CN114482545B - Outer tank pouring method of full-capacity tank - Google Patents
Outer tank pouring method of full-capacity tank Download PDFInfo
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- CN114482545B CN114482545B CN202011173802.4A CN202011173802A CN114482545B CN 114482545 B CN114482545 B CN 114482545B CN 202011173802 A CN202011173802 A CN 202011173802A CN 114482545 B CN114482545 B CN 114482545B
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- 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
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H7/00—Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
- E04H7/02—Containers for fluids or gases; Supports therefor
- E04H7/18—Containers for fluids or gases; Supports therefor mainly of concrete, e.g. reinforced concrete, or other stone-like material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H7/00—Construction or assembling of bulk storage containers employing civil engineering techniques in situ or off the site
- E04H7/02—Containers for fluids or gases; Supports therefor
- E04H7/18—Containers for fluids or gases; Supports therefor mainly of concrete, e.g. reinforced concrete, or other stone-like material
- E04H7/20—Prestressed constructions
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- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Filling Or Discharging Of Gas Storage Vessels (AREA)
Abstract
The disclosure relates to an outer tank pouring method of a full-capacity tank, and belongs to the field of construction. Comprises binding bearing platform reinforcing steel bars; binding a circle of vertical steel bars extending along the vertical direction on the steel bars of the bearing platform; pouring a bearing platform based on a region surrounded by the vertical steel bars, and enabling one part of the vertical steel bars to be positioned in the bearing platform and the other part to be exposed out of the surface of the bearing platform; binding an annular reinforcing steel bar structure on the part of the vertical reinforcing steel bar, which is exposed out of the bearing platform, and pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the supporting tank wall covers the vertical reinforcing steel bar, one part of the annular reinforcing steel bar structure is positioned in the supporting tank wall in the vertical direction, and the other part of the annular reinforcing steel bar structure is exposed out of the upper surface of the supporting tank wall; pouring concrete on the supporting tank wall to cover the annular steel bar structure to form an annular top ring beam, and forming an outer tank wall by the supporting tank wall and the top ring beam; and pouring a dome on the top ring beam to obtain the outer tank of the full-capacity tank.
Description
Technical Field
The disclosure relates to the field of construction, in particular to an outer tank pouring method of a full-capacity tank.
Background
At present, low-temperature mediums requiring low-temperature preservation, such as liquefied natural gas (English: liquefied Natural Gas, abbreviated as LNG), liquefied petroleum gas (English: liquefied Petroleum Gas, abbreviated as LPG), ethylene, ethane, propylene, propane and the like, are generally stored by adopting a full-capacity tank.
The full-capacity tank comprises an inner tank and an outer tank, wherein the inner tank is positioned in the outer tank, the low-temperature medium is positioned in the inner tank, and the outer tank is a concrete tank. In case of damage to the inner tank or leakage of the low temperature medium, the outer tank may be used to store the leaked low temperature medium to avoid environmental pollution.
The volume of the full-capacity tank is larger, the casting volume of the outer tank is larger, the full-capacity tank belongs to a large-volume concrete project, and the casting difficulty is larger.
Disclosure of Invention
The embodiment of the disclosure provides an outer tank pouring method of a full-capacity tank, which is used for outer tank construction. The technical scheme is as follows:
the disclosure provides an outer can pouring method of a full-capacity can, which comprises the following steps:
binding bearing platform reinforcing steel bars;
binding a circle of vertical steel bars extending along the vertical direction on the bearing platform steel bars;
pouring a bearing platform based on an area surrounded by the vertical steel bars, and enabling one part of the vertical steel bars to be located in the bearing platform, wherein the other part of the vertical steel bars is exposed out of the surface of the bearing platform;
binding an annular reinforcing steel bar structure on the part of the vertical reinforcing steel bar, which is exposed out of the bearing platform, and pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the supporting tank wall covers the vertical reinforcing steel bar, one part of the annular reinforcing steel bar structure is positioned in the supporting tank wall in the vertical direction, and the other part of the annular reinforcing steel bar structure is exposed out of the upper surface of the supporting tank wall;
Pouring concrete on the supporting tank wall to cover the annular steel bar structure to form an annular top ring beam, wherein the supporting tank wall and the top ring beam form an outer tank wall;
and pouring a dome on the top ring beam to obtain the outer tank of the full-volume tank.
In one implementation manner of the embodiment of the disclosure, the supporting tank wall includes a plurality of annular sub-supporting tank walls sequentially connected in a vertical direction, and the annular reinforcing steel bar structure includes a plurality of sub-annular reinforcing steel bar structures sequentially connected in the vertical direction;
binding an annular reinforcing steel bar structure on the part of the vertical reinforcing steel bar exposed out of the bearing platform, and pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the method comprises the following steps:
binding a first sub-annular steel bar structure on the part of the vertical steel bar, which is exposed out of the bearing platform, and pouring concrete to cover the vertical steel bar to form a first supporting tank wall, wherein one part of the first sub-annular steel bar structure is positioned in the first sub-supporting tank wall, and the other part of the first sub-annular steel bar structure is exposed out of the first sub-supporting tank wall;
binding a second sub-annular steel bar on the other part of the first sub-annular steel bar structure exposed out of the first sub-supporting tank wall, and pouring concrete to cover the first sub-annular steel bar structure to form a second sub-supporting tank wall, wherein one part of the second sub-annular steel bar is positioned in the second sub-supporting tank wall, the other part of the second sub-annular steel bar is exposed out of the second sub-supporting tank wall structure, and the second sub-supporting tank wall is connected with the first sub-supporting tank wall;
And binding the sub annular steel bars and pouring the sub supporting tank walls alternately along the vertical direction to form the annular steel bar structure and the supporting tank walls.
In one implementation manner of the embodiment of the disclosure, the vertical reinforcement includes an inner vertical reinforcement and an outer vertical reinforcement, the height of the outer vertical reinforcement is higher than that of the inner vertical reinforcement, the inner vertical reinforcement is located in the outer vertical reinforcement in a horizontal direction, the annular reinforcement structure includes an inner annular reinforcement structure and an outer annular reinforcement structure, the inner annular reinforcement structure includes sub-inner annular reinforcement structures sequentially connected in a vertical direction, and the outer annular reinforcement structure includes sub-outer annular reinforcement structures sequentially connected in a vertical direction;
the first sub annular reinforcing steel bar structure is bound on the part of the vertical reinforcing steel bar, which is exposed out of the bearing platform, and the method comprises the following steps:
binding a first sub-inner annular reinforcing steel bar structure on the part of the inner vertical reinforcing steel bar, which is exposed out of the bearing platform;
binding horizontal steel bars on the outer vertical steel bars, and binding a first sub outer annular steel bar structure on the horizontal steel bars, wherein the first sub inner annular steel bar structure and the first sub outer annular steel bar structure form the first sub annular steel bar structure.
