application provides a construction method for transition and modification of the temporary wind pavilion of a subway and the cooling tower pipeline.
The application provides a construction method for transferring and changing a temporary subway wind pavilion and a pipeline part of a cooling tower, which adopts the following technical scheme:
a construction method for transferring and changing a temporary subway wind pavilion and a pipeline part of a cooling tower comprises the following steps:
determining a transition range: determining a wind booth and a cooling tower pipeline within the scope of the new project according to the planning of the new project, marking lines, and excavating a foundation pit to a top plate of an old air duct within the scope of the new project;
pipeline of the cooling tower is changed: transferring the cooling tower pipeline in the new project range into the old air duct outside the new project range, and extending the old air duct outside the new project range to the ground for connection with the cooling tower pipeline on the ground;
newly-built temporary pipe gallery: in the old air duct outside the new project range, a supporting wall body is built along the extending direction of the old air duct, the supporting wall body is built on one side of the old air duct close to the new project range, the supporting wall body is connected with a top plate and a bottom plate of the old air duct, a space surrounded by the old air duct outside the new project range and the supporting wall body is a temporary pipe gallery, and a cooling tower pipeline changed by migration is arranged in the temporary pipe gallery;
newly-built temporary wind pavilion: a temporary air pavilion and a fresh air channel are built above the opening of the top plate of the old air channel;
demolishing the old air duct and the old air pavilion: closing one end of the temporary pipe gallery, which is close to the new air duct, ventilating by using the new air duct and the temporary air pavilion, and then dismantling the old air pavilion and the old air duct within the range of the newly-built project;
and (3) backfilling a foundation pit: and measuring the strength of each stress node of the supporting wall body, and backfilling the foundation pit after the strength of each stress node of the supporting wall body meets the design strength requirement.
By adopting the technical scheme, the cooling tower pipeline in the newly built project range is changed into the old air duct outside the newly built project range, the transfer construction of the cooling tower pipeline can be carried out before the temporary wind pavilion and the temporary pipe gallery are opened, and the transfer construction of the cooling tower pipeline in the later stage is moved forward, so that the later-stage construction amount is reduced, the temporary wind pavilion and the temporary pipe gallery can be constructed with more margin time, and the defect of urgent construction period of the temporary wind pavilion is overcome; in addition, only the cooling tower pipeline in the newly-built project range is changed, so that the changing amount of the cooling tower pipeline is reduced, and the construction period of changing the cooling tower pipeline is saved; in addition, the construction of the temporary pipe gallery utilizes a part of old air channels outside the range of the newly-built project, so that the construction engineering quantity of the temporary pipe gallery is reduced, the construction cost and time of the temporary pipe gallery are reduced, and the construction period of the temporary pipe gallery is shortened; and finally, the temporary wind pavilion and the temporary pipe gallery are separately constructed, so that synchronous construction can be realized, and the whole construction period is shortened.
Preferably, after the foundation pit is dug, performing three-dimensional laser scanning and appearance positioning measuring points on the old air duct, reconstructing an existing subway air duct model by adopting a BIM technology based on the three-dimensional laser scanning and appearance positioning measuring point data, and performing optimization simulation of a scheme of cooling tower pipeline migration and modification through the subway air duct BIM model.
Through adopting above-mentioned technical scheme, through the scheme optimization simulation that the cooling tower pipeline moved to change is carried out to subway wind channel BIM model, can find out the problem that probably exists in the scheme in advance, solves in advance, reduces the problem quantity during the construction, accelerates the construction progress.
Preferably, a channel steel inner support is erected between the side wall of the old air duct and the supporting wall body, and the channel steel inner support is arranged at intervals of 2.0m in the horizontal direction and 1.4m in the vertical direction.
Through adopting above-mentioned technical scheme, the channel-section steel internal support provides the holding power of supporting the wall body towards outside soil, improves the atress upper limit of supporting the wall body, ensures that the intensity of each atress node of supporting the wall body satisfies the design strength requirement to the interval that supports in the channel-section steel satisfies the inspection that maintainer passed through and to the cooling tower pipeline.
Preferably, in the process of constructing the temporary air pavilion, a reinforcing steel bar sleeve is reserved at the opening of the top plate of the old air duct, so that the opening of the top plate of the old air duct is plugged when the temporary air pavilion is stopped after the integral construction of the subsequent project is finished.
Through adopting above-mentioned technical scheme, when later needs move the wind pavilion to newly-built building in, the shutoff of the opening of the roof in old wind channel can be made things convenient for to the reinforcing bar sleeve of reservation.
Preferably, if the measured strength of a certain stress node of the supporting wall body does not meet the design strength requirement, a reinforcing structure is required to be added at the stress node to improve the strength of the stress node, so that the strength of the stress node meets the design strength requirement.
By adopting the technical scheme, the strength of the stressed node is improved by adding the reinforcing structure in the later stage, so that the later-stage enclosure is convenient, and the strength of the supporting wall body can be enhanced at any time.
Preferably, the support wall body comprises a hidden beam, a hidden column and a reinforced concrete side wall, wherein the hidden beam and the hidden column are built in the reinforced concrete side wall, and the hidden beam and the hidden column are fixedly connected with the old air duct through a reinforcing steel bar implantation mode respectively.
By adopting the technical scheme, the hidden beams and the hidden columns provide supporting force for the reinforced concrete side wall and are fixedly connected with the old air duct, so that the supporting wall body and the old air duct are connected into an integrated structure, and the stress capacity of the supporting wall body can be improved by increasing the number of the hidden beams and the hidden columns.
Preferably, the design strength requirements of the supporting wall body comprise the design strength requirements of the reinforced concrete side wall and the design strength requirements of the hidden beam, and the measured strength requirements of all stress nodes of the supporting wall body meet the design strength requirements of the reinforced concrete side wall and the design strength requirements of the hidden beam.
By adopting the technical scheme, the acting force of backfill directly acts on the reinforced concrete side wall, the acting force on the reinforced concrete side wall is large, the stress of the reinforced concrete side wall is transferred to the hidden beam and the hidden column, and the stress of the hidden column is basically the same as that of the reinforced concrete side wall, so that the strength of each stress node of the measured support wall can meet the design strength requirement of the reinforced concrete side wall and the design strength requirement of the hidden beam.
