CN108166471B - Construction method of complicated geological transfer beam - Google Patents
Construction method of complicated geological transfer beam Download PDFInfo
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- CN108166471B CN108166471B CN201711463168.6A CN201711463168A CN108166471B CN 108166471 B CN108166471 B CN 108166471B CN 201711463168 A CN201711463168 A CN 201711463168A CN 108166471 B CN108166471 B CN 108166471B
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- 238000010276 construction Methods 0.000 title claims abstract description 14
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 78
- 239000010959 steel Substances 0.000 claims abstract description 78
- 238000006243 chemical reaction Methods 0.000 claims abstract description 70
- 239000004567 concrete Substances 0.000 claims abstract description 39
- 239000011435 rock Substances 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 25
- 235000019994 cava Nutrition 0.000 claims abstract description 9
- 238000005553 drilling Methods 0.000 claims abstract description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 45
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 239000000463 material Substances 0.000 claims description 4
- 230000009466 transformation Effects 0.000 abstract 1
- 230000036571 hydration Effects 0.000 description 4
- 238000006703 hydration reaction Methods 0.000 description 4
- 230000000750 progressive effect Effects 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
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- Engineering & Computer Science (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Foundations (AREA)
Abstract
The invention discloses a construction method of a complex geological transformation beam, which comprises the following steps: (1) under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method; (2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed; (3) backfilling the karst cave with rubble; (4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam and the frame column on the cushion layer; (5) adopting a supporting shelf to bind the steel bars of the transfer beam and the frame column on the cushion layer; (6) and pouring concrete of the conversion beam and the frame column, wherein the pouring direction of the concrete of the conversion beam is symmetrically performed from the middle to two sides. The method ensures that the conversion beam steel bars are firmly and reliably bound, the design position is accurate, and the pouring quality of the conversion beam concrete is ensured.
Description
Technical Field
The invention relates to conversion beam construction, in particular to a construction method of a conversion beam in complex geology.
Background
At present, the building structure of the house in China mainly takes a reinforced concrete structure as a main part, and a large-span building structure is adopted, so that the traditional bored cast-in-place pile foundation is well developed, but the foundation with karst caves, in particular to the foundation with the karst caves, which has large standard height and large variation, and has no definite rule. Building buildings in this area must be handled with great care, especially for high-rise buildings.
Chinese patent No. CN201210073760.6 discloses a method for simultaneously reinforcing an original lower structure and constructing a newly-built upper structure, in which the original lower structure is a structure to be reinforced, the upper structure is a newly-built upper structure, and when the original lower bearing structure is allowed to be stressed, the load of the newly-built upper structure is transferred downward by arranging a measure transfer beam, so that the upper and lower structures can be constructed simultaneously. The invention places the upper load on the arranged measure conversion beam, and transfers the load through the vertical structure, so that the original structure reinforcing engineering at the lower part and the newly built structure at the upper part can be simultaneously constructed. This patent is the transfer beam that original structure reinforcement in lower part and the newly-built structure in upper portion were under construction simultaneously and are set up, is not applicable to the transfer beam construction when complicated solution cavity geology.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a construction method of a complicated geological transfer beam, which is convenient to construct and install, firm and reliable to install, low in one-time investment, economical and applicable.
A construction method of a complicated geological transfer beam comprises the following steps:
(1) under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam and the frame column on the cushion layer;
(5) adopting the support to shelve the frame ligature shifting beam and the reinforcing bar of frame post on the bed course, when the reinforcing bar of ligature shifting beam, at the relative sparse department of reinforcing bar every 1.5 ~ 2m lay down the material pipe, the ligature the reinforcing bar of shifting beam and the reinforcing bar step of frame post do: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest;
(6) and pouring concrete of the conversion beam and the frame column, wherein the pouring method of the concrete of the conversion beam is to symmetrically pour layer by layer from the middle to two sides.
The method adopts a foundation conversion beam and adopts a foundation structure form of a beam upper column. And (3) detecting complete rocks which meet the standard requirement at the periphery of the karst cave under the foundation, using the complete rocks as a bearing layer for installing and replacing the beam on the foundation, and taking an independent foundation column on the transfer beam. And backfilling the karst cave outside the complete rock surface with rubble. When the steel bars of the transfer beam are bound, the steel pipes are used for supporting the rest stand, the binding steel bars are laid in layers, and the transverse supports of the rest stand are pulled out in layers. The steel bar binding of the transfer beam is ensured to be firm and reliable, and the design position is accurate. The pouring direction of the conversion beam concrete is symmetrically performed from the middle to two sides so as to ensure the stability of the support system. The conversion beam concrete adopts the principle of thin layer pouring. Therefore, the area of the working surface of the concrete part is enlarged by pouring, the discharge of hydration heat of the concrete part is facilitated, and the lateral pressure of the template during the pouring of the concrete is also reduced. The concrete adopts a fixed-point pouring method, and the concrete is fed through a feeding pipe which is pre-arranged in the beam, so that the filling of the concrete in the beam can be carried out from bottom to top, the phenomena of aggregate accumulation at the upper part of the conversion beam and incompact pouring at the lower part are avoided, and the pouring quality of the conversion beam concrete is ensured.