In an implementation manner of the embodiment of the present disclosure, the first sub-inner annular reinforcement structure on the portion of the inner vertical reinforcement exposing the bearing platform includes:
binding a first section of arc-shaped reinforcing steel bar net sheet;
binding a second section of arc-shaped reinforcing steel bar net piece by taking one end of the first section of arc-shaped reinforcing steel bar net piece as a starting point along the circumferential direction of the bearing platform, wherein the first section of arc-shaped reinforcing steel bar net piece and the second section of arc-shaped reinforcing steel bar net piece are sequentially connected;
and binding at least one section of arc-shaped reinforcing steel bar net piece in sequence according to the extending direction of the arc-shaped edge of the first section of arc-shaped reinforcing steel bar net piece and the second section of arc-shaped reinforcing steel bar net piece after connection until the first sub-inner side annular reinforcing steel bar structure is formed.
In one implementation of the embodiment of the disclosure, a segment of the arc-shaped reinforcing mesh comprises 4 to 8 reinforcing meshes, and the 4 to 8 reinforcing meshes are sequentially connected along the circumferential direction of the bearing platform.
In an implementation manner of the embodiment of the disclosure, the bearing platform includes an inner bearing platform and an outer bearing platform, the inner bearing platform is circular, the outer bearing platform is annular, the outer bearing platform wraps the inner bearing platform, the inner bearing platform includes at least 4 fan-shaped sub-inner bearing platforms, at least 4 circle centers of the fan-shaped sub-inner bearing platforms coincide, the casting bearing platform based on the area surrounded by the vertical steel bars includes:
Pouring to obtain a first fan-shaped inner bearing platform;
pouring to obtain a second fan-shaped sub-inner bearing platform, wherein at least one fan-shaped sub-inner bearing platform is arranged between the second fan-shaped sub-inner bearing platform and the first fan-shaped sub-inner bearing platform;
sequentially casting fan-shaped sub inner bearing platforms according to a anticlockwise or clockwise direction, wherein the fan-shaped sub inner bearing platforms which are cast twice adjacently are not adjacent until the inner bearing platform is formed;
and pouring around the edge of the inner bearing platform to obtain the outer bearing platform.
In an implementation manner of the embodiment of the present disclosure, around a circumferential direction of the outer bearing platform, the outer bearing platform includes at least 4 sub outer bearing platforms that are sequentially connected, and pouring is performed around an edge of the inner bearing platform, so as to obtain the outer bearing platform, including:
pouring to obtain a first sub outer bearing platform;
pouring to obtain a second sub-outer bearing platform, wherein at least one sub-outer bearing platform is arranged between the second sub-outer bearing platform and the first sub-outer bearing platform at intervals;
and pouring the sub outer bearing platforms in sequence according to the anticlockwise or clockwise direction, wherein the sub outer bearing platforms poured in adjacent two times are not adjacent until the outer bearing platform is formed.
In one implementation manner of the embodiment of the disclosure, the pouring concrete on the supporting tank wall covers the annular steel bar structure, including:
Binding annular connecting steel bars and annular bearing rings on the part of the annular steel bar structure, which is exposed out of the supporting tank wall;
and pouring concrete on the wall of the supporting tank to cover the annular steel bar structure to form an annular top ring beam, so that one part of the bearing ring is positioned in the top ring beam, and the other part of the bearing ring is exposed out of the inner side surface of the top ring beam.
In one implementation of an embodiment of the present disclosure, the dome includes a circular dome and an annular dome disposed around the circular dome edge, the casting of the dome on the top ring beam includes:
pouring concrete at the inner edge of the top ring beam to form the annular dome;
and pouring concrete at the inner edge of the annular dome to form the circular dome.
In one implementation of an embodiment of the present disclosure, the annular dome includes a plurality of sub-annular domes, the casting concrete at an inner edge of the top ring beam to form the annular dome, including:
pouring a first sub-annular dome on the inner edge of the top ring beam;
pouring a second sub-annular dome on the inner edge of the first sub-annular dome, wherein the inner circle of the first sub-annular dome surrounds the outer circle of the second sub-annular dome;
And pouring the sub-annular dome sequentially according to the diameter direction of the circular dome until the annular dome is formed.
The technical scheme provided by the embodiment of the disclosure has the beneficial effects that:
according to the outer tank pouring method of the full-capacity tank, provided by the embodiment of the disclosure, bearing platform steel bars are firstly bound, then vertical steel bars are bound on the bearing platform steel bars, concrete is poured on the bearing platform steel bars to obtain a bearing platform, casting of a tank wall is carried out, annular steel bars are firstly bound on the vertical steel bars to form a supporting structure of the whole supporting tank wall, and then concrete is poured to form the supporting tank wall; then casting concrete on the wall of the supporting tank to form a top ring beam; after the top ring beam is manufactured, concrete is poured on the top ring beam to obtain a dome, and then pouring of the outer tank of the whole full-capacity tank is completed. And concrete is poured step by step on the outer tank of the large-volume full-volume tank, and the volume of the concrete poured each time is smaller, so that the pouring difficulty can be simplified.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present disclosure, the drawings required for the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present disclosure, and other drawings may be obtained according to these drawings without inventive effort for a person of ordinary skill in the art.
Fig. 1 is a schematic structural diagram of a full tank provided in an embodiment of the present disclosure;
fig. 2 is a flowchart of a method for pouring an outer can of a full-capacity can according to an embodiment of the present disclosure;
fig. 3 is a flowchart of a method for pouring an outer can of a full-capacity can according to an embodiment of the present disclosure;
FIG. 4 is a top view of a platform provided by an embodiment of the present disclosure;
FIG. 5 is a cross-sectional view of an outer edge of a platform provided by an embodiment of the present disclosure;
FIG. 6 is a cross-sectional view of the outer edge of another platform provided by an embodiment of the present disclosure;
FIG. 7 is a cross-sectional view of a tank wall provided by an embodiment of the present disclosure;
fig. 8 is a cross-sectional view of a ring-shaped rebar structure provided by an embodiment of the present disclosure;
FIG. 9 is a top view of a tank wall provided by an embodiment of the present disclosure;
fig. 10 is a schematic structural view of a reinforcing mesh provided in an embodiment of the present disclosure;
fig. 11 is a top view of a dome provided by an embodiment of the present disclosure.