Preferably, the design strength requirements of the reinforced concrete side wall include requirements on the moment internal force and the shear internal force of each stress node of the reinforced concrete side wall after moment balance, and the moment internal force and the shear internal force calculation method of each stress node on the reinforced concrete side wall after moment balance comprises the following steps:
calculating an active soil pressure standard value of each stress node of the reinforced concrete side wall;
calculating initial bending moment internal force and initial shearing force internal force of each stress node of the reinforced concrete side wall by combining the active soil pressure intensity standard value of each stress node of the reinforced concrete side wall;
calculating initial unbalanced bending moment of each stress node of the reinforced concrete side wall according to the initial bending moment internal force and the initial shearing force internal force of each stress node of the reinforced concrete side wall;
calculating unbalanced moment distribution coefficients of all stress nodes of the reinforced concrete side wall by combining the length of all spans of the reinforced concrete side wall;
carrying out unbalanced moment distribution on each stress node on the reinforced concrete side wall by combining the unbalanced moment distribution coefficient and the initial unbalanced bending moment of each stress node on the reinforced concrete side wall;
and comprehensively considering the initial moment internal force, the initial shear internal force, the initial unbalanced moment and the moment of each stress node of the reinforced concrete side wall after the unbalanced moment is distributed, and calculating the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall after the moment is balanced.
By adopting the technical scheme, the design strength of the reinforced concrete side wall is determined by comprehensively considering the calculated bending moment internal force and shearing force internal force of each stressed node on the reinforced concrete side wall after moment balance, so that the reinforced concrete side wall is ensured not to collapse by backfill soil after backfilling, and the safety of the temporary pipe gallery is ensured.
Preferably, the design strength requirement of the hidden beam comprises requirements on the moment internal force and the shear internal force of each stressed node of the hidden beam after moment balance, and the calculation method of the moment internal force of each stressed node on the hidden beam after moment balance is basically the same as that of each stressed node on the reinforced concrete side wall after moment balance, and the calculation method of the shear internal force of each stressed node on the hidden beam after moment balance is basically the same as that of each stressed node on the reinforced concrete side wall after moment balance.
By adopting the technical scheme, the calculated bending moment internal force and shearing force internal force of each stressed node on the hidden beam after moment balance are comprehensively considered, the design strength of the hidden beam is determined, the design strength of the hidden beam is ensured to meet the stress requirement after backfilling, and therefore the safety of the temporary pipe gallery is ensured.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the cooling tower pipeline in the newly-built project range is changed into the old air duct outside the newly-built project range, the changing construction of the cooling tower pipeline can be carried out before the temporary wind pavilion and the temporary pipe gallery are opened, and the changing construction of the later-stage cooling tower pipeline is moved forward, so that the later-stage construction amount is reduced, the temporary wind pavilion and the temporary pipe gallery can be constructed with more margin time, and the defect of urgent construction period of the temporary wind pavilion is overcome; in addition, only the cooling tower pipeline in the newly-built project range is changed, so that the changing amount of the cooling tower pipeline is reduced, and the construction period is saved; in addition, the construction of the temporary pipe gallery utilizes a part of old air channels outside the range of the newly-built project, so that the construction engineering quantity of the temporary pipe gallery is reduced, the construction cost and time of the temporary pipe gallery are reduced, and the construction period is shortened; finally, the temporary wind pavilion and the temporary pipe gallery are separately constructed, so that synchronous construction can be realized, and the construction period is shortened;
2. the acting force of backfill directly acts on the reinforced concrete side wall, the acting force on the reinforced concrete side wall is large, the stress of the reinforced concrete side wall is transferred to the hidden beam and the hidden column, and the stress of the hidden column is basically the same as that of the reinforced concrete side wall, so that the strength of each stress node of the measured support wall can meet the design strength requirement of the reinforced concrete side wall and the design strength requirement of the hidden beam.
Drawings
Fig. 1 is a block flow diagram of a construction method for a temporary subway wind booth and a pipeline part transition of a cooling tower according to an embodiment of the present application.
Fig. 2 is a schematic diagram of working conditions before temporary piping lane construction according to an embodiment of the present application.
FIG. 3 is a schematic diagram of the cooling tower pipeline according to the embodiment of the present application after the transition.
Fig. 4 is a cross-sectional view of A-A.
Fig. 5 is a cross-sectional view of B-B.
Fig. 6 is a cross-sectional view of C-C.
Fig. 7 is a force analysis diagram of a reinforced concrete sidewall.
Fig. 8 is a force analysis diagram of a dark beam.
Reference numerals illustrate: 1. old wind pavilion; 2. a temporary wind pavilion; 3. an old air duct; 4. a cooling tower; 5. a cooling tower line; 6. a temporary piping lane; 61. supporting a wall body; 611. a reinforced concrete sidewall; 612. a hidden beam; 613. a dark column; 62. and supporting in the channel steel.
Detailed Description
The present application is described in further detail below in conjunction with figures 1-8.
The embodiment of the application discloses a construction method for transition and modification of a temporary subway wind pavilion and a pipeline part of a cooling tower. Referring to fig. 1, 2 and 3, a construction method for transferring a temporary subway wind booth and a pipeline portion of a cooling tower includes the following steps:
determining a transition range: according to the planning of the new project, determining a wind pavilion and a cooling tower pipeline 5 within the scope of the new project, marking lines, and excavating a foundation pit to the top plate of the old air duct 3 within the scope of the new project;
cooling tower pipeline 5 is moved and changed: the cooling tower pipeline 5 in the new project range is changed into the old air duct 3 outside the new project range, extends to the ground along the old air duct 3 outside the new project range and is connected with the cooling tower pipeline 5 on the ground;
new temporary piping lane 6: in the old air duct 3 outside the new project range, a supporting wall body 61 is built along the extending direction of the old air duct 3, the supporting wall body 61 is built on one side of the old air duct 3 close to the new project range, the upper end of the supporting wall body 61 is connected with the top plate of the old air duct 3, the lower end of the supporting wall body 61 is connected with the bottom plate of the old air duct 3, the space surrounded by the old air duct 3 outside the new project range and the supporting wall body 61 is the temporary pipe gallery 6, and the cooling tower pipeline 5 after the transition is positioned in the temporary pipe gallery 6;
newly-built temporary wind pavilion 2: the method comprises the steps that a new air duct and a temporary air duct pavilion 2 are built above a top plate opening of an old air duct 3 outside a new project range, the temporary air duct pavilion 2 is located outside the new project range, the lower end of the new air duct is communicated with the top plate opening of the old air duct 3, the upper end of the new air duct extends to the ground and is communicated with the temporary air duct pavilion 2, and the temporary air duct pavilion 2 and a temporary pipe gallery 6 are built simultaneously;
demolishing the old air duct 3 and the old air booth 1: closing one end of the temporary pipe gallery 6, which is close to the new air duct, ventilating by using the new air duct and the temporary air pavilion 2, and then dismantling the old air pavilion 1 and the old air duct 3 which is in the range of a new building project;
and (3) backfilling a foundation pit: and measuring the strength of part of stress nodes of the supporting wall body 61, and backfilling the foundation pit after the measured strength of the stress nodes of the supporting wall body 61 meet the design strength requirement.
