CN102758491B - Shear wall heat insulation system and construction method thereof - Google Patents

Abstract

The present invention provides a shear wall insulation system and a construction method thereof, wherein the shear wall insulation system comprises a cast-in-place shear wall layer and an aerated concrete layer, wherein the aerated concrete layer is bonded to the outer side of the cast-in-place shear wall layer; the aerated concrete layer is the outer formwork of the cast-in-place shear wall layer, and the aerated concrete layer is a masonry layer. The shear wall insulation system provided by the present invention comprises three layers of materials. The innermost layer of the system is a cast-in-place concrete shear wall layer, the middle layer is an aerated concrete insulation layer, and the outermost layer is an exterior wall tile facing layer. The thermal conductivity of the aerated concrete insulation layer is 0.12 kcal/m·h·℃, and the thermal insulation performance is good. The aerated concrete insulation layer itself has excellent durability, and the strength of the aerated concrete decreases less during natural carbonization during use. The freeze-thaw effect also has little effect on it, so the system is insulated, and the durability of the insulation material is good. Moreover, aerated concrete is a non-combustible body that can play a fireproof role.

Description

Shear wall insulation system and its construction method

technical field

The present invention relates to the field of shear wall construction, in particular, to a shear wall thermal insulation system. Another aspect of the present invention also provides a construction method of the above-mentioned shear wall thermal insulation system.

Background technique

In high-rise buildings, the thermal insulation performance of shear walls plays a decisive role in the energy-saving effect of the entire building. At present, the shear wall insulation methods widely used in practical engineering in my country mainly include internal insulation method and external insulation method. There are problems in both methods: that is, if the internal insulation method is used, thermal bridges are easily formed at the junction of the interior and exterior walls, ring beams, etc., the insulation layer is easy to crack and fall off, and it is difficult to maintain the insulation layer; if the external insulation method is used When the thermal insulation material is kept outside for a long time, the thermal insulation material is prone to cracking and hollowing, the life of the thermal insulation material is shortened, and the exterior decoration installed on the thermal insulation material is also easy to fall off, and the fireproof performance of the thermal insulation material is poor.

Contents of the invention

The purpose of the present invention is to provide a shear wall thermal insulation system and its construction method to solve the technical problems in the prior art that the thermal insulation material has a short service life and the thermal insulation layer and facing materials are easy to fall off.

In order to achieve the above object, according to one aspect of the present invention, a shear wall insulation system is provided, including a cast-in-place shear wall layer and an aerated concrete layer, and the aerated concrete layer is attached to the cast-in-place shear wall The outer side of the layer; the aerated concrete layer is the outer formwork of the cast-in-place shear wall layer, and the aerated concrete layer is the masonry layer.

Further, it also includes a finish layer installed outside the air-entrained concrete layer.

Further, it also includes a plurality of tension screws and a plurality of cement braces, and the tension screws and cement braces are respectively vertically installed in the cast-in-place shear wall layer in the aerated concrete layer; the plurality of tension screws are installed along the The vertical and horizontal directions of the air-entrained concrete layer are dislocated and dispersed respectively; a plurality of cement braces are installed in one end of the cast-in-place shear wall layer, and are distributed and dislocated respectively along the longitudinal direction and the transverse direction of the air-entrained concrete layer.

Further, it also includes a plurality of steel bars installed in the cast-in-place shear wall layer, the steel bars are hung on the cement braces, and vertically pull the screws; A reticulated steel skeleton is formed in the wall layer.

According to another aspect of the present invention, there is also provided a construction method for the above-mentioned shear wall thermal insulation system, comprising the following steps:

1) Masonry as the aerated concrete layer as the outer formwork of the cast-in-place shear wall layer;

2) Install the inner formwork of the cast-in-place shear wall layer at intervals and facing the aerated concrete layer, and the inner formwork is located on the inner side of the aerated concrete layer;

3) Concrete is poured in the area surrounded by the inner formwork and the aerated concrete layer to form a cast-in-place shear wall layer.

Further, before step 3), a plurality of tension screws and a plurality of cement braces are installed between the air-entrained concrete layer and the inner formwork.

Further, after installing the tension screw and the cement brace, and before step 3), install the inner flute on the outside of the aerated concrete layer, and install the outer flute on the outer side of the inner formwork; the inner flute and the outer flute are parallel to each other and parallel in the air-entrained concrete layer.

Further, before step 3), the air-entrained concrete layer is pre-wetted.

