CN209779955U - Cast-in-place reinforced concrete shear wall - Google Patents
Cast-in-place reinforced concrete shear wall Download PDFInfo
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- CN209779955U CN209779955U CN201920416466.8U CN201920416466U CN209779955U CN 209779955 U CN209779955 U CN 209779955U CN 201920416466 U CN201920416466 U CN 201920416466U CN 209779955 U CN209779955 U CN 209779955U
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Abstract
The embodiment of the utility model discloses cast-in-place reinforced concrete shear force wall. The cast-in-place reinforced concrete shear wall comprises concrete wall limbs, wherein prestressed tendons are arranged in the concrete wall limbs; the prestressed reinforcement includes the stretch-draw section and is located the anchor end and the stretch-draw end at stretch-draw section both ends, the anchor end sets up in the concrete wall limb, the stretch-draw section is followed the vertical direction of concrete wall limb extends, and the stretch-draw section is close to the part of stretch-draw end gradually to the surface slope of concrete wall limb, stretch-draw end and prestressed anchorage utensil fixed connection. The embodiment of the utility model provides a cast-in-place reinforced concrete shear force wall tensile strength is high, and anti-seismic performance is good.
Description
Technical Field
The embodiment of the utility model provides a relate to building engineering technical field, concretely relates to cast in situ reinforced concrete shear force wall.
Background
In recent years, the problem of tension of shear walls under the action of strong earthquakes in high-rise and super high-rise building structures is receiving more and more attention. On one hand, because the concrete has low tensile strength and is easy to crack, the stress of the steel bars in the shear wall is increased rapidly after the concrete cracks under tension, and the steel bars are buckled under the action of reciprocating load to cause the loss of bearing capacity, particularly in-plane shear resistance bearing capacity; on the other hand, after the concrete of the shear wall on the tension side of the integral structure is cracked under tension, the compressive stress of the compression side wall limbs is obviously increased and even exceeds the compressive strength of the concrete, and the anti-seismic ductility of the shear wall and the integral structure is directly damaged.
Accordingly, the related art has proposed a design for increasing the tensile strength using the section steel. The structural steel is added in the concrete shear wall, however, the improvement of the anti-seismic performance of the structural steel is limited, so that the shear wall is easy to crack in an earthquake, meanwhile, the building cost is increased, and the construction period is prolonged.
SUMMERY OF THE UTILITY MODEL
Therefore, the embodiment of the utility model provides a cast-in-place reinforced concrete shear force wall to solve the fracture problem that shear force wall poor shock resistance leads to in the seismic action among the prior art.
In order to achieve the above object, the embodiment of the present invention provides the following technical solutions:
According to a first aspect of embodiments of the present invention, there is provided a cast-in-place reinforced concrete shear wall, wherein prestressed tendons are arranged in the concrete wall limbs;
The prestressed tendon comprises a tensioning section, an anchoring end and a tensioning end, wherein the anchoring end and the tensioning end are located at two ends of the tensioning section, the anchoring end is arranged in the concrete wall limb, the tensioning section extends along the vertical direction of the concrete wall limb, the portion, close to the tensioning end, of the tensioning section gradually inclines to the surface of the concrete wall limb, and the tensioning end is fixedly connected with the prestressed anchorage device.
Furthermore, a plurality of sections of prestressed tendons are arranged in the height direction of the concrete wall limb, and the two adjacent sections of prestressed tendons are partially overlapped; the anchoring end of each segment of the prestressed tendon is positioned at the lower end of the segment of the prestressed tendon, and the tensioning end of each segment of the prestressed tendon is positioned at the upper end of the segment of the prestressed tendon.
Furthermore, a plurality of sections of prestressed tendons are arranged in the height direction of the concrete wall limb, and the two adjacent sections of prestressed tendons are partially overlapped; the anchoring end of each segment of the prestressed tendon is positioned at the upper end of the segment of the prestressed tendon, and the tensioning end of each segment of the prestressed tendon is positioned at the lower end of the segment of the prestressed tendon.