In the step 2), after a foundation pit is dug, carrying out three-dimensional laser scanning and appearance positioning measuring points on the old air duct 3, reconstructing an existing subway air duct model by adopting a BIM technology based on three-dimensional laser scanning and appearance positioning measuring point data, intuitively reflecting the trend of the air duct of the temporary air duct 2 and the trend of the temporary pipe gallery 6, carrying out scheme optimization simulation of the transition and change of the cooling tower pipeline 5 through the subway air duct BIM model, and improving the feasibility and convenience of the optimization of the transition and change scheme.
Referring to fig. 3, the construction of the temporary piping lane 6 includes the construction of the supporting wall body 61, the supporting wall body 61 is constructed along the old air duct 3 outside the new construction project, the supporting wall body 61 and the side wall, bottom and top of the old air duct 3 outside the new construction project form the service passage of the cooling tower pipeline 5, and the service passage extends upward to the ground. Referring to fig. 4, 5 and 6, the supporting wall 61 includes a hidden beam 612, a hidden column 613 and a reinforced concrete side wall 611, the reinforced concrete side wall 611 is built in the old air duct 3 outside the scope of the new construction project and extends to the ground along the old air duct 3, the hidden column 613 is vertically arranged, the hidden beam 612 is horizontally arranged, and the hidden beam 612 and the hidden column 613 are built in the reinforced concrete side wall 611 and fixedly connected with the old air duct 3 by means of embedding reinforcing steel bars. Referring to fig. 5 and 6, an inner channel steel support 62 is arranged between the support wall 61 and the side wall of the old air duct 3, two ends of the inner channel steel support 62 are respectively and fixedly connected with the support wall 61 and the side wall of the old air duct 3, the inner channel steel support 62 provides support force towards outside soil for the support wall 61, and the upper stress limit of the support wall 61 is improved. The channel steel inner supports 62 are arranged at intervals of 2.0m in the horizontal direction and 1.4m in the vertical direction. In the construction of the temporary pipe gallery 6, the vertical and horizontal transportation of concrete in the field is completed by adopting a suspension arm pump truck, so that the concrete is transported to a pouring surface, the mold-entering temperature of the concrete mixture is not lower than 5 ℃ and not higher than 35 ℃, and the sand-lime brick wall is formed by adopting MU 10-level sand-lime bricks and M7.5-level mortar.
In order to ensure the rapid connection of the cooling tower pipeline 5 after the transition and the change during the subway shutdown, the cooling tower pipeline 5 after the transition and the change is connected in a groove pipe orifice connection mode, namely, groove interfaces are reserved at the two end heads of the cooling tower pipeline 5 after the transition and the change before the connection respectively and are respectively used for connecting the cooling tower pipeline 5 on the ground and the cooling tower pipeline 5 which is underground outside the newly-built project range, the cooling tower pipeline 5 on the ground is connected with the cooling tower 4, and the cooling tower pipeline 5 under the ground is connected to a subway platform. Before the cooling tower pipeline 5 is changed, the cooling tower pipeline 5 which needs to be changed is accurately lofted and cut off based on the data positioning information of the subway air channel model, so that the pre-assembled cooling tower pipeline 5 does not need to be adjusted again, and the rapid connection of the cooling tower pipeline 5 after the change is realized.
In the process of constructing the temporary air pavilion 2, a reinforcing steel bar sleeve is reserved at the opening of the top plate of the old air duct 3, and the reserved reinforcing steel bar sleeve is convenient for plugging the opening of the top plate of the old air duct 3 when the temporary air pavilion 2 is deactivated after the integral construction of subsequent projects is finished.
Before the above-ground part of the old wind pavilion 1 is dismantled, the old wind pavilion 1 outside the newly-built project range and the cooling tower pipeline 5 on the ground are protected by adopting a mode of erecting a steel pipe rack, a grid net and a plywood. When the overground part of the old wind pavilion 1 is dismantled, a police ring wire is required to be pulled, surrounding protection is made around the dismantling operation, the dismantling operation cannot exceed the range, damage to surrounding buildings, flowers, plants, trees, the ground and the like is avoided, the influence on the working environment is reduced, and a full-time safety officer is provided to guide the dismantling operation, so that the same space working surface is forbidden to be constructed up and down simultaneously. The scaffold is built before the overground part of the old wind pavilion 1 is dismantled, the inner scaffold and the outer scaffold of the old wind pavilion 1 are double-row scaffolds, the scaffold is built according to the requirements of the technical Specification for safety of fastener type steel pipe scaffold for building construction (JGJ 130-2011), and a spray pipe network system is arranged on the outer scaffold, or a plurality of operators are arranged to spray water and reduce dust when dismantling. The ground part of the old wind pavilion 1 is dismantled, the whole dismantling operation surface is symmetrically constructed from top to bottom, the dismantling height difference is not larger than 1.5m, the non-bearing part is dismantled firstly, the bearing part is dismantled afterwards, the inner wall is dismantled firstly, then the outer wall is dismantled, and the cross dismantling or the simultaneous dismantling of a plurality of layers is forbidden. The old wind pavilion 1 is dismantled in the following sequence: removing the shutter of the old air pavilion 1, removing the top plate of the old air pavilion 1, crushing concrete by using an artificial air pick, cutting steel bars by using an angle grinder, removing the bricked part of the side wall at the upper part of the old air pavilion 1, namely, separating the bricked part of the side wall at the upper part of the old air pavilion 1 by using a ring beam of a brick-concrete structure, firstly, beating the bricked part by using an iron hammer for each section, removing the brickwork structure, then removing constructional columns and ring beams of the side wall at the upper part of the old air pavilion 1, removing the constructional columns and ring beam parts by using an air pick, cutting the steel bars by using the angle grinder after crushing concrete by using the air pick, and finally removing the reinforced concrete structure below the terrace by using a hook machine and the air pick.