The present invention has the following beneficial effects:

The shear wall insulation system provided by the invention includes three layers of materials. The innermost layer of the system is the cast-in-place concrete shear wall layer, the middle layer is the aerated concrete insulation layer, and the outermost layer is the exterior wall tile facing layer. The thermal conductivity of the air-entrained concrete insulation layer is 0.12 kcal/m·h·℃, and the thermal insulation performance is good. The aerated concrete insulation layer itself has excellent durability, and the strength of the aerated concrete naturally carbonizes less during use. The effect of freezing and thawing has little effect on it, so the system is kept warm, and the durability of the heat preservation material is good.

The thermal insulation system of the shear wall provided by the invention adopts the aerated concrete with fireproof performance as the thermal insulation layer, so that the system can play the role of fire prevention while exerting the function of thermal insulation. Air-entrained concrete is a non-combustible body. It has low thermal conductivity and slow heat migration. When it does not burn itself, it can also protect other structures of the system from adverse effects due to excessive heating. The material does not produce harmful gases at high temperatures, and its strength even increases slightly when the system temperature is below 600°C. The fireproof performance of air-entrained concrete can meet and meet the requirements of the Ministry of Public Security for fireproof materials, which broadens the scope of application of the system.

The shear wall insulation system provided by the invention has low price. The cost of this system is about 32.57 yuan/m ² only by calculating the three items of labor, material and machinery consumed, while under the same conditions, the cost of the system is about 67.33 yuan/m 2 m ² .

In the construction method provided by the invention, the aerated concrete layer is used as the outer template when the shear wall layer is poured. When pouring concrete, the concrete on the surface of the shear wall can directly contact with the air-entrained concrete. Air-entrained concrete not only has the chemical composition of ordinary concrete but also has a large number of pores on its surface. When the material is used as the outer formwork of the concrete shear wall layer to pour the shear wall concrete, the flowing concrete slurry can enter the pores on the surface of the air-entrained concrete, so that the hydration reaction of the concrete can go deep into the interior of the air-entrained concrete layer. , After hardening, the embedded structure with strong mechanical capacity is formed between the concrete shear wall and the air-entrained concrete. The embedded structure can effectively solve the phenomenon that the traditional insulation layer and the shear wall layer are not bonded firmly and are prone to hollowing and falling off.

In addition to the objects, features and advantages described above, the present invention has other objects, features and advantages. Hereinafter, the present invention will be described in further detail with reference to the drawings.

Description of drawings

The accompanying drawings constituting a part of this application are used to provide further understanding of the present invention, and the schematic embodiments and descriptions of the present invention are used to explain the present invention, and do not constitute an improper limitation of the present invention. In the attached picture:

Fig. 1 is the partial structural representation of the shear wall thermal insulation system of preferred embodiment of the present invention;

Fig. 2 is a partial sectional schematic diagram of the construction process of the shear wall thermal insulation system of the preferred embodiment of the present invention;

Fig. 3 is a top sectional schematic diagram of Fig. 2;

Fig. 4 is a partial sectional schematic diagram of the construction process of the shear wall thermal insulation system of the preferred embodiment of the present invention;

Fig. 5 is the structural representation of the system specimen of the present invention used in the shear-tensile experiment;

Fig. 6 is a schematic structural representation of the system test piece of the present invention used in splitting and pulling experiments;

Fig. 7 is the structural representation of the concrete multiaxial experiment loading device used in the present invention; And

Fig. 8 is a schematic diagram of the structure of the loading device of the split-pull test device used in the present invention.

detailed description

The embodiments of the present invention will be described in detail below with reference to the accompanying drawings, but the present invention can be implemented in many different ways defined and covered by the claims.

Referring to Fig. 1, the shear wall thermal insulation system provided by the present invention includes a cast-in-place shear wall layer 1 and an aerated concrete layer 2, and the aerated concrete layer 2 is masonry. The aerated concrete layer 2 is attached to the outside of the cast-in-place shear wall layer 1 to play the role of heat preservation. At the same time, the aerated concrete layer 2 functions as an external formwork for the cast-in-place shear wall layer 1 . It replaces the external formwork that needs to be installed when pouring concrete. Cast-in-place shear wall layer 1 is poured according to conventional construction methods. In order to increase the appearance of the system, a finishing material can also be pasted on the outside of the air-entrained concrete layer 2 to form a finishing layer 3 .