Detailed Description
For the purposes of clarity, technical solutions and advantages of the present disclosure, the following further details the embodiments of the present disclosure with reference to the accompanying drawings.
Fig. 1 is a schematic structural diagram of a full tank according to an embodiment of the present disclosure. Referring to fig. 1, the full tank 100 includes an outer tank 10, an inner tank 20, and a support base 30. The inner tank 20 is located inside the outer tank 10, the outer tank 10 is located on a support foundation 30, the support foundation 30 is arranged on the ground 40, wherein the outer tank 10 comprises a platform 101, a tank wall 102 and a dome 103. The platform 101 includes an inner platform 111 and an outer platform 112, the surfaces of the outer platform 112 and the inner platform 111 are on the same horizontal plane, and the thickness of the outer platform 112 is greater than the thickness of the inner platform 111 in the vertical direction. Since the pressure borne by the outer side of the bearing platform 101 is greater than the pressure borne by the inner side of the full tank, the outer bearing platform 112 is thicker, and the possibility of damage to the outer bearing platform 112 caused by excessive pressure is reduced. Tank wall 102 includes a support tank wall 121 and a top ring beam 122. A support tank wall 121 is located on the platform 101 and a top ring beam 122 is located on the support tank wall 121 for connecting the support tank wall 121 and the dome 103. The thickness of the portion of the dome that connects with the top ring beam 122 is greater than the thickness of the middle of the dome 103.
The inner tank 20 stores a low-temperature medium with the temperature of about-165 ℃ so as to avoid the influence of low temperature on the outer tank 10, and a cold insulation layer is arranged between the outer tank 10 and the inner tank 20 to protect the outer tank 10.
The inner tank 20 is used for storing media, and the outer tank 10 is used for protecting the inner tank 20, and can be used for temporarily storing leaked media when the inner tank 20 is damaged, so that the media are prevented from polluting the environment. The support base 30 serves to support the entire outer can 10.
In the embodiment of the disclosure, the volume of the full-volume tank is 10 multiplied by 10 4 Cubic meter (m) 3 ) The thickness of the inner cap 111 is 0.9 m, the radius of the inner cap 111 is 30 m, the thickness of the outer cap 112 is 1.3 m, and the radius of the outer circle of the outer cap 112 is 40 m. The height of the tank wall 102 is about 33 meters (m), the inside diameter of the tank wall 102 is 74 meters, the perimeter of the outside of the tank wall 102 is 230 meters, the thickness of the supporting tank wall 121 is 0.75 meters, and the thickness of the top ring beam 122 is1 meter. The thickness of the middle of the dome 103 is 0.4 meters.
The method provided by the embodiments of the present disclosure will be described below with reference to the size of the outer tank provided by the embodiments of the present disclosure, although in other embodiments, appropriate adjustments may be made according to the size of the outer tank.
Fig. 2 is a flowchart of an outer tank casting method of a full-volume tank according to an embodiment of the present disclosure. Referring to fig. 2, the outer can pouring method of the full-capacity can includes:
Step S101: binding bearing platform reinforcing steel bars.
The bearing platform reinforcing steel bars are formed by binding a plurality of criss-cross or obliquely staggered reinforcing steel bars, the bearing platform reinforcing steel bars are used for increasing the strength of the bearing platform, the bearing platform is positioned on the supporting foundation, and the bearing platform reinforcing steel bars can be bound on the supporting foundation. Because the cushion cap is round platform form, so cushion cap reinforcing bar also is round platform form, with cushion cap reinforcing bar ligature on supporting foundation, can guarantee cushion cap reinforcing bar's stability.
Step S102: and binding a circle of vertical steel bars extending along the vertical direction on the steel bars of the bearing platform.
The vertical reinforcing steel bar means that the extending direction of the reinforcing steel bar is consistent with the vertical direction. Illustratively, a circle of vertical bars is bound along the edges of the platform bars.
Step S103: and pouring the bearing platform based on the area surrounded by the vertical steel bars, and enabling one part of the vertical steel bars to be positioned in the bearing platform, and enabling the other part of the vertical steel bars to be exposed out of the surface of the bearing platform.
And pouring concrete on the support foundation to obtain a bearing platform, wherein the bearing platform steel bars are positioned in the concrete to form reinforced concrete. Meanwhile, one part of the vertical steel bars is located in the bearing platform, and the other part of the vertical steel bars is exposed out of the surface of the bearing platform, so that on one hand, the stability of the vertical steel bars is guaranteed, and on the other hand, the vertical steel bars are conveniently bound with the follow-up annular steel bars.
Step S104: and binding an annular reinforcing steel structure on the part of the vertical reinforcing steel exposed out of the bearing platform, pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the supporting tank wall covers the vertical reinforcing steel, one part of the annular reinforcing steel structure is positioned in the supporting tank wall in the vertical direction, and the other part of the annular reinforcing steel structure is exposed out of the upper surface of the supporting tank wall.
And binding an annular reinforcing steel structure at the top end of the vertical reinforcing steel bar, and pouring concrete on the bearing platform to obtain the supporting tank wall.
In the embodiment of the disclosure, the annular reinforcing steel bar structure is uniformly, symmetrically and from bottom to top.
Illustratively, in the radial direction of the platform, the annular rebar structure is located outside the vertical rebar, i.e. the annular rebar structure is tied around the outside of the vertical rebar.
Step S105: and pouring concrete on the supporting tank wall to cover the annular steel bar structure to form an annular top ring beam, and forming an outer tank wall by the supporting tank wall and the top ring beam.
And pouring concrete above the supporting tank wall along the vertical direction to obtain the top ring beam.
In embodiments of the present disclosure, when casting the support tank wall, a skateboard form may be installed and concrete is cast after installation. In the pouring process, an inserted vibrator is adopted to be quickly inserted and pulled out from top to bottom, the insertion points are uniformly arranged, and the vibration leakage is avoided by moving point by point, so that uniform compaction is realized, and bubbles are reduced.
When the wall of the supporting tank is poured, a preformed hole, a prestress sleeve, an embedded part, a buttress column and a dowel bar are required to be manufactured, so that the air pressure measuring device is convenient to install in the use process of the full-capacity tank. When the concrete is poured, whether the template, the reinforcing steel bars, the reserved holes, the prestress sleeves, the embedded parts, the dowel bars and the like move, deform or block is frequently observed, the problem is found to be immediately treated, and the problem is corrected before the poured concrete is coagulated.
Step S106: and pouring a dome on the top ring beam to obtain the outer tank of the full-capacity tank.