If the measured strength of a certain stress node of the supporting wall 61 does not meet the design strength requirement, a reinforcing structure needs to be added at and around the stress node to improve the strength of the stress node, so that the strength of the stress node meets the design strength requirement. The reinforcing structure comprises a channel steel inner support 62, a cross beam, an upright post, a diagonal brace and the like, the strength of the stressed node at the position is improved through the reinforcing structure, and the safety of the temporary pipe gallery 6 is ensured. Meanwhile, the stress nodes around the stress node with insufficient strength are required to be measured, the intensity of the strength measurement of the supporting wall body 61 around the stress node with insufficient strength is improved, and the stress node with insufficient sheet strength is effectively found in time so as to take measures in time to strengthen the strength of the sheet supporting wall body 61.
The design strength of the strength of each stress node of the supporting wall body 61 is twice the calculated strength of each stress node of the supporting wall body 61, so that the measured strength of each stress node of the supporting wall body 61 is not less than twice the calculated strength of each stress node of the supporting wall body 61, namely, the design strength requirement is met. The design strength requirements of the support wall 61 include the design strength requirements of the reinforced concrete side walls 611 and the design strength requirements of the hidden beams 612, and the measured strength requirements of each stressed node of the support wall 61 meet the design strength requirements of the reinforced concrete side walls 611 and the design strength requirements of the hidden beams 612.
The design strength requirements of the reinforced concrete side wall 611 include requirements on the moment internal force and the shear internal force of each stress node of the reinforced concrete side wall 611 after moment balancing, and the moment internal force and the shear internal force calculation of each stress node on the reinforced concrete side wall 611 after moment balancing comprises the following steps:
s1, calculating an active soil pressure intensity standard value of each stress node on the reinforced concrete side wall 611;
s2, calculating initial bending moment internal force and initial shearing force internal force of each stress node on the reinforced concrete side wall 611 by combining the active soil pressure intensity standard value of each stress node on the reinforced concrete side wall 611;
s3, calculating initial unbalanced bending moment of each stress node on the reinforced concrete side wall 611 according to the initial bending moment internal force and the initial shear force internal force of each stress node on the reinforced concrete side wall 611;
s4, calculating unbalanced moment distribution coefficients of all stress nodes on the reinforced concrete side wall 611 by combining the lengths of all spans of the reinforced concrete side wall 611;
s5, carrying out unbalanced moment distribution on each stress node on the reinforced concrete side wall 611 by combining the unbalanced moment distribution coefficient and the initial unbalanced bending moment of each stress node on the reinforced concrete side wall 611;
s6, comprehensively considering the initial moment internal force, the initial shear internal force, the initial unbalanced moment and the moment of each stress node on the reinforced concrete side wall 611 after the unbalanced moment is distributed, and calculating the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall 611 after the moment is balanced.
Referring to fig. 7, the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall 611 after moment balance are calculated, and the specific calculation process is as follows:
in step S1, the external force applied to the reinforced concrete side wall 611 is mainly the active soil pressure of the backfill soil, and the calculation formula of the active soil pressure standard value of each stress node at the outer side of the reinforced concrete side wall 611 is:
Figure GDA0004228748960000081
Figure GDA0004228748960000082
wherein:
P ak -the active soil pressure intensity standard value of the calculated point in the ith layer of soil outside the reinforced concrete side wall 611; when P ak When the value is less than 0, P should be taken ak ＝0；
K a，i -the active soil pressure coefficient of the i-th layer of soil;
c i the adhesive force of the i-th layer soil;
Figure GDA0004228748960000083
-internal friction angle;
σ ak -the standard values of the vertical stress in the soil of the calculation points outside the reinforced concrete side wall 611 respectively;
the standard value of the vertical stress in the soil at the calculating point outside the reinforced concrete side wall 611 is calculated according to the following formula:
Figure GDA0004228748960000084
wherein:
σ ac -calculating points outside the reinforced concrete side walls 611, the vertical total stress generated by the dead weight of the soil;
Δσ k，j -calculating the standard value of the soil-attached vertical stress of the point under the action of the j-th attached load outside the reinforced concrete side wall 611.
In step S2, the calculation formulas of the initial moment internal force and the initial shear internal force of each stress node on the reinforced concrete side wall 611 are as follows:
for the top side span L 1 ：
Figure GDA0004228748960000091
Figure GDA0004228748960000092
Figure GDA0004228748960000093
-about x L1 Top side span L of (2) 1 Initial moment internal force, and the outside of the supporting structure is pressed, the inside is pulled to be positive, the unit [ (kN) m)/m]。
Figure GDA0004228748960000094
-about x L1 Top side span L of (2) 1 Initial shear internal force and clockwise rotation of the strut rod ends to positive in units (kN/m).
x L1 -taking the support A as the initial support and the support B as the final support, representing the top side span L 1 Calculated point position, unit (m).
L 1 -reinforced concrete side wall 611 top side span L 1 Units (m).
P ak,A Active soil pressure standard value at support A, unit (kN/m 2 )。
P ak,△(A,B) The difference between the standard value of the active soil pressure intensity at the support B and the standard value of the active soil pressure intensity at the support A, namely P ak,△(A,B) ＝P ak,B -P ak,A Units (kN/m) 2 )。
For mid-span L i :[1<i<n]
Figure GDA0004228748960000095
Figure GDA0004228748960000096
Figure GDA0004228748960000097
-about x Li Intermediate span L of (2) i Initial moment internal force, and the outside of the supporting structure is pressed, the inside is pulled to be positive, the unit [ (kN) m)/m]。
Figure GDA0004228748960000098
-about x Li Intermediate span L of (2) i Initial shear internal force and clockwise rotation of the strut rod ends to positive in units (kN/m).
x Li -taking the support I as an initial support and the support I+1 as an end support, representing the intermediate span L i Calculated point position, unit (m).