Referring to FIG. 2 , in order to increase the strength of the cast-in-place shear wall layer 1 , before pouring concrete, it is necessary to set a plurality of tension screws 230 perpendicular to the aerated concrete layer 2 in the area to be poured. Each tension screw 230 is arranged in a dislocation manner along the longitudinal direction and the lateral direction of the air-entrained concrete layer 2 . The two ends of each opposite-drawing screw 230 protrude from the system, and the ends of each opposite-drawing screw 230 protruding from the system are provided with threads, and the 3-type member 250 is respectively sleeved on the two ends of the corresponding opposite-drawing screw 230, and then The nuts are screwed on the threads corresponding to the two ends of the pulling screw 230 to be locked on the outer wall of the 3-type component 250 , thereby fixing the pulling screw 230 .

Referring to FIG. 3 , a plurality of cement braces 220 may also be arranged at intervals in one end of the cast-in-place shear wall layer 1 . Each cement support head 220 is installed vertically to the air-entrained concrete layer 2 , and is arranged in a staggered manner along the longitudinal and transverse directions of the air-entrained concrete layer 2 . In order to further enhance the stress load of the cast-in-place shear wall layer 1 , a plurality of steel bars can also be hung in the cast-in-place shear wall layer 1 . The reinforcement is perpendicular to the tension screw 230 and parallel to the aerated concrete layer 2 . The cement support head 220, the steel bar and the tension screw rod 230 form a netted shear wall steel skeleton. The skeleton is included in the cast-in-place shear wall layer 1 .

Each layer of the above system can be made by conventional methods. The inner formwork needs to be installed before pouring the shear wall layer, and the area surrounded by the inner formwork and the aerated concrete layer is the pouring area of the shear wall. When pouring, the inner formwork and the air-entrained concrete layer play a role in supporting and shaping the poured concrete. After pouring, the inner formwork can be removed. Adopting this structure can save the installation procedure and reduce the installation of the outer formwork. At the same time, since the poured concrete is in direct contact with the air-entrained concrete layer, the concrete layer can penetrate deep into the air-entrained concrete to form an embedded structure when it solidifies, thereby enhancing the bonding strength of the system.

In order to improve the bonding performance between the aerated concrete layer and the cast-in-place shear wall layer 1, another aspect of the present invention also provides a construction method of the above-mentioned shear wall insulation system. The method includes the following steps:

Firstly, the aerated concrete bricks are laid vertically on the ground to obtain the aerated concrete layer 2, and the size of the aerated concrete layer 2 corresponds to the cast-in-place shear wall layer 1. Carry out masonry by conventional method when masonry aerated concrete block 2.

Referring to FIG. 2 , the inner formwork 270 located inside the air-entrained concrete layer 2 is installed, and the installation holes are relatively set on the inner formwork 270 and the air-entrained concrete layer 2 according to the position of the tension screw 230 installed. The pull screw 230 is installed into the installation hole through the 3-type member 250 . Install the inner flute 210 on the inside of the air-entrained concrete layer 2 afterwards. The outer corrugated 240 is installed on the outer side of the inner template 270 . Both the inner corrugation 210 and the outer corrugation 240 need to be removed after pouring the cast-in-place shear wall layer 1.

Referring to FIG. 3 , a cement support 220 is installed at one end of the area enclosed by the inner formwork 270 and the air-entrained concrete layer 2 . A plurality of cement props 220 are interlaced and scattered along the horizontal and vertical directions of the air-entrained concrete layer 2 . Obviously, multiple steel bars can also be hung on the cement brace 220 at this time. The cement brace 220 , steel bar and tension screw 230 form a reticular steel skeleton in the area enclosed by the inner formwork 270 and the aerated concrete layer 2 .

Referring to FIG. 4 , concrete is poured into the area enclosed by the inner formwork 270 and the aerated concrete layer 2 to form a cast-in-place concrete layer 1 . The aerated concrete layer 2 plays the role of pouring the external formwork of the shear wall, which can not only support the cast-in-place concrete layer 1, but also make the cast-in-place concrete layer 1 and the aerated concrete layer 2 directly contact. After the concrete is poured into this area, it solidifies, and at this moment, the concrete is in direct contact with the surface of the air-entrained concrete layer 2 . The hydration reaction of concrete can go deep into the interior of the air-entrained concrete layer, and after hardening, an embedded structure with strong mechanical capacity is formed between the concrete shear wall and the air-entrained concrete. The embedded structure can effectively solve the phenomenon that the traditional insulation layer and the shear wall layer are not bonded firmly and are prone to hollowing and falling off.