Drawings
FIG. 1 is a schematic diagram of a construction joint of a transfer beam and a frame column in the construction method of the complex geological transfer beam;
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings.
The construction method of the complicated geological transfer beam shown in figure 1 comprises the following steps:
(1) under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing stratum which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method, wherein the rock bearing stratum 1 and the rock bearing stratum 2 are shown in the figure;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam 3 and the frame column 4 on the cushion layer;
(5) adopting the support to shelve the frame ligature shifting beam and the reinforcing bar of frame post on the bed course, when ligature shifting beam 3's reinforcing bar, at the relative sparse department of reinforcing bar every 1.5 ~ 2m the laying-down pipe of establishing, the ligature the reinforcing bar of shifting beam and the reinforcing bar step of frame post do: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest; the binding method of the reinforcing steel bars of the conversion beam and the frame column in the step can be realized by adopting the existing method.
(6) And pouring concrete of the conversion beam 3 and the frame column 4, wherein the pouring method of the concrete of the conversion beam is symmetrically layered from the middle to two sides, and the length of the conversion beam is preferably greater than 1.5 times of the height of the conversion beam.
Example 1
(1) Under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam 3 and the frame column 4 on the cushion layer;
(5) adopting a supporting shelf frame to bind the reinforcing steel bars of the transfer beam and the frame column on the cushion layer, arranging blanking pipes at the position where the reinforcing steel bars are relatively sparse at intervals of 1.5m while binding the reinforcing steel bars of the transfer beam 3, and binding the reinforcing steel bars of the transfer beam and the reinforcing steel bars of the frame column: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest; the binding method of the reinforcing steel bars of the conversion beam and the frame column in the step can be realized by adopting the existing method.
(6) And pouring concrete of the conversion beam 3 and the frame column 4, wherein the pouring method of the conversion beam concrete is that three layers are symmetrically poured from the middle to two sides. The length of the conversion beam is larger than 1.5 times of the height of the conversion beam.
When the steel bars of the transfer beam are bound, the steel pipes are used for supporting the rest stand, the binding steel bars are laid in layers, and the transverse supports of the rest stand are pulled out in layers. The steel bar binding of the transfer beam is ensured to be firm and reliable, and the design position is accurate. The pouring direction of the conversion beam concrete is symmetrically performed from the middle to two sides so as to ensure the stability of the support system. The conversion beam concrete adopts the principle of thin layer pouring and progressive sequence. Therefore, the area of the working surface of the concrete part is enlarged by pouring, the discharge of hydration heat of the concrete part is facilitated, and the lateral pressure of the template during the pouring of the concrete is also reduced.
Example 2
(1) Under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam 3 and the frame column 4 on the cushion layer;
(5) adopting the support to shelve the frame ligature shifting beam and the reinforcing bar of frame post on the bed course, when ligature shifting beam 3's reinforcing bar, at the relative sparse department of reinforcing bar every 2m lay down the material pipe, the ligature the reinforcing bar of shifting beam and the reinforcing bar step of frame post do: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest; the binding method of the reinforcing steel bars of the conversion beam and the frame column in the step can be realized by adopting the existing method.
(6) And pouring concrete of the conversion beam 3 and the frame column 4, wherein the pouring method of the conversion beam concrete is that three layers are symmetrically poured from the middle to two sides. The length of the conversion beam is larger than 1.5 times of the height of the conversion beam.
When the steel bars of the transfer beam are bound, the steel pipes are used for supporting the rest stand, the binding steel bars are laid in layers, and the transverse supports of the rest stand are pulled out in layers. The steel bar binding of the transfer beam is ensured to be firm and reliable, and the design position is accurate. The pouring direction of the conversion beam concrete is symmetrically performed from the middle to two sides so as to ensure the stability of the support system. The conversion beam concrete adopts the principle of thin layer pouring and progressive sequence. Therefore, the area of the working surface of the concrete part is enlarged by pouring, the discharge of hydration heat of the concrete part is facilitated, and the lateral pressure of the template during the pouring of the concrete is also reduced.
Example 3
(1) Under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam 3 and the frame column 4 on the cushion layer;
(5) adopting the support to shelve the frame ligature shifting beam and the reinforcing bar of frame post on the bed course, when ligature shifting beam 3's reinforcing bar, at the relative sparse department of reinforcing bar every 1.8m lay down the material pipe, ligature the reinforcing bar of shifting beam and the reinforcing bar step of frame post do: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest; the binding method of the reinforcing steel bars of the conversion beam and the frame column in the step can be realized by adopting the existing method.
(6) And pouring concrete of the conversion beam 3 and the frame column 4, wherein the pouring method of the conversion beam concrete is that three layers are symmetrically poured from the middle to two sides. The length of the conversion beam is larger than 1.5 times of the height of the conversion beam.