And pouring concrete on the top ring beam to obtain a dome, namely the outer tank of the whole full-capacity tank.
According to the outer tank pouring method of the full-capacity tank, provided by the embodiment of the disclosure, bearing platform steel bars are firstly bound, then vertical steel bars are bound on the bearing platform steel bars, concrete is poured on the bearing platform steel bars to obtain a bearing platform, casting of a tank wall is carried out, annular steel bars are firstly bound on the vertical steel bars to form a supporting structure of the whole supporting tank wall, and then concrete is poured to form the supporting tank wall; then casting concrete on the wall of the supporting tank to form a top ring beam; after the top ring beam is manufactured, concrete is poured on the top ring beam to obtain a dome, and then pouring of the outer tank of the whole full-capacity tank is completed. And concrete is poured step by step on the outer tank of the large-volume full-volume tank, and the volume of the concrete poured each time is smaller, so that the pouring difficulty can be simplified.
Fig. 3 is a flowchart of an outer tank casting method of a full-volume tank according to an embodiment of the present disclosure. Referring to fig. 3, the method includes:
step S201: binding bearing platform reinforcing steel bars.
Step S202: and binding a circle of vertical steel bars extending along the vertical direction on the steel bars of the bearing platform.
Fig. 4 is a top view of a platform provided by an embodiment of the present disclosure. Referring to fig. 4, the inner cap 111 is circular, the outer cap 112 is ring-shaped, and the outer cap 112 wraps the inner cap 111. The inner bearing platform 111 comprises at least 4 (e.g. 4) fan-shaped sub-inner bearing platforms, the centers of which coincide. The radius of the fan-shaped inner bearing platform is 30 meters and the thickness is 0.9 meter.
The method further comprises the steps of:
step S203: and pouring to obtain the first fan-shaped inner bearing platform.
As shown in fig. 4, concrete is poured first to obtain a first fan-shaped sub-inner platform 113A.
Step S204: and pouring to obtain a second fan-shaped sub-inner bearing platform, wherein at least one fan-shaped sub-inner bearing platform is arranged between the second fan-shaped sub-inner bearing platform and the first fan-shaped sub-inner bearing platform.
As shown in fig. 4, concrete is poured again to obtain a second fan-shaped sub-inner cap 113B. At least one fan-shaped sub-inner cap is spaced between the first fan-shaped sub-inner cap 113A and the second fan-shaped sub-inner cap 113B.
Step S205: and sequentially casting the fan-shaped sub inner bearing platforms according to the anticlockwise or clockwise (such as anticlockwise) direction, wherein the fan-shaped sub inner bearing platforms cast twice adjacently are not adjacent until the inner bearing platform is formed.
In the embodiment of the present disclosure, the third fan-shaped sub-inner bearing platform 113C and the fourth fan-shaped sub-inner bearing platform 113D are sequentially poured in a clockwise direction to form an inner bearing platform.
Because the bearing platform is large in volume, if the whole bearing platform is directly poured, more concrete is poured, heat can be generated in the curing process of the concrete, the generated heat can be called hydration heat, and the quality of pouring can be influenced due to too much hydration heat. According to the embodiment of the disclosure, the pouring of the bearing platform is divided into the inner bearing platform pouring and the outer bearing platform pouring, and then the inner bearing platform is divided into the plurality of fan-shaped sub-inner bearing platforms for pouring, so that the amount of concrete poured in sequence is reduced, and the influence of hydration heat on the pouring quality is reduced.
Meanwhile, after the first casting is completed, in the process of performing the second casting, the concrete cast for the first time may not be completely solidified yet, and if the concrete cast for the first time is cast again directly near the concrete cast for the first time, solidification of the concrete cast for the first time may be affected. In the embodiment of the disclosure, the fan-shaped sub-inner bearing platforms which are cast twice adjacently are not adjacent, so that the influence of hydration heat on concrete solidification can be reduced.
As shown in fig. 4, the angles of the four fan-shaped sub-platforms are all 90 degrees (°), and the angles corresponding to the axes of the four fan-shaped sub-platforms are 0 °, 90 °, 180 ° and 270 °, respectively, with the axis of the first fan-shaped sub-inner platform 113A being 0 °. That is, the included angle of the axes of two adjacent fan-shaped sub-bearing platforms is 90 degrees.
In other implementations, the angles of the bearing platforms in each fan-shaped sub-can be unequal, and the included angles of the axes of two adjacent fan-shaped sub-bearing platforms can be other angles, which is not limited by the present disclosure.
In the embodiment of the disclosure, the pouring of the inner bearing platform is described by taking four fan-shaped inner bearing platforms as an example, and in other implementation manners, the inner bearing platform can be divided into other number of fan-shaped inner bearing platforms.
As shown in fig. 4, the outer cap 112 includes at least 4 sub-outer caps connected in sequence around the circumferential direction of the outer cap 112. The thickness of the sub-outer bearing platform is 1.3 meters, and the radius of the circular arc outside the sub-outer bearing platform 114 is 40 meters. The method further comprises the steps of:
step S206: and pouring to obtain the first sub-outer bearing platform.
As shown in fig. 4, concrete is poured first to obtain a first sub-outer deck 114A.
Step S207: and pouring to obtain a second sub-outer bearing platform. At least one sub-outer bearing platform is arranged between the second sub-outer bearing platform and the first sub-outer bearing platform.
As shown in fig. 4, concrete is poured again to obtain a second sub-outer deck 114B. At least one sub-outer cap is spaced between the first sub-outer cap 114A and the second sub-outer cap 114B.
Step S208: and pouring the sub outer bearing platforms in sequence according to the anticlockwise or clockwise direction, wherein the sub outer bearing platforms poured in two adjacent times are not adjacent until the outer bearing platform is formed.
The pouring mode of the outer bearing platform is the same as that of the inner bearing platform, and details are omitted here.
The outer bearing platform is cast in sections, and the influence of hydration heat on casting quality can be reduced.
In the embodiment of the present disclosure, the first sub-outer bearing platform 114A is opposite to the first fan-shaped sub-inner bearing platform 113A, that is, the inner arc surface of the first sub-outer bearing platform 114A is opposite to the outer arc surface of the first fan-shaped sub-inner bearing platform 113A.
Illustratively, one fan-shaped sub-inner cap is opposite one sub-outer cap.
And after the outer bearing platform is poured, the whole bearing platform is poured.