L i -reinforced concrete side wall 611 middle span L i Units (m).
P ak,I Active soil pressure standard value at support I, unit (kN/m 2 )。
P ak,△(I,I+1) The difference between the standard value of the active soil pressure intensity at the position of the support I+1 and the standard value of the active soil pressure intensity at the position of the support I, namely P ak,△(I,I+1) ＝P ak,I+1 -P ak,I Units (kN/m) 2 )。
For bottom side span L n ：
Figure GDA0004228748960000101
Figure GDA0004228748960000102
Figure GDA0004228748960000103
-about x Ln Bottom side span L of (2) n Initial bending moment internal force, and the outside of the supporting structure is pressed, and the inside is pulled to be positive, the unit [ (kN x m)/m]。
Figure GDA0004228748960000104
-about x Ln Bottom side span L of (2) n Initial shear internal force and clockwise rotation of the strut rod ends to positive in units (kN/m).
Figure GDA0004228748960000105
-taking the support N as an initial support and the support N+1 as an end support, representing the bottom side span L n Calculated point position, unit (m).
L n -the bottom side span L of the reinforced concrete side wall 611 n Units (m).
P ak,N Active soil pressure standard value at support N, unit (kN/m) 2 )。
P ak,△(N,N+1) The difference between the standard value of the active soil pressure intensity at the support N and the standard value of the active soil pressure intensity at the support N+1, namely P ak,△(N,N+1) ＝P ak,N+1 -P ak,N Units (kN/m) 2 )。
In step S3, the calculation formula of the initial unbalanced bending moment of each stress node on the reinforced concrete side wall 611 is as follows:
initial unbalanced bending moment of support B:
Figure GDA0004228748960000106
Figure GDA0004228748960000107
Figure GDA0004228748960000108
M B ' initial unbalanced bending moment at support B, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m). ] is +.m]。
Figure GDA0004228748960000109
-side span L at support B 1 Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
Figure GDA00042287489600001010
-intermediate span L at support B 2 Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
Initial unbalanced bending moment of mid-span support I [ B < I < N ]:
Figure GDA00042287489600001011
Figure GDA00042287489600001012
Figure GDA0004228748960000111
M I ' initial unbalanced bending moment at support I, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN x m)/m ]]。
Figure GDA0004228748960000112
-intermediate span L at support I (i-1) Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
Figure GDA0004228748960000113
-intermediate span L at support I i Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
Initial unbalanced bending moment of support N:
Figure GDA0004228748960000114
Figure GDA0004228748960000115
Figure GDA0004228748960000116
M N ' initial unbalanced bending moment at support N, the clockwise rotation direction of rod end is positive, unit [ (kN x m)/m ]]。
Figure GDA0004228748960000117
-middle span L at support N (n-1) Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
Figure GDA0004228748960000118
-side span L at N of support n Initial bending moment in the direction, the clockwise rotation direction of the rod end is positive, and the unit [ (kN x m)/m]。
In step S4, the calculation formula of the unbalanced moment distribution coefficient of the stress node on the reinforced concrete side wall 611 is as follows:
Figure GDA0004228748960000119
Figure GDA00042287489600001110
Figure GDA00042287489600001111
Figure GDA00042287489600001112
unbalanced bending moment at the support B is respectively directed to L 1 Cross sum L 2 The coefficients that are reassigned are spanned.
Figure GDA00042287489600001113
Unbalanced bending moment at the support i is respectively directed to L i-1 Cross sum L i The coefficients that are reassigned are spanned.
[B<I<N]
Figure GDA00042287489600001114
The unbalanced bending moment at the support N is respectively directed to L n-1 Cross sum L n The coefficients that are reassigned are spanned.
In step S5, the calculation formula of the unbalanced moment distribution of each stress node on the reinforced concrete side wall 611 is as follows:
unbalanced moment distribution of support B:
Figure GDA00042287489600001115
Figure GDA0004228748960000121
Figure GDA0004228748960000122
Figure GDA0004228748960000123
-initial unbalanced bending moment M B ' distribution to intermediate span L at support B 1 Moment in direction to make the rod end alongThe direction of rotation of the clockwise direction is positive, the unit [ (kN.times.m)/m]。
Figure GDA0004228748960000124
-initial unbalanced bending moment M B '、M C ' distribution to intermediate span L at support B 2 Moment in direction, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN.m)/m ]]。
M B The unbalance moment obtained after the first unbalance moment distribution at the support B ensures that the clockwise rotation direction of the rod end is positive in the unit [ (kN.times.m)/m]。
Unbalanced moment distribution of mid-span support I [ B < I < N ]:
Figure GDA0004228748960000125
Figure GDA0004228748960000126
Figure GDA0004228748960000127
Figure GDA0004228748960000128
-initial unbalanced bending moment M I '、M (I-1) ' distribution to intermediate span L at support I (i-1) Moment in direction, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN.m)/m ]]。
Figure GDA0004228748960000129
-initial unbalanced bending moment M I '、M (I+1) ' distribution to intermediate span L at support I i Moment in direction, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN.m)/m ]]。
M I The unbalance moment obtained after the first unbalance moment distribution at the midspan support I ensures that the clockwise rotation direction of the rod end is positive in units [ (kN x m)/m ]]。
Unbalanced moment distribution of the support N:
Figure GDA00042287489600001210
Figure GDA00042287489600001211
Figure GDA00042287489600001212
Figure GDA00042287489600001213
-initial unbalanced bending moment M N '、M (N-1) ' distribution to the mid-span L at the support N (n-1) Moment in direction, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN.m)/m ]]。
Figure GDA00042287489600001214
-initial unbalanced bending moment M N ' distribution to the edge span L at the support N n Moment in direction, the clockwise rotation direction of the rod end is positive, and the unit is [ (kN.m)/m ]]。
M N The unbalance moment obtained after the first unbalance moment distribution at the support N ensures that the clockwise rotation direction of the rod end is positive in the unit [ (kN x m)/m ]]。
When { M B ”、…、M I ”、…、M N When "} is less than or equal to 0.1kn x m, it can be regarded as:
Figure GDA0004228748960000131
……
Figure GDA0004228748960000132
……
Figure GDA0004228748960000133