Of course, in order to increase the bonding strength between the air-entrained concrete layer 2 and the cast-in-place concrete layer 1, the air-entrained concrete layer 2 can be pre-wetted according to conventional methods before pouring the cast-in-place concrete layer 1 .

Bonding Performance Experiment of Shear Wall Thermal Insulation System

1 test material

The concrete used in the test is composite Portland cement (No. P.C32.5) purchased from Changsha Pingtang Cement Factory, and the concrete obtained by mixing has an average compressive strength of 21.8MPa. Air-entrained concrete (MU3.5 grade) was purchased from Changsha Changle Building Materials Co., Ltd. Referring to "Standards for Test Methods of Concrete Structures" (GB50152-92) and "Test Methods for Performance of Autoclaved Aerated Concrete" (GBT11969-2008), a test piece with a size of 600×150×150mm was manufactured.

Shear-tension test specimen 1 Referring to FIG. 5 , the specimen includes a first cast-in-place concrete layer 340 , an air-entrained concrete layer 310 and a second cast-in-place concrete layer 330 located inside a steel mold 320 . The steel mold 320 includes two oppositely placed steel plates. The outer sides of the first and second cast-in-place concrete layers 340 and 350 are in contact with the inner side walls of the steel mold 320 respectively. The air-entrained concrete layer 310 is disposed between the first and second cast-in-place concrete layers 340 , 350 . Two lifting rings 350 are also symmetrically installed on the outer wall of the steel mold 320 .

The production method of the test piece: cut the aerated concrete block into 100mm×150mm×150mm, and fix it in the center of the steel mold 320 with the size of 600mm×150mm×150mm. After pouring water on the aerated concrete block, freshly mixed ordinary concrete is poured between both sides of the water aerated concrete block and the steel form 320 . After pouring, place the test piece on a vibrating table, vibrate for 3 minutes to form, cover the test piece with a wet sack after vibrating, and remove the steel molds 320 on both sides of the test piece after standing for 24 hours. In order to be closer to the state during construction, the specimens were cured by covering and watering, and the curing time was 28 days. After the curing is completed, use a concrete grinder to grind the ordinary concrete protective layer on both sides of the specimen until the coarse aggregate is exposed, and then use a high-strength epoxy resin cement to paste the steel mold 320 to the outside of the specimen and let it stand for 24 hours.

As for the splitting test specimen 2, see FIG. 6 , the specimen size is 100×150×150 mm, and includes an aerated concrete layer 310 and a second poured concrete layer 330 attached to each other. Production method: first stack the air-entrained concrete layer 310 and set a formwork on the opposite surface at intervals, and pour the second poured concrete layer 330 between the formwork and the air-entrained concrete layer 310 . After the second poured concrete layer 330 is completely dry, the formwork is removed to obtain a test piece.

The comparative sample of the split-pull test was used to stick the polystyrene board to the outer wall of the shear wall with an adhesive according to the regulations of "Expanded Polystyrene Board Thin Plastering Exterior Wall External Thermal Insulation System" (JG149-2003), and the size It is 100×150×150mm. Adhesives used are commonly used such as polyurethane adhesives and the like.

2 Experimental equipment and experimental plan

Specimen Shear-Tension Test

The concrete multiaxial experimental loading device with the structure shown in Figure 7 was used for testing. The concrete multi-axis experimental loading device includes a reaction frame 410 installed above the specimen 1, a stress sensor 400 fixed on the reaction frame 410 facing the specimen 1, a jack 430 connected to one end of the stress sensor 400, and a jack 430 installed on the specimen 1. The fixed steel frame 440 on the left side, the tension device installed on the right side of the test piece 1, the trolley 460 for placing the test piece 1 and the test stand 490 for placing the trolley 460. The test piece 1 is placed on the trolley 460 with wheels installed on the bottom. The trolley 460 includes a first trolley and a second trolley spaced apart. The first trolley and the second trolley are placed on the test stand 490 at intervals. The first concrete layer 340 in the test piece 1 was placed on the first trolley, and the second concrete layer 330 was placed on the second trolley. The air-entrained concrete layer 310 of the specimen 1 is suspended. The fixed steel frame 440 on one side of the test piece 1 is connected to the suspension ring 350 on one side of the test piece 1 through a steel strand 450 . The suspension ring 350 on the other side of the test piece 1 faces the tensioner. The tensioner includes an adjustable pulley 470 and a tension loader 480 located below the pulley 470 . The suspension ring 350 on the other side of the specimen 1 is connected to the tension loader 480 through the steel strand 450 , and the steel strand 450 is lapped on the pulley 470 . The tension loader 480 is a hanging basket for holding weights. One end of the jack 430 is in contact with the top of the aerated concrete layer 310 in the test piece 1 .