Because the cushion cap and the tank wall are poured separately, a construction joint is reserved at the joint of the cushion cap and the tank wall, and because long-time rainwater is accumulated, water vapor invades the outer tank along the construction joint, the temperature difference between the inner side and the outer side of the outer tank 10 is large, condensed water is easy to generate after the water vapor enters the construction joint, the condensed water can influence the cold insulation effect of the cold insulation layer, meanwhile, the condensed water can change the temperature stress distribution at the joint, and the safety of the concrete structure of the cushion cap is influenced.
Fig. 5 is a cross-sectional view of an outer edge of a platform provided by an embodiment of the present disclosure. Referring to fig. 5, the platform 101 has a ring of protrusions 115, the protrusions 115 are arranged around the edge of the platform, and the protrusions 115 are integrally cast with the outer platform. After the concrete pouring of the tank wall 102 is completed, the tank wall 102 wraps the bulge 115, so that the construction joint 116 at the joint of the bearing platform and the tank wall is bent, and moisture is not easy to enter the outer tank 10 through the bent construction joint 116, so that the cold insulation layer and the concrete structure are protected.
Meanwhile, the bulge 115 can increase the connection rigidity of the tank wall and the bearing platform, and ensure the stability of the bottom of the tank wall.
In the disclosed embodiment, the height of the protrusions 115 is between 150 millimeters (mm) and 250 mm.
Illustratively, the height of the protrusions 115 is 200 millimeters.
In the disclosed embodiment, the width of the protrusion 115 is smaller than the width of the tank wall in the radial direction of the platform, and the protrusion 115 is located in the middle of the tank wall as seen in a sectional view.
Illustratively, the width of the protrusions 115 in the radial direction of the platform is between 1/2 and 1/3 of the width of the tank wall.
The bulge 115 has the function of enabling the construction joint between the bearing platform and the tank wall to be in a folded shape, so that the position of the template is not required to be accurate when the bearing platform is poured when the bulge 115 is poured, even if the position of the template is relatively moved during pouring, the tank wall 102 can be moved in the same direction and path when the tank wall 102 is poured later, and the sizes of the tank wall and the bulge are not influenced.
Meanwhile, the bulges 115 are arranged in an annular shape, and the template can accurately position and fix the template for casting the tank wall by means of the poured bearing platform and the poured bulges when the subsequent tank wall is cast, so that the accuracy of the size of the tank wall is ensured. The method is easy to realize, ensures the integrity of the bottom structure of the tank wall, ensures the safety of the structure, and more importantly solves the problem that construction cannot be performed before, ensures the construction quality and reduces the construction period.
The cross-section of the protrusion 115 in fig. 5 is rectangular, and in other implementations, the cross-section of the protrusion 115 may also take on other shapes.
FIG. 6 is a cross-sectional view of the outer edge of another platform provided by embodiments of the present disclosure. Referring to fig. 6, the cross section of the protrusion 115 is in the shape of a "convex" which also blocks moisture from entering the outer can.
Fig. 7 is a cross-sectional view of a tank wall provided by an embodiment of the present disclosure. Referring to fig. 7, the supporting tank wall includes a plurality of annular sub-supporting tank walls connected in series in the vertical direction. In the embodiment of the disclosure, the supporting tank walls include eight annular sub-supporting tank walls sequentially connected in the vertical direction, namely a first sub-supporting tank wall 1, a second sub-supporting tank wall 2, a third sub-supporting tank wall 3, a fourth sub-supporting tank wall 4, a fifth sub-supporting tank wall 5, a sixth sub-supporting tank wall 6, a seventh sub-supporting tank wall 7 and an eighth sub-supporting tank wall 8. Wherein, annular rebar structure includes a plurality of sub-annular rebar structures that connect gradually in vertical direction, and in this disclosed embodiment, annular rebar structure includes eight annular sub-annular rebar structures that connect gradually in vertical direction, is first sub-annular rebar structure, second sub-annular rebar structure, third sub-annular rebar structure, fourth sub-annular rebar structure, fifth sub-annular rebar structure, sixth sub-annular rebar structure, seventh sub-annular rebar structure and eighth sub-annular rebar structure respectively. In the embodiment of the present disclosure, the height of the first sub-support tank wall 1 is 3606 mm, and the heights of the second sub-support tank wall 2, the third sub-support tank wall 3, the fourth sub-support tank wall 4, the fifth sub-support tank wall 5, the sixth sub-support tank wall 6, the seventh sub-support tank wall 7, and the eighth sub-support tank wall 8 are 3900 mm. The method further comprises the steps of:
Step S209: and binding a first sub-annular reinforcing steel bar structure (a first sub-annular reinforcing steel bar structure) on the part of the vertical reinforcing steel bar exposed out of the bearing platform, pouring concrete to cover the vertical reinforcing steel bar to form a first sub-supporting tank wall (a first sub-supporting tank wall), wherein one part of the first sub-annular reinforcing steel bar structure is positioned in the first sub-supporting tank wall, and the other part of the first sub-annular reinforcing steel bar structure is exposed out of the first sub-supporting tank wall.
Fig. 8 is a cross-sectional view of a ring-shaped rebar structure provided by an embodiment of the present disclosure. Referring to fig. 8, the vertical bars include an inner vertical bar 11 and an outer vertical bar 12, the height of the outer vertical bar 12 is higher than that of the inner vertical bar 11, the inner vertical bar 11 is located in the outer vertical bar 12 in the horizontal direction, the ring-shaped bar structure includes an inner ring-shaped bar structure 13 and an outer ring-shaped bar structure 14, the inner ring-shaped bar structure 13 includes sub-inner ring-shaped bar structures sequentially connected in the vertical direction, and the outer ring-shaped bar structure 14 includes sub-outer ring-shaped bar structures sequentially connected in the vertical direction. Only a partial structure is shown, and the structures shown by reference numeral 13 and reference numeral 14 are each annular. The step S209 includes:
And binding a first sub-inner annular reinforcing steel bar structure on the part of the inner vertical reinforcing steel bar exposed out of the bearing platform.
Illustratively, this step includes:
binding a first section of arc-shaped reinforcing steel bar net sheet.
Binding a second section of arc-shaped reinforcing steel bar net piece by taking one end of the first section of arc-shaped reinforcing steel bar net piece as a starting point along the circumferential direction of the bearing platform, wherein the first section of arc-shaped reinforcing steel bar net piece and the second section of arc-shaped reinforcing steel bar net piece are sequentially connected;
and binding the arc-shaped reinforcing steel bar meshes sequentially according to the extending direction of the arc-shaped edge after the first section of arc-shaped reinforcing steel bar meshes are connected with the second section of arc-shaped reinforcing steel bar meshes until a first sub-inner annular reinforcing steel bar structure is formed.