Figure GDA0004228748960000134
-L at the B-position of the support 1 Cross sum L 2 The direction of the clockwise rotation of the rod end is positive by the bending moment internal force after the cross direction is adjusted, and the unit [ (kN) m)/m]。
Figure GDA0004228748960000135
-L at the I-position of the mid-span support (i-1) Cross sum L i The direction of the clockwise rotation of the rod end is positive by the bending moment internal force after the cross direction is adjusted, and the unit [ (kN) m)/m]。
Figure GDA0004228748960000136
-L at N of the support (n-1) Cross sum L n The direction of clockwise rotation of the rod end is positive by [ (kN) m/m]。
When { M B ”、…、M I ”、…、M N ”}>At 0.1 kN.times.m, { M was measured as described above B ”、…、M I ”、…、M N "} performing next unbalanced moment distribution until { M } B ' … '、…、M I ' … '、…、M N ' … ' 0.1 kN.ltoreq.m, and has:
Figure GDA0004228748960000137
……
Figure GDA0004228748960000138
……
Figure GDA0004228748960000139
in step S6, the calculation formulas of the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall 611 after the moment balancing are as follows:
for the top side span L 1 ：
Figure GDA00042287489600001310
Figure GDA00042287489600001311
Figure GDA00042287489600001312
Figure GDA00042287489600001313
-x after moment balance L1 L of (2) 1 The inner force of the cross bending moment presses the outer side of the supporting structure and the inner side of the supporting structure is pulled to be positive, and the unit [ (kN) m)/m]。
Figure GDA00042287489600001314
-x after moment balance L1 L of (2) 1 The internal force is crossed, and the rod end of the supporting structure is clockwise rotated to be positive in units of kN/m.
Figure GDA0004228748960000141
-L at support B 1 The sum of unbalanced bending moment adjustment values in the cross direction ensures that the clockwise rotating direction of the rod end is positive in the unit [ (kN) m)/m]。/>
For mid-span L i ：[1<i<n]
Figure GDA0004228748960000142
Figure GDA0004228748960000143
Figure GDA0004228748960000144
Figure GDA0004228748960000145
-x after moment balance Li Intermediate span L of (2) i The inner force of bending moment presses the outer side of the supporting structure and the inner side of the supporting structure is pulled to be positive, and the unit [ (kN x m)/m]。
Figure GDA0004228748960000146
-x after moment balance Li Intermediate span L of (2) i Shear internal force and rotate the rod end of the support structure clockwise to be positive in units of kN/m.
Figure GDA0004228748960000147
L at the I position of the mid-span support i The sum of unbalanced bending moment adjustment values in the cross direction ensures that the clockwise rotating direction of the rod end is positive in the unit [ (kN) m)/m]。
Figure GDA0004228748960000148
-spanL at middle support (I+1) i The sum of unbalanced bending moment adjustment values in the cross direction ensures that the clockwise rotating direction of the rod end is positive in the unit [ (kN) m)/m]。
For bottom side span L n ：
Figure GDA0004228748960000149
Figure GDA00042287489600001410
Figure GDA00042287489600001411
Figure GDA00042287489600001412
-x after moment balance Ln L of (2) n The inner force of the cross bending moment presses the outer side of the supporting structure and the inner side of the supporting structure is pulled to be positive, and the unit [ (kN) m)/m]。
Figure GDA00042287489600001413
-x after moment balance Ln L of (2) n The internal force is crossed, and the rod end of the supporting structure is clockwise rotated to be positive in units of kN/m.
Figure GDA00042287489600001414
-L at N of the support n The sum of unbalanced bending moment adjustment values in the cross direction ensures that the clockwise rotating direction of the rod end is positive in the unit [ (kN) m)/m]。
The design strength requirements of the dark beam 612 include requirements for moment internal forces and shear internal forces of each stressed node of the dark beam 612 after moment balancing. The method for calculating the moment internal force of each stress node on the hidden beam 612 after moment balancing is basically similar to the method for calculating the moment internal force of each stress node on the reinforced concrete side wall 611 after moment balancing, and the method for calculating the shear internal force of each stress node on the hidden beam 612 after moment balancing is basically similar to the method for calculating the shear internal force of each stress node on the reinforced concrete side wall 611 after moment balancing.
The method for calculating the moment internal force and the shear internal force of each stressed node on the hidden beam 612 after moment balance comprises the following steps:
1) Calculating the counterforce of the hidden beam 612 at each stress node;
2) Calculating initial moment internal force and initial shear internal force of each stressed node on the hidden beam 612 by combining the counter force of the hidden beam 612;
3) Calculating an initial unbalanced bending moment of each stress node on the hidden beam 612 according to the initial bending moment internal force and the initial shear internal force of each stress node on the hidden beam 612;
4) Calculating an unbalanced moment distribution coefficient of each stress node on the hidden beam 612 by combining the length of each span of the hidden beam 612;
5) Unbalanced moment distribution is carried out on each stress node on the hidden beam 612 by combining the unbalanced moment distribution coefficient and the initial unbalanced bending moment of each stress node on the hidden beam 612;
6) And comprehensively considering the initial moment internal force, the initial shear internal force, the initial unbalanced moment and the moment of each stress node on the hidden beam 612 after the unbalanced moment is distributed on each stress node on the hidden beam 612, and calculating the moment internal force and the shear internal force of each stress node on the hidden beam 612 after the moment is balanced.
The calculation method of the initial unbalanced bending moment and the unbalanced moment distribution coefficient of each stress node on the hidden beam 612 in step 3) and step 4) is basically consistent with the calculation method of the initial unbalanced bending moment and the unbalanced moment distribution coefficient of each stress node on the reinforced concrete side wall 611, and the calculation of the unbalanced moment distribution of each stress node on the hidden beam 612 in step 5) is basically consistent with the calculation of the unbalanced moment distribution of each stress node on the reinforced concrete side wall 611, so that the description is not repeated.