Furthermore, a plurality of sections of prestressed tendons are arranged in the height direction of the concrete wall limb, and the two adjacent sections of prestressed tendons are partially overlapped; the anchoring end of the prestressed tendon at the lowest section of the concrete wall is positioned at the upper end of the prestressed tendon at the lowest section, and the tensioning end of the prestressed tendon at the lowest section is positioned at the lower end of the prestressed tendon at the lowest section;
The anchoring ends of the prestressed tendons of other sections except the lowest section of the prestressed tendon of the concrete wall are positioned at the lower ends of the prestressed tendons of other sections, and the tensioning ends of the prestressed tendons of other sections are positioned at the upper ends of the prestressed tendons of other sections.
Furthermore, in the multiple sections of prestressed tendons, the tensioning ends of different prestressed tendons located in the same section are staggered in the height direction and/or the horizontal direction of the concrete wall limb.
furthermore, in the multiple sections of prestressed tendons, the tensioning ends of the prestressed tendons located in the same section are arranged on the inner surface and/or the outer surface of the concrete wall limb.
Furthermore, a vertically through post-pouring belt is arranged at the joint of the concrete wall limb provided with the prestressed tendons and the concrete wall limb not provided with the prestressed tendons.
Furthermore, in each section of the plurality of sections of the prestressed tendons, the horizontal distance between the prestressed tendons in the same section is greater than or equal to 100 mm.
Furthermore, in each section of the plurality of sections of the prestressed tendons, the horizontal distance between the prestressed tendons in the same section is 100-300 mm.
Furthermore, the prestressed tendons are unbonded prestressed tendons or bonded prestressed tendons or slowly bonded prestressed tendons.
The embodiment of the utility model provides a have following advantage:
The embodiment of the utility model provides a cast-in-place reinforced concrete shear force wall sets up the prestressing tendons in the concrete wall limb, and the prestressing tendons in the shear force wall can improve the rigidity and the tensile ability of component, avoids or postpones the concrete component and takes place the crack, has solved the shear force wall and has drawn the problem under the strong earthquake effect to improve the shock resistance of shear force wall. In addition, the tension section extends along the vertical direction of the concrete wall limb, and the part of the tension section close to the tension end gradually inclines towards the outer surface of the concrete wall limb, so that the prestressed anchorage device is arranged close to the outer surface of the concrete wall limb, and the prestressed technology can be implemented.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary, and that other embodiments can be derived from the drawings provided by those of ordinary skill in the art without inventive effort.
The structure, ratio, size and the like shown in the present specification are only used for matching with the content disclosed in the specification, so as to be known and read by people familiar with the technology, and are not used for limiting the limit conditions which can be implemented by the present invention, so that the present invention has no technical essential significance, and any structure modification, ratio relationship change or size adjustment should still fall within the range which can be covered by the technical content disclosed by the present invention without affecting the efficacy and the achievable purpose of the present invention.
Fig. 1 is a schematic structural view of a cast-in-place reinforced concrete shear wall provided in embodiment 1 of the present invention;
Fig. 2 is a cross-sectional view of a cast-in-place reinforced concrete shear wall provided in embodiment 1 of the present invention;
Fig. 3 is an elevation view of a cast-in-place reinforced concrete shear wall provided in embodiment 1 of the present invention;
Fig. 4 is a plan view of a building to which the simulated stress diffusion is applied in embodiment 1 of the present invention;
Fig. 5 is a flow chart of a construction method according to embodiment 2 of the present invention;
Fig. 6 is a plan view of a cast-in-place reinforced concrete shear wall constructed in embodiment 2 of the present invention.
in the figure: the concrete wall comprises 1-concrete wall limbs, 2-prestressed tendons, 21-tensioning sections, 22-anchoring ends, 23-tensioning ends, 3-prestressed anchorage devices, 4-prestressed bearing plates, 51-upper tensioning ports, 52-lower tensioning ports, I-first prestressed tendons, II-second prestressed tendons, 6-post-cast strips and Q1-Q13-wall limbs.
Detailed Description
The present invention is described in terms of specific embodiments, and other advantages and benefits of the present invention will become apparent to those skilled in the art from the following disclosure. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative work belong to the protection scope of the present invention.