In the embodiment of the disclosure, a section of arc-shaped reinforcing mesh comprises 4 to 8 reinforcing meshes, and the 4 to 8 reinforcing meshes are sequentially connected around the circumference of the bearing platform.
Fig. 9 is a top view of a tank wall provided by an embodiment of the present disclosure. Referring to fig. 9, the annular reinforcing steel bar structure comprises 4 sections of arc-shaped reinforcing steel bar meshes 200, and an included angle between the central lines of the arcs where each section of arc-shaped reinforcing steel bar meshes 200 is located is 90 degrees, that is, the sectional structure of the annular reinforcing steel bar structure is similar to that of the bearing platform.
Illustratively, a length of arcuate reinforcing mesh 200 includes 6 reinforcing mesh sheets 21, 22, 23, 24, 25 and 26. In the embodiment of the disclosure, the length of the reinforcing mesh adopts the maximum length of 12 meters along the circumferential direction of the bearing platform, wherein the first 5 reinforcing meshes 21, 22, 23, 24 and 25 can be bound according to the actual length without cutting off, and when the last reinforcing mesh 26 is bound, the last reinforcing mesh can be cut off according to the length of the arc-shaped reinforcing mesh, so that the total length of the 6 reinforcing meshes is equal to the length of one arc-shaped reinforcing mesh 200. The length of the horizontal reinforcing steel bars of the first 5 meshes is guaranteed to be 12 meters, the length of the last reinforcing steel bar mesh is determined according to the remaining length, the cutting-off of reinforcing steel bars is reduced to the greatest extent, the waste of the reinforcing steel bars is reduced, and meanwhile the requirements of the joint area and the lap joint length of the reinforcing steel bars are met. Fig. 9 is an exemplary illustration of the binding of an inside loop rebar structure, which may be bound in the same manner.
Step S210: binding a second sub-annular steel bar on the other part of the first sub-annular steel bar structure exposed out of the first sub-supporting tank wall, pouring concrete to cover the first sub-annular steel bar structure to form a second sub-supporting tank wall, wherein one part of the second sub-annular steel bar is positioned in the second sub-supporting tank wall, the other part of the second sub-annular steel bar is exposed out of the second sub-supporting tank wall structure, and the second sub-supporting tank wall is connected with the first sub-supporting tank wall.
Step S210 may include:
and binding horizontal steel bars on the outer vertical steel bars to form a first sub-outer annular steel bar structure, wherein the first sub-inner annular steel bar structure and the first sub-outer annular steel bar structure form a first sub-annular steel bar structure. That is, the first sub-outer annular rebar structure is formed by binding outer vertical rebars and horizontal rebars in the field.
Pouring concrete on the bearing platform to cover the inner vertical steel bars and the horizontal steel bars to form a first sub-supporting tank wall, enabling one part of the first sub-inner annular steel bar structure to be located in the first sub-supporting tank wall, enabling the other part of the first sub-inner annular steel bar structure to be exposed out of the upper surface of the first sub-supporting tank wall, enabling one part of the first sub-outer annular steel bar structure to be located in the first sub-supporting tank wall, and enabling the other part of the first sub-outer annular steel bar structure to be exposed out of the upper surface of the first sub-supporting tank wall.
And binding a second sub-outer annular reinforcing steel bar structure on the part of the first sub-outer annular reinforcing steel bar structure exposed out of the upper surface of the wall of the first sub-supporting tank.
And pouring concrete on the first sub-supporting tank wall to cover the outer vertical steel bars to form a second sub-supporting tank wall, wherein one part of the first sub-inner annular steel bar structure is positioned in the second sub-supporting tank wall, the other part of the first sub-inner annular steel bar structure is exposed out of the upper surface of the first sub-supporting tank wall, one part of the second sub-outer annular steel bar structure is positioned in the second sub-supporting tank wall, and the other part of the second sub-outer annular steel bar structure is exposed out of the upper surface of the second sub-supporting tank wall.
Fig. 10 is a schematic structural view of a reinforcing mesh provided in an embodiment of the present disclosure. Referring to fig. 10, in the horizontal direction, the annular rebar structure 13A on the inner side (rebar structure shown by solid line in the figure) and the annular rebar structure 14A on the outer side (rebar structure shown by broken line in the figure) are staggered, so that the structures of the rebar in the horizontal direction are not overlapped, and if the overlapping area of the joints is large, the strength of the rebar is affected, and thus the strength of the tank wall is affected.
In the embodiment of the disclosure, the area of the horizontal joint of the reinforcing steel bar is not more than 50% of the area of the whole closure in the horizontal direction, so that the requirement on the lap strength is ensured.
In embodiments of the present disclosure, the thickness of the concrete inside the inside annular rebar structure is between 40 millimeters and 70 millimeters. The thickness of the concrete outside the outer annular steel bar structure is between 50 and 80 mm. And the steel bar structure is prevented from being corroded and damaged.
The thickness of concrete inside the inner annular rebar structure is 65 millimeters, for example. The thickness of the concrete outside the outer annular steel bar structure is 75 mm.
Illustratively, the outer annular steel bar structures are all common steel bars, the model is HRB400, and the standard value of yield strength is 400 megapascals (Mpa); the inner annular steel bar structure adopts common steel bars, and the part adopts low temperature resistant steel bars, and the standard value of the yield strength of the low temperature resistant steel bars is 460Mpa.
In connection with fig. 8 and 10, it can be seen that, for the inner annular rebar structure, the first and second sub-support tank walls 1, 2 share one sub-inner annular rebar structure, the third and fourth sub-support tank walls 3, 4 share one sub-inner annular rebar structure, the fifth and sixth sub-support tank walls 5, 6 share one sub-inner annular rebar structure, and the seventh and eighth sub-support tank walls 7, 8 share one sub-inner annular rebar structure. For the outer annular steel bar structure, the outer annular steel bar structure in the first sub-supporting tank wall 1 is formed by binding outer vertical steel bars and horizontal steel bars, the second sub-supporting tank wall 2 and the third sub-supporting tank wall 3 share one sub-outer annular steel bar structure, the fourth sub-supporting tank wall 4 and the fifth sub-supporting tank wall 5 share one sub-outer annular steel bar structure, the sixth sub-supporting tank wall 6 and the seventh sub-supporting tank wall 7 share one sub-outer annular steel bar structure, and the outer annular steel bar structure in the eighth sub-supporting tank wall 8 is formed by cutting off one sub-outer annular steel bar structure.