Referring to fig. 8, the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall 611 after moment balance are calculated, and the specific calculation process is as follows:
in step 1), the specific formula for calculating the reaction force of each hidden beam 612 in the supporting wall 6 is:
Figure GDA0004228748960000151
Figure GDA0004228748960000152
Figure GDA0004228748960000153
R A the counterforce of the hidden beam 612 at the support A on the supporting wall 6 is positive in units of kN/m pointing to the outer side of the supporting wall 6.
R I The counter force of the hidden beam 612 at the I support on the supporting wall 6 is positive in units of kN/m pointing to the outer side of the supporting wall 6.
R (N+1) The counter force of the hidden beams 612 at the n+1 support on the supporting wall 6 is positive in units of kN/m pointing to the outer side of the supporting wall 6.
Taking the hidden beam B as an example, the moment internal force and the shear internal force of each stress node on the hidden beam 612 after moment balance are calculated by the following calculation method:
in step 2), the specific formulas for calculating the initial bending moment and the shear internal force of each stress node of the hidden beam 612B are as follows:
Figure GDA0004228748960000161
Figure GDA0004228748960000162
Figure GDA0004228748960000163
Figure GDA0004228748960000164
Figure GDA0004228748960000165
/>
Figure GDA0004228748960000166
Figure GDA0004228748960000167
-about->
Figure GDA0004228748960000168
Is L B1 Initial moment internal force and clockwise rotation of the blind beam 612 rod end to positive in units of [ kN.times.m]。
Figure GDA0004228748960000169
-about->
Figure GDA00042287489600001610
Is L B1 Initial shear internal force and clockwise rotation of the blind beam 612 rod end to positive in [ kN ]]。
Figure GDA00042287489600001611
-about->
Figure GDA00042287489600001612
Intermediate span L of (2) Bi Initial moment internal force and clockwise rotation of the blind beam 612 rod end to positive in units of [ kN.times.m]。
Figure GDA00042287489600001613
-about->
Figure GDA00042287489600001614
Intermediate span L of (2) Bi Initial shear internal force and clockwise rotation of the blind beam 612 rod end to positive in [ kN ]]。
Figure GDA00042287489600001615
-about->
Figure GDA00042287489600001616
Intermediate span L of (2) Bn Initial moment internal force and clockwise rotation of the blind beam 612 rod end to positive in units of [ kN.times.m]。
Figure GDA00042287489600001617
-about x LBn Intermediate span L of (2) Bn Initial shear internal force and clockwise rotation of the blind beam 612 rod end to positive in [ kN ]]。
In step 6), the specific formulas for calculating the moment internal force and the shear internal force of each stress node on the hidden beam 612 after moment balance are as follows:
Figure GDA00042287489600001618
Figure GDA00042287489600001619
Figure GDA00042287489600001620
Figure GDA0004228748960000171
Figure GDA0004228748960000172
Figure GDA0004228748960000173
Figure GDA0004228748960000174
Figure GDA0004228748960000175
-about ++after moment balance>
Figure GDA0004228748960000176
Is L B1 The force in the bending moment and the clockwise rotation of the rod end of the hidden beam 612 is positive, the unit is [ kN ] m]。
Figure GDA0004228748960000177
-about ++after moment balance>
Figure GDA0004228748960000178
Is L B1 Shear internal force and rotate the blind beam 612 rod end clockwise to positive in [ kN ]]。
Figure GDA0004228748960000179
-about ++after moment balance>
Figure GDA00042287489600001710
Intermediate span L of (2) Bi The force in the bending moment and the clockwise rotation of the rod end of the hidden beam 612 is positive, the unit is [ kN ] m]。/>
Figure GDA00042287489600001711
-about ++after moment balance>
Figure GDA00042287489600001712
Intermediate span L of (2) Bi Shear internal force and rotate the blind beam 612 rod end clockwise to positive in [ kN ]]。
Figure GDA00042287489600001713
-about ++after moment balance>
Figure GDA00042287489600001714
Intermediate span L of (2) Bn The force in the bending moment and the clockwise rotation of the rod end of the hidden beam 612 is positive, the unit is [ kN ] m]。
Figure GDA00042287489600001715
-about ++after moment balance>
Figure GDA00042287489600001716
Intermediate span L of (2) Bn Shear internal force and rotate the blind beam 612 rod end clockwise to positive in [ kN ]]。
The channel-section steel internal support is used for strengthening the transverse stress capacity of the supporting wall body 6, the channel-section steel internal support is equal to the counterforce of the supporting wall body 6 in size with the channel-section steel internal support, and the calculation formula of the counterforce of the channel-section steel internal support is:
Figure GDA00042287489600001717
Figure GDA00042287489600001718
Figure GDA00042287489600001719
R BA counter-force of the support in the channel of the BA-beam support on the hidden beam 612 to point to the supporting wall6 outside is positive, unit [ kN ]]。
R BI Counter force supported in BI support channel steel on hidden beam 612 to point to the outer side of supporting wall 6 to be positive in units of [ kN ]]。
R B(N+1) The counterforce of the B (N+1) support channel steel on the hidden beam 612 is positive in the direction of the outer side of the supporting wall 6, and the unit is kN]。
The implementation principle of the construction method for the transition and modification of the pipeline part of the subway temporary wind pavilion and the cooling tower is as follows: according to the temporary wind pavilion 2 construction method, the original cooling tower pipeline 5 which should wait for the temporary wind pavilion 2 to be built is changed into the old air duct 3 which is outside the new project range, and the cooling tower pipeline 5 is changed before the temporary wind pavilion 2 is constructed, so that the urgency of the subsequent temporary wind pavilion 2 construction is reduced, and the construction time of the temporary wind pavilion 2 is more abundant; after the cooling tower pipeline 5 is changed to the old air duct 3 outside the new project range, a supporting wall body 61 is built in the old air duct 3 outside the new project range, a temporary pipe gallery 6 is built by using a part of the old air duct 3 outside the new project range, and the supporting wall body 61 of the built temporary pipe gallery 6 is fully calculated and verified, so that the supporting of the supporting wall body 61 is ensured to be firm and stable, and the safety of the built temporary pipe gallery 6 is ensured. By utilizing the old air duct 3 outside the range of the partially newly-built project, the construction engineering quantity of the temporary pipe gallery 6 is reduced, so that the construction cost and time of the temporary pipe gallery 6 are reduced, and the construction period of the temporary pipe gallery 6 is shortened.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.