When it is necessary to test the axial force bearing capacity of the specimen 1 , a weight is placed in the hanging basket of the tension loader 480 . The steel strand 450 on one side of the test piece 1 is tensioned, and the steel strand 450 on the other side of the test piece 1 is also tensioned. Specimen 1 is subjected to lateral tension.

When the shear stress capacity of the test piece 1 needs to be tested, the wheels at the bottom of the trolley 460 are fixed to keep the trolley still. Downward pressure is applied to the test piece 1 by the jack 430 . The force exerted by the jack 430 acts on the air-entrained concrete layer 310 to generate longitudinal shear stress between the air-entrained concrete layer 310 and the first and second concrete layers 340 and 330 . The force exerted by the jack 430 can be measured by the strain sensor 400 .

The maximum pressure value of the jack 430 used in this test is 10 tons. According to the requirements of "Concrete Structure Test Method Standard" (GB50152-92), the added shear stress is loaded in stages, and the magnitude of the shear stress is read by the stress sensor 400 with a maximum range of 5t and its supporting stress tester. The lateral tension value is obtained by converting the mass of the weight actually placed in the hanging basket.

Specimen Split Pull Test

The test was carried out using the loading device of the splitting test device shown in Figure 8. The device includes press plates 500 located at the top and bottom of the test piece 2 . Angle steels 510 are provided on the side of the pressing plate 500 facing the test piece 2 . The sharp end of the angle steel 510 faces the contact surface of the air-entrained concrete layer 310 and the second poured concrete layer 330 in the test piece 2 . During the experiment, the pressure plate 500 of the press machine is started to press down on the specimen 2, and the sharp end of the angle steel 510 makes the contact surface of the air-entrained concrete layer 310 and the second poured concrete layer 330 bear force, so as to measure the relative strength of the two in the specimen 2. The bearing capacity of the interface. The pressure applied by the press can be read from the gauge of the press. The comparative sample was also tested under the above conditions.

Items to be recorded during the test include:

①The value of the lateral tensile stress when the specimen is damaged each time;

②The value of the shear stress when the specimen is damaged each time;

③ The shape of the failure surface after each specimen failure.

3 Specimen test results and their explanations

The failure surface types of the specimen include three brittle failures: pure interface failure, interface-material failure and material failure.

The first category: pure interface damage. There is a splitting sound when the specimen is damaged. The specimen is destroyed from the interface between the aerated concrete layer and the cast-in-place concrete layer and is divided into two pieces. The load value of the specimen when the interface is damaged is significantly lower than that when the material is damaged load value. The failure surface of the specimen is overall failure, which is caused by the fact that when the loading reaches a certain value, the bonded interface between the air-entrained concrete layer 310 and the concrete layer reaches the ultimate bond strength at the same time, so that the entire bonded interface Simultaneously dislocation and destruction.

The second category: interface-material failure. When the specimen was broken, there was a splitting sound, and the specimen was broken into 2~3 pieces. The failure interface of the specimen is an inclined plane, and the inclined plane extends from the inside of the air-entrained concrete layer 310 to the joint surface between the air-entrained concrete layer 310 and the first or second poured concrete layer 330 or 340 . The load value when interface-material failure occurs in the specimen is between material failure and interface failure.

The third category: material damage. When the specimen was broken, there was a splitting sound, and the specimen was broken into 2~3 pieces. When material failure occurs in the specimen, the failure surfaces are all in the air-entrained concrete layer 310, and the interface between the air-entrained concrete layer 310 and the first and second poured concrete layers 330, 340 is well preserved. Material failure occurs when the specimen is subjected to the maximum force.

Tensile stress and shear stress are calculated from the lateral force and vertical force on the specimen according to common formulas. The test results of each specimen are shown in Table 1.

Table 1 Specimen shear-tensile test results

Specimen Split Pull Test

Five experiments with different pressures were carried out on specimen 2, and the pressure and strength of specimen 2 were recorded when failure occurred. The results are listed in Table 2.