In this disclosed embodiment, can directly carry out on-the-spot prefabrication to the reinforcing bar net piece according to the drawing for construction reinforcing bar ligature speed, then use the crane to transport to the ligature position and carry out the ligature, also made things convenient for the construction, reduced corresponding reinforcing bar engineering time, more save time.
Step S211: and binding the annular reinforcing steel structures on the inner side and the annular reinforcing steel structures on the outer side of the sub-support tank wall along the vertical direction alternately to form the support tank wall.
Step S212: and binding annular connecting steel bars and annular bearing rings on the parts of the annular steel bar structures, which are exposed out of the supporting tank walls.
Step S213: and pouring concrete on the wall of the supporting tank to cover the annular reinforcing steel bar structure to form an annular top ring beam, so that one part of the bearing ring is positioned in the top ring beam, and the other part of the bearing ring is exposed out of the inner side surface of the top ring beam and faces the center of the top ring beam.
Referring again to fig. 7, the top ring beam is cast in two segments to reduce the impact of the heat of hydration on the concrete structure. I.e. the top ring beam is divided into a first top ring beam 9A and a second top ring beam 9B. The first top ring beam 9A is connected to the supporting tank wall and the second top ring beam 9B is connected to the dome. The first top ring beam 9A has a height of 1365 mm and the second top ring beam 9B has a height of 1335 mm.
In the embodiment of the disclosure, the first top ring beam 9A is poured first, and a part of the bearing ring is located in the first top ring beam 9A, and another part of the bearing ring is exposed out of the inner side surface of the first top ring beam 9A.
Binding reinforcing steel bars on the bearing ring, and then pouring a second top ring beam 9B.
Fig. 11 is a top view of a dome provided by an embodiment of the present disclosure. Referring to fig. 10, the dome includes a circular dome 31 and an annular dome 32, the annular dome 32 being disposed around the edge of the circular dome 31, and the circular dome 31 having a thickness of 0.4 m. The method further comprises the steps of:
step S214: and pouring concrete at the inner edge of the top ring beam to form an annular dome, wherein one part of the bearing ring is positioned in the annular dome, and the other part of the bearing ring is exposed out of the inner side surface of the annular dome.
In the embodiment of the disclosure, the cross section of the bearing ring is in a bent shape, a vertical part is located in the top ring beam and used for fixing the whole bearing ring, a horizontal part faces the circular shape of the dome and is located at the top end of the inner tank, and the bearing ring is welded with the top end of the inner tank. When pouring, the inner tank is inflated, so that the pressure in the inner tank can be ensured to support the bearing ring. The inner tank may be made of steel.
Step S215: and pouring concrete at the inner edge of the annular dome to form a circular dome.
In the disclosed embodiment, the annular dome 32 includes a plurality of sub-annular domes, and in the disclosed embodiment, the annular dome includes six sub-annular domes 321, 322, 323, 324, 325, and 326. The step S215 includes:
and pouring a first sub-annular dome on the inner edge of the top ring beam.
The first sub-annular dome is connected with the top ring beam, the thickness of the first sub-annular dome is thicker, the first sub-annular dome can be divided into two parts for pouring, the first part is poured first, and the second part is poured on the first part after the first part is solidified, namely the second part is positioned above the first part.
And pouring a second sub-annular dome on the inner edge of the first sub-annular dome, wherein the inner circle of the first sub-annular dome surrounds the outer circle of the second sub-annular dome.
And pouring the sub-annular domes in sequence according to the diameter direction of the circular domes until the annular domes are formed.
In the disclosed embodiment, the first sub-annular dome 321 is connected to the top ring beam and the sixth sub-annular dome 326 is connected to the circular dome 31. The first, second, third, fourth, fifth and sixth sub-annular domes 321, 322, 323, 324, 325 and 326 are all arranged obliquely (at an angle of about 30 degrees), and in the vertical direction, the first, second, third, fourth, fifth and sixth sub-annular domes 321, 322, 323, 324, 325 and 326 are connected in sequence and increase in height and change in thickness uniformly, the average thickness of the first sub-annular dome 321 is the largest, and the average thickness of the sub-annular domes decreases in sequence from the first sub-annular dome 321 to the sixth sub-annular dome 326.
Illustratively, the dome is substantially shaped when the strength of the concrete in which the dome is to be poured reaches between 75% and 85%, and the gas in the inner tank can be vented.
Because the dome presents an arc shape, and the thickness of each section is different, the dome is symmetrically poured in a partition mode, the concrete forming effect is obvious, and the problems that the arc dome with a large section is large in gradient, concrete easily flows downwards, the concrete is difficult to form, the pouring stress is complex and the like are solved.
The foregoing description of the preferred embodiments of the present disclosure is provided for the purpose of illustration only, and is not intended to limit the disclosure to the particular embodiments disclosed, but on the contrary, the intention is to cover all modifications, equivalents, alternatives, and alternatives falling within the spirit and principles of the disclosure.
Claims (10)
1. The outer tank pouring method of the full-capacity tank is characterized by comprising the following steps of:
binding bearing platform reinforcing steel bars;
binding a circle of vertical steel bars extending along the vertical direction on the bearing platform steel bars;
pouring a bearing platform based on an area surrounded by the vertical steel bars, wherein one part of the vertical steel bars is positioned in the bearing platform, the other part of the vertical steel bars is exposed out of the surface of the bearing platform, the bearing platform comprises an inner bearing platform and an outer bearing platform, the inner bearing platform is circular, the outer bearing platform is annular, the outer bearing platform wraps the inner bearing platform, the inner bearing platform comprises at least 4 fan-shaped inner bearing platforms, the circle centers of the at least 4 fan-shaped inner bearing platforms coincide, a circle of protrusions is arranged on the bearing platform, the protrusions are arranged around the edge of the bearing platform, the protrusions and the outer bearing platform are integrally poured and formed, and the heights of the protrusions are 150-250 mm;
Binding an annular reinforcing steel bar structure on the part of the vertical reinforcing steel bar, which is exposed out of the bearing platform, and pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the supporting tank wall covers the vertical reinforcing steel bar, one part of the annular reinforcing steel bar structure is positioned in the supporting tank wall in the vertical direction, and the other part of the annular reinforcing steel bar structure is exposed out of the upper surface of the supporting tank wall;
pouring concrete on the supporting tank wall to cover the annular steel bar structure to form an annular top ring beam, wherein the supporting tank wall and the top ring beam form an outer tank wall, the outer tank wall wraps the bulge, and the width of the bulge accounts for 1/2 to 1/3 of the width of the outer tank wall in the radial direction of the bearing platform;
and pouring a dome on the top ring beam to obtain the outer tank of the full-volume tank.