When the steel bars of the transfer beam are bound, the steel pipes are used for supporting the rest stand, the binding steel bars are laid in layers, and the transverse supports of the rest stand are pulled out in layers. The steel bar binding of the transfer beam is ensured to be firm and reliable, and the design position is accurate. The pouring direction of the conversion beam concrete is symmetrically performed from the middle to two sides so as to ensure the stability of the support system. The conversion beam concrete adopts the principle of thin layer pouring and progressive sequence. Therefore, the area of the working surface of the concrete part is enlarged by pouring, the discharge of hydration heat of the concrete part is facilitated, and the lateral pressure of the template during the pouring of the concrete is also reduced.
Claims (2)
1. A construction method of a complicated geological transfer beam is characterized by comprising the following steps:
(1) under the condition that a karst cave exists at the position of a foundation pit to be excavated, firstly, detecting a rock bearing layer which meets the set bearing capacity requirement around the karst cave by using a pilot drilling method;
(2) excavating foundation pits to the top surface of the rock bearing stratum, and then continuously excavating between two adjacent foundation pits and the rock bearing stratum until karst caves are exposed;
(3) backfilling the karst cave with rubble;
(4) obliquely spanning and laying a cushion layer between two adjacent rock bearing layers, and then determining the positions of the conversion beam and the frame column on the cushion layer;
(5) adopting the support to shelve the frame ligature shifting beam and the reinforcing bar of frame post on the bed course, when the reinforcing bar of ligature shifting beam, at the relative sparse department of reinforcing bar every 1.5 ~ 2m lay down the material pipe, the ligature the reinforcing bar of shifting beam and the reinforcing bar step of frame post do: (a) the steel pipe supporting and placing frame is erected on the cushion layer and is formed by fixedly connecting a plurality of vertical supports, and the steel pipe supporting and placing frame is divided into an upper multi-layer structure and a lower multi-layer structure; (b) laying a transverse support on a bottom frame of the steel pipe support rest at the lowest layer; (c) laying and binding lower rows of steel bars of the transfer beam and lower rows of steel bars of the frame column on the transverse support in a layered manner; (d) drawing the transverse support; (e) a transverse support drawn out from the steel pipe support rest at the lowest layer is laid on the bottom frame of the support rest at the upper layer; (f) laying and binding the upper row of reinforcing steel bars of the conversion beam and the upper row of reinforcing steel bars of the frame column on the transverse support of the upper layer of support rest stand in a layered manner, binding and fixing the lower row of reinforcing steel bars and the upper row of reinforcing steel bars of the conversion beam, and fixing the upper row of reinforcing steel bars and the lower row of reinforcing steel bars of the frame column; (g) repeating the step (d), drawing the transverse support away from the steel pipe support rest at the upper layer, and repeating the step (e) and the step (f) until the steel bars on all the conversion beams and the steel bars of the frame columns are bound; (h) removing the vertical support of the whole steel tube support rest;
(6) and pouring concrete of the conversion beam and the frame column, wherein the pouring method of the concrete of the conversion beam is to symmetrically pour layer by layer from the middle to two sides.
2. The complex geological conversion beam construction method according to claim 1, characterized in that: the length of the conversion beam is larger than 1.5 times of the height of the conversion beam.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2337229Y (en) * | 1998-05-15 | 1999-09-08 | 南京市民用建筑设计研究院 | Beam pillar-plate column combined structure |
| CN201459913U (en) * | 2009-08-20 | 2010-05-12 | 广东省建科建筑设计院 | Joint of composite steel concrete transition box beam wrapping composite steel concrete transition column |
| CN203008375U (en) * | 2012-11-28 | 2013-06-19 | 泰兴市第一建筑安装工程有限公司 | Conversion beam stanchion |
| CN106917331A (en) * | 2017-04-20 | 2017-07-04 | 长沙理工大学 | The road structure and its construction method of a kind of deep-lying karst area water sealing consolidation |
-
2017
- 2017-12-28 CN CN201711463168.6A patent/CN108166471B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2337229Y (en) * | 1998-05-15 | 1999-09-08 | 南京市民用建筑设计研究院 | Beam pillar-plate column combined structure |
| CN201459913U (en) * | 2009-08-20 | 2010-05-12 | 广东省建科建筑设计院 | Joint of composite steel concrete transition box beam wrapping composite steel concrete transition column |
| CN203008375U (en) * | 2012-11-28 | 2013-06-19 | 泰兴市第一建筑安装工程有限公司 | Conversion beam stanchion |
| CN106917331A (en) * | 2017-04-20 | 2017-07-04 | 长沙理工大学 | The road structure and its construction method of a kind of deep-lying karst area water sealing consolidation |
Non-Patent Citations (1)
| Title |
|---|
| 对某高层建筑深基坑逆作法施工实例的分析;陈树艺;《广东科技》;20130228(第3-4期);第163-164页 * |
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