Example 1
the tendon provided by this embodiment may be unbonded tendon or bonded tendon or slow bonded tendon. Specifically, the present embodiment takes the slow-adhesion tendon as an example for description.
The embodiment provides a cast-in-place reinforced concrete shear wall. As shown in fig. 1, the cast-in-place reinforced concrete shear wall includes a concrete wall limb 1, and a tendon 2 is provided in the concrete wall limb 1.
In this embodiment, a plurality of prestressed tendons 2 may be provided according to the height of the concrete wall 1. For example, the concrete wall of a high-rise building with the total height of 1 underground (B1) and 21 above ground (1F-21F) can be provided with four prestressed tendons 2, a first prestressed tendon I (first section) is arranged from B1 to 4F, a second prestressed tendon II is arranged from 5F to 10F, a third prestressed tendon is arranged from 11F to 16F, and a fourth prestressed tendon is arranged from 17F to 21F. In order to improve the tensile strength of the concrete wall 1 under the action of an earthquake, two adjacent sections of prestressed tendons are partially overlapped, namely the top of the first section of prestressed tendon is overlapped with the bottom of the second section of prestressed tendon, the top of the second section of prestressed tendon is overlapped with the bottom of the third section of prestressed tendon, and the rest sections of prestressed tendons are analogized in this way.
It is understood that a plurality of prestressed tendons 2 are arranged in the same height area of the concrete wall limb 1, namely in the same section, and the prestressed tendons 2 are arranged at intervals along the horizontal direction of the concrete wall limb 1. In each section of the multi-section prestressed tendons, the optimal spacing of the prestressed tendons located in the same section is greater than or equal to 100mm, preferably 100-300mm (including end point values), and can be adjusted according to stress requirements.
As shown in fig. 2, the tendon 2 includes a tension section 21, and an anchoring end 22 and a tensioning end 23 located at two ends of the tension section 21, the anchoring end 22 is disposed in the concrete wall limb 1, the tension section 21 extends along the vertical direction of the concrete wall limb 1, and a portion of the tension section 21 near the tensioning end 23 gradually inclines toward the outer surface of the concrete wall limb 1, that is, the anchoring end 22 is centered in the thickness direction of the concrete wall limb 1, and the tensioning end 23 is close to the surface of the concrete wall limb 1 (including both the inner surface and the outer surface of the wall). The anchoring end 22 is preferably secured using a single hole extruded anchor.
A tensioning opening is required to be reserved at the position corresponding to the tensioning end 23 in the shear wall limb 1, and the tensioning end 23 is fixed at the tensioning opening through a prestressed anchorage device 3 and a prestressed bearing plate 4. The tension end 23 is preferably secured using a single hole clip anchor.
when the slow-bonding prestressed tendon is adopted, an outer sheath (not shown in the figure) is wrapped on the outer surface of the prestressed tendon 2, and a slow-bonding material is filled between the prestressed tendon 2 and the outer sheath, preferably, the slow-bonding material is epoxy resin, the tension working life is more than or equal to 6 months, and the complete curing can be completed within 2 years.
The anchoring end of the prestressed tendon positioned at the lowest section of the concrete wall limb is positioned at the upper end of the prestressed tendon at the lowest section, and the tensioning end is positioned at the lower end of the prestressed tendon at the lowest section; the anchoring ends of the prestressed tendons of other sections except the lowest section of the prestressed tendon of the concrete wall are positioned at the lower ends of the prestressed tendons of other sections, and the tensioning ends are positioned at the upper ends of the prestressed tendons of other sections.
In this embodiment, the lowest prestressed tendon is the first prestressed tendon 2, the anchoring end 22 of the first prestressed tendon 2 is located at the upper end of the first prestressed tendon 2, the tensioning end 23 of the first prestressed tendon 2 is located at the lower end of the first prestressed tendon 2, in other words, the anchoring end 22 of the first prestressed tendon 2 is on the top, and the tensioning end 23 of the first prestressed tendon 2 is under the bottom. The reason is that the underground building has no requirement, the space of the prestressed anchorage device 3 can be reserved outside the wall, the construction is convenient, and the wall limb is not influenced.
The anchoring ends 22 of the second, third and fourth sections of tendons are located at their lower ends and the tensioning end 23 is located at their upper ends.