Claims (9)

1. A construction method for transferring and changing a temporary subway wind pavilion and a pipeline part of a cooling tower is characterized by comprising the following steps: the method comprises the following steps:
determining a transition range: according to the planning of the new project, determining an old air duct (3) and a cooling tower pipeline (5) within the scope of the new project, marking lines, and excavating a foundation pit to the top plate of the old air duct (3) within the scope of the new project;
and (3) transferring and changing a cooling tower pipeline (5): transferring the cooling tower pipeline (5) in the new project range into the old air duct (3) outside the new project range, and extending the old air duct (3) outside the new project range to the ground for connection with the cooling tower pipeline (5) on the ground;
newly-built temporary piping lane (6): in an old air duct (3) outside the new project range, a supporting wall body (61) is built along the extending direction of the old air duct (3), the supporting wall body (61) is built on one side of the old air duct (3) close to the new project, the supporting wall body (61) is respectively connected with a top plate and a bottom plate of the old air duct (3), and a space surrounded by the old air duct (3) outside the new project range and the supporting wall body (61) is a temporary pipe gallery (6), and a cooling tower pipeline (5) after being changed is positioned in the temporary pipe gallery (6);
newly-built interim wind pavilion (2): the method comprises the steps that a top plate of an old air duct (3) outside the range of a new project is opened, and then a new air duct and a temporary air pavilion (2) are built above the opening of the top plate of the old air duct (3);
dismantling the old air duct (3) and the old air pavilion (1): closing one end of the temporary pipe gallery (6) close to the new air duct, ventilating by using the new air duct and the temporary air gallery (2), and then dismantling the old air gallery (1) and the old air duct (3) in the new project range;
and (3) backfilling a foundation pit: and measuring the strength of each stress node of the supporting wall body (61), and backfilling the foundation pit after the strength of each stress node of the supporting wall body (61) meets the design strength requirement.
2. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 1, which is characterized in that: after the foundation pit is dug, performing three-dimensional laser scanning and appearance positioning measuring points on the old air duct (3), reconstructing an existing subway air duct model by adopting a BIM technology based on three-dimensional laser scanning and appearance positioning measuring point data, and performing scheme optimization simulation of the transition change of the cooling tower pipeline (5) through the subway air duct BIM model.
3. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 1, which is characterized in that: and a channel steel inner support (62) is arranged between the side wall of the old air duct (3) and the supporting wall body (61), and the channel steel inner support (62) is arranged at intervals of 2.0m in the horizontal direction and 1.4m in the vertical direction.
4. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 1, which is characterized in that: in the process of building the temporary air pavilion (2), a reinforcing steel bar sleeve is reserved at the opening of the top plate of the old air duct (3), so that the opening of the top plate of the old air duct (3) is plugged when the temporary air pavilion (2) is stopped after the integral construction of subsequent projects is finished.
5. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 1, which is characterized in that: if the measured strength of a certain stress node of the supporting wall body (61) does not meet the design strength requirement, a reinforcing structure is added at the stress node to improve the strength of the stress node, so that the strength of the stress node meets the design strength requirement.
6. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 1, which is characterized in that: the support wall body (61) comprises a hidden beam (612), hidden columns (613) and reinforced concrete side walls (611), wherein the hidden beam (612) and the hidden columns (613) are built in the reinforced concrete side walls (611), and the hidden beam (612) and the hidden columns (613) are fixedly connected with the old air duct (3) through reinforcement implantation respectively.
7. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 6, which is characterized in that: the design strength requirements of the support wall body (61) comprise the design strength requirements of the reinforced concrete side wall (611) and the design strength requirements of the hidden beam (612), and the measured strength requirements of all stress nodes of the support wall body (61) meet the design strength requirements of the reinforced concrete side wall (611) and the hidden beam (612).
8. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 7, which is characterized in that: the design strength requirements of the reinforced concrete side wall (611) comprise requirements on the moment internal force and the shear internal force of each stress node of the reinforced concrete side wall (611) after moment balance, and the moment internal force and the shear internal force calculation method of each stress node on the reinforced concrete side wall (611) after moment balance comprises the following steps:
calculating the standard value of the active soil pressure intensity of each stress node of the reinforced concrete side wall (611);
calculating initial bending moment internal force and initial shearing force internal force of each stress node of the reinforced concrete side wall (611) by combining the active soil pressure intensity standard value of each stress node of the reinforced concrete side wall (611);
calculating an initial unbalanced bending moment of each stress node of the reinforced concrete side wall (611) according to the initial bending moment internal force and the initial shearing force internal force of each stress node of the reinforced concrete side wall (611);
calculating an imbalance moment distribution coefficient of each stress node of the reinforced concrete side wall (611) in combination with the length of each span of the reinforced concrete side wall (611);
carrying out unbalanced moment distribution on each stress node on the reinforced concrete side wall (611) by combining the unbalanced moment distribution coefficient and the initial unbalanced bending moment of each stress node on the reinforced concrete side wall (611);
and (3) comprehensively considering the initial moment internal force, the initial shear internal force, the initial unbalanced moment and the moment of each stress node of the reinforced concrete side wall (611) after the unbalanced moment is distributed, and calculating the moment internal force and the shear internal force of each stress node on the reinforced concrete side wall (611) after the moment is balanced.
9. The construction method for the transition of the temporary subway wind pavilion and the pipeline part of the cooling tower according to claim 8, which is characterized in that: the design strength requirements of the hidden beam (612) comprise requirements on the moment internal force and the shearing force of each stress node of the hidden beam (612) after moment balance, and the calculation method of the moment internal force of each stress node on the hidden beam (612) after moment balance is basically the same as that of each stress node on the reinforced concrete side wall (611) after moment balance, and the calculation method of the shearing force internal force of each stress node on the hidden beam (612) after moment balance is basically the same as that of each stress node on the reinforced concrete side wall (611) after moment balance.
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