2. The outer tank casting method of the full tank according to claim 1, wherein the supporting tank wall comprises a plurality of annular sub supporting tank walls sequentially connected in a vertical direction, and the annular reinforcing bar structure comprises a plurality of sub annular reinforcing bar structures sequentially connected in a vertical direction;
binding an annular reinforcing steel bar structure on the part of the vertical reinforcing steel bar exposed out of the bearing platform, and pouring concrete on the bearing platform to form an annular supporting tank wall, wherein the method comprises the following steps:
Binding a first sub-annular steel bar structure on the part of the vertical steel bar, which is exposed out of the bearing platform, and pouring concrete to cover the vertical steel bar to form a first supporting tank wall, wherein one part of the first sub-annular steel bar structure is positioned in the first sub-supporting tank wall, and the other part of the first sub-annular steel bar structure is exposed out of the first sub-supporting tank wall;
binding a second sub-annular steel bar on the other part of the first sub-annular steel bar structure exposed out of the first sub-supporting tank wall, and pouring concrete to cover the first sub-annular steel bar structure to form a second sub-supporting tank wall, wherein one part of the second sub-annular steel bar is positioned in the second sub-supporting tank wall, the other part of the second sub-annular steel bar is exposed out of the second sub-supporting tank wall structure, and the second sub-supporting tank wall is connected with the first sub-supporting tank wall;
and binding the sub annular steel bars and pouring the sub supporting tank walls alternately along the vertical direction to form the annular steel bar structure and the supporting tank walls.
3. The outer tank casting method of the full tank according to claim 2, wherein the vertical bars include an inner vertical bar and an outer vertical bar, the outer vertical bar is higher than the inner vertical bar in height, the inner vertical bar is located in the outer vertical bar in a horizontal direction, the ring-shaped bar structure includes an inner ring-shaped bar structure and an outer ring-shaped bar structure, the inner ring-shaped bar structure includes sub-inner ring-shaped bar structures sequentially connected in a vertical direction, and the outer ring-shaped bar structure includes sub-outer ring-shaped bar structures sequentially connected in a vertical direction;
the first sub annular reinforcing steel bar structure is bound on the part of the vertical reinforcing steel bar, which is exposed out of the bearing platform, and the method comprises the following steps:
binding a first sub-inner annular reinforcing steel bar structure on the part of the inner vertical reinforcing steel bar, which is exposed out of the bearing platform;
binding horizontal steel bars on the outer vertical steel bars, and binding a first sub outer annular steel bar structure on the horizontal steel bars, wherein the first sub inner annular steel bar structure and the first sub outer annular steel bar structure form the first sub annular steel bar structure.
4. A method of pouring an outer can of a full container according to claim 3, wherein a first one of said sub-inner annular rebar structures on a portion of said inner vertical rebar exposing said deck comprises:
binding a first section of arc-shaped reinforcing steel bar net sheet;
binding a second section of arc-shaped reinforcing steel bar net piece by taking one end of the first section of arc-shaped reinforcing steel bar net piece as a starting point along the circumferential direction of the bearing platform, wherein the first section of arc-shaped reinforcing steel bar net piece and the second section of arc-shaped reinforcing steel bar net piece are sequentially connected;
and binding at least one section of arc-shaped reinforcing steel bar net piece in sequence according to the extending direction of the arc-shaped edge of the first section of arc-shaped reinforcing steel bar net piece and the second section of arc-shaped reinforcing steel bar net piece after connection until the first sub-inner side annular reinforcing steel bar structure is formed.
5. The method of casting an outer can of a full tank according to claim 4, wherein a segment of the arcuate reinforcing mesh comprises 4 to 8 reinforcing meshes, and the 4 to 8 reinforcing meshes are sequentially connected along a circumferential direction of the base.
6. The method for pouring the outer tank of the full-volume tank according to any one of claims 1 to 5, wherein the pouring bearing platform based on the area surrounded by the vertical steel bars comprises the following steps:
Pouring to obtain a first fan-shaped inner bearing platform;
pouring to obtain a second fan-shaped sub-inner bearing platform, wherein at least one fan-shaped sub-inner bearing platform is arranged between the second fan-shaped sub-inner bearing platform and the first fan-shaped sub-inner bearing platform;
sequentially casting fan-shaped sub inner bearing platforms according to a anticlockwise or clockwise direction, wherein the fan-shaped sub inner bearing platforms which are cast twice adjacently are not adjacent until the inner bearing platform is formed;
and pouring around the edge of the inner bearing platform to obtain the outer bearing platform.
7. The method for casting an outer can of a full container according to claim 6, wherein the outer cap comprises at least 4 sub-outer caps connected in sequence around the circumferential direction of the outer cap, and the casting is performed around the edge of the inner cap to obtain the outer cap, comprising:
pouring to obtain a first sub outer bearing platform;
pouring to obtain a second sub-outer bearing platform, wherein at least one sub-outer bearing platform is arranged between the second sub-outer bearing platform and the first sub-outer bearing platform at intervals;
and pouring the sub outer bearing platforms in sequence according to the anticlockwise or clockwise direction, wherein the sub outer bearing platforms poured in adjacent two times are not adjacent until the outer bearing platform is formed.
8. The method of casting an outer can of a full tank according to any one of claims 1 to 5, wherein the casting concrete on the supporting can wall covers the annular rebar structure, comprising:
Binding annular connecting steel bars and annular bearing rings on the part of the annular steel bar structure, which is exposed out of the supporting tank wall;
and pouring concrete on the wall of the supporting tank to cover the annular steel bar structure to form an annular top ring beam, so that one part of the bearing ring is positioned in the top ring beam, and the other part of the bearing ring is exposed out of the inner side surface of the top ring beam.
9. The method of external tank casting for full tank according to claim 8, wherein the dome comprises a circular dome and an annular dome, the annular dome being disposed around the circular dome edge, the casting a dome on the top ring beam comprising:
pouring concrete at the inner edge of the top ring beam to form the annular dome;
and pouring concrete at the inner edge of the annular dome to form the circular dome.
10. The method of outer tank casting of a full tank of claim 9, wherein the annular dome comprises a plurality of sub-annular domes, the casting concrete at an inner edge of the top ring beam forming the annular dome, comprising:
pouring a first sub-annular dome on the inner edge of the top ring beam;
Pouring a second sub-annular dome on the inner edge of the first sub-annular dome, wherein the inner circle of the first sub-annular dome surrounds the outer circle of the second sub-annular dome;
and pouring the sub-annular dome sequentially according to the diameter direction of the circular dome until the annular dome is formed.
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