Table 2 Splitting test results of specimen 2

experiment number 1 2 3 4 5 average value Pressure value (kN) 13.70 11.00 14.40 21.40 15.70 15.24 Strength (Mpa) 0.63 0.50 0.67 0.98 0.71 0.70

4 Conclusion

It can be seen from Table 1 that none of test pieces 1 to 9 are interface damaged, indicating that in the shear wall insulation system provided by the present invention, the aerated concrete layer and the cast-in-place concrete layer are closely bonded, and it is not easy to fall off, even if the lateral force When the vertical force reaches 400kg and the vertical force reaches 20.16KN, there is still no interface failure. It shows that the system provided by the present invention has better interfacial bonding performance than the thermal insulation system prepared by the existing method.

It can be seen from Table 2 that specimen 2 can withstand a longitudinal pressure of up to 15.24kN and a strength of 0.7Mpa. The comparative sample can only withstand 0.2Mpa under the same conditions. It shows that the thermal insulation system prepared by the method provided by the invention has higher bonding strength and is not easy to fall off.

The above descriptions are only preferred embodiments of the present invention, and are not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and changes. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principles of the present invention shall be included within the protection scope of the present invention.

Claims (4)

1. a construction method for shear wall thermal insulation system, is characterized in that, described shear wall thermal insulation system comprises cast-in-place note shearing wall layers and aerated concrete layer, and described aerated concrete layer laminating is arranged at the outside of described cast-in-place note shearing wall layers; Described aerated concrete layer is the exterior sheathing of described cast-in-place note shearing wall layers, and described aerated concrete layer is for building layer by laying bricks or stones;

Also comprise multiple Screw arbor with nut at both-ends and multiple cement fastener, described Screw arbor with nut at both-ends and described cement fastener are installed in described cast-in-place note shearing wall layers respectively vertical described aerated concrete layer;

Multiple described Screw arbor with nut at both-ends to misplace dispersion arrangement respectively along the vertical and horizontal of described aerated concrete layer; Multiple described cement fastener is installed in one end of described cast-in-place shear wall layer, and to misplace respectively dispersion arrangement along the vertical and horizontal of described aerated concrete layer;

This wall construction method, comprises the following steps:

1) first vertical ground builds gas concrete fragment of brick by laying bricks or stones, obtains aerated concrete layer, and the size of aerated concrete layer is corresponding with cast-in-place note shearing wall layers;

2) be positioned at the inner formword inside aerated concrete layer, and on inner formword and aerated concrete layer, be oppositely arranged installing hole according to the position of installing Screw arbor with nut at both-ends; By 3 type components, Screw arbor with nut at both-ends is mounted in installing hole; Stupefied in the inner side of aerated concrete layer is installed again afterwards; Install outer stupefied in the outside of inner formword; In after pouring into a mould cast-in-place note shearing wall layers, stupefied and outer stupefied all need is removed;

3) in the one end in the region that inner formword and aerated concrete layer surround, cement fastener is installed; Horizontal and vertical staggered dispersion along aerated concrete layer between many cement fasteners is installed;

4) to fluid concrete in the region that inner formword and aerated concrete layer surround, form cast-in-place note layer of concrete, obtain described shear wall thermal insulation system;

In described step 3) before, multiple Screw arbor with nut at both-ends and multiple cement fastener are installed between described aerated concrete layer and described inner formword;

Also comprise the many reinforcing bars be installed in described cast-in-place note shearing wall layers, described reinforcing bar hang on described cement fastener, and vertical described Screw arbor with nut at both-ends; Described reinforcing bar, described cement fastener and Screw arbor with nut at both-ends form net-shaped steel skeleton in described cast-in-place note shearing wall layers.

2. the construction method of shear wall thermal insulation system according to claim 1, is characterized in that, also comprises the finish coat be installed on outside described aerated concrete layer.

3. the construction method of shear wall thermal insulation system according to claim 1, it is characterized in that, after the described Screw arbor with nut at both-ends of installation and cement fastener, and in described step 3) before, stupefied in the outside of described aerated concrete layer is installed, install outer stupefied in the outside of described inner formword; Described interior stupefied and described outer stupefied parallel to each other and be parallel to described aerated concrete layer.

4. the construction method of shear wall thermal insulation system according to claim 1, is characterized in that, in described step 3) before, described aerated concrete layer is prewetted.