As a variant of this embodiment, the anchoring end 22 of each tendon 2 is located at the upper end of the tendon 2 and the tensioning end 23 is located at the lower end of the tendon 2. In other words, in this variant embodiment, the first, second, third and fourth tendons are each anchored with the end 22 at the top end and the end 23 at the bottom end.
As a further variant of this embodiment, the anchoring end 22 of each tendon 2 is located at the lower end of the tendon 2 and the tensioning end 23 is located at the upper end of the tendon 2. In other words, in this variant embodiment, the first, second, third and fourth tendons are each anchored with the end 22 at the bottom and the end 23 at the top.
It should be noted that, in the specific embodiment, the upper end of each prestressed tendon is the end relatively higher in the height direction of the wall body than the lower end of each prestressed tendon.
Because the tensioning ports are required to be reserved at the positions corresponding to the tensioning ends 23 in the shear wall limbs 1, in order to avoid the excessive concentration of the tensioning ports to influence the strength of the concrete wall limbs 1, in the multiple sections of prestressed tendons, the tensioning ends of different prestressed tendons positioned at the same section are staggered in the height direction and/or the horizontal direction of the concrete wall limbs. Preferably, in the multiple-stage tendons 2, the tension ends 23 of different tendons 2 located at the same stage are staggered in the height direction of the concrete wall column 1. With reference to fig. 2 and 3, a part of the tensioning end 23 of the second segment of the tendon is disposed at the upper tensioning opening 51, and a part of the tensioning end 23 is disposed at the lower tensioning opening 52, so as to avoid the influence of the excessive concentration of the tensioning openings on the strength of the shear wall. Preferably, the positions of the upper tension port 51 and the lower tension port 52 in the horizontal direction are staggered from each other, so that the positions of the upper tension port 51 and the lower tension port 52 are further prevented from being concentrated, thereby improving the strength of the shear wall.
In addition, in the present embodiment, in the multiple prestressed tendons, the tensioning ends 23 of the prestressed tendons 2 located at the same stage are all disposed on the inner surface (tension in wall) or the outer surface (tension outside wall) of the concrete wall limb 1, or a part of the tensioning ends 23 are disposed on the inner surface of the concrete wall limb 1 and a part of the tensioning ends 23 are disposed on the outer surface of the concrete wall limb 1.
When a plurality of non-prestressed wall limbs, beams, floors and other structural members exist at the periphery of the shear wall limb treated by the slow bonding prestress technology, particularly the web wall in the structural plane, adverse effects such as sharing and dissipation of prestress in the outer wall limb are objectively generated due to large axial rigidity of the web wall, so that a vertically through post-cast strip is arranged at the joint of the concrete wall limb 1 provided with the prestressed tendon 2 and the concrete wall limb 1 not provided with the prestressed tendon 2, and after the prestressed tendon is tensioned and anchored, the post-cast strip is sealed, so that the influence of prestress diffusion in the wall limb is reduced.
The present embodiment uses the calculation analysis of the local model to study and determine the pre-stress diffusion coefficient. The basic model is 8 layers at the bottom of the project, wherein, the lower 4 layers are applied with prestress, the rod unit is adopted to simulate the prestressed tendons in the wall limb, and each prestressed tendon adopts a cooling method to simulate the prestress loading. Fig. 4 is a plan view of simulated stress diffusion of the present embodiment, in which wall numbers Q2, Q7, Q8 and Q11 are simulated, and the simulation results when prestressed wall limbs are directly connected to non-prestressed wall limbs are shown in table 1. In table 1, the numbers in brackets of the base model are the percentage of the results calculated for the independent wall limbs. X, Y, Z are the thickness direction of the shear wall limbs, the extension direction of the shear wall limbs on the horizontal plane, and the height direction of the shear wall limbs.
TABLE 1
As can be seen from table 1, when the prestressed wall limbs are directly connected to the non-prestressed wall limbs, the stress dispersion effect is large, and particularly, only less than 50% of the prestress is retained at the bottom of the prestressed section.
Table 2 shows the simulation results after the vertical through post-cast strip was installed at the junction of the pre-stressed and non-pre-stressed wall limbs. In table 2, the numbers in brackets of the base model are the percentage of the results calculated for the independent wall limbs. X, Y, Z are the thickness direction of the shear wall limbs, the extension direction of the shear wall limbs on the horizontal plane, and the height direction of the shear wall limbs.
TABLE 2
Comparing table 1 and table 2, it can be seen that when the vertical through construction post-cast strip is added, the stress diffusion effect is significantly relieved, and the wall limbs Q7, Q8 and Q11 can retain more than 70% of prestress. Because the influence factors such as small wall limb area, large rigidity of peripheral beams and the like are adopted, the loss of the Q2 prestress is still slightly large, and for the wall limb, the controlled reduced intermediate seismic tensile stress is less than 0.80ftkSo as to ensure that the structural safety requirements are all met. In conclusion, the influence of prestress diffusion can be relieved to a great extent by increasing measures of the post-construction casting belt.
Table 3 shows that the tendon is divided into 4 segments in the height (vertical) direction according to the calculation result, each segment is less than 20m in length, one end of the tendon is anchored, and the other end is tensioned. Wherein, the lower end of the first segment of prestressed tendon is selected as a tensioning end, and the upper end is selected as an anchoring end; the other three sections are all anchoring ends with lower ends and tensioning ends with the tensioning end of the 3 rd section being a refuge layer, prestressed tendons can be tensioned outside the wall, and the 2 nd section and the 4 th section can only reserve tensioning anchoring spaces in the wall due to the requirement of the building.
TABLE 3
| Prestressed section | floor range | Length of prestressed reinforcing bar | End of tension | Mouth stretching mode |
| Paragraph 1 | B1-4F layer | 16.25m | Layer B2 | External wall tension |
| Paragraph 2 | 5F-10F layer | 17.7m | 11 layers of | In-wall tensioning |
| Paragraph 3 | 11F to 16F layer | 17.7m | 17 layers of | external wall tension |
| Paragraph 4 | 17 to 21F layer | 16.6m | 22 layers of | In-wall tensioning |
the cast-in-place reinforced concrete shear wall provided by the embodiment is characterized in that the prestressed tendons are arranged in the concrete wall limbs, the outer surface of each prestressed tendon is covered with the outer sheath, the slow bonding material is filled between each prestressed tendon and the outer sheath, the prestressed tendons in the shear wall improve the rigidity and the tensile strength of the member, the concrete member is prevented or delayed from cracking, the problem that the shear wall is pulled under the action of a strong earthquake is solved, and the earthquake resistance of the shear wall is improved.
In addition, the tensioning section extends along the vertical direction of the concrete wall limb, and the part of the tensioning section close to the tensioning end gradually inclines towards the outer surface of the concrete wall limb, so that the prestressed anchorage device is arranged on the surface close to the concrete wall limb, and the post-tensioning bonding prestressed technology can be implemented. The adoption of the post-tensioning slow bonding prestress technology can ensure that the bonding force between the early-stage prestressed tendon and the slow bonding material is almost the same as that of a non-bonding system; the binding material is slowly solidified at the later stage, so that binding force is generated between the prestressed steel strand and the outer sheath; the outer high-strength sheath material is occluded with the surrounding concrete through the rugged indentations to form a gripping force, so that the effect similar to that of a bonded system is achieved, and the outer high-strength sheath material has the advantages of convenience in construction of the unbonded system and flexibility in rib arrangement, and has the characteristics of high strength utilization rate and corrosion resistance of the bonded system concrete; in addition, the adoption of post-tensioning can avoid the influence of the tensioning prestressed tendons on the progress of the rear-section construction, and the overall construction progress is accelerated.
Example 2
The embodiment provides a construction method of a cast-in-place reinforced concrete shear wall. The tendon provided by this embodiment may be unbonded tendon or bonded tendon or slow bonded tendon. Specifically, the present embodiment takes the slow-adhesion tendon as an example for description. As shown in fig. 5, the method comprises the following steps:
And step S1, setting the prestressed tendons.
Firstly, before the prestressed tendons are arranged, the model selection and design of the prestressed tendons are carried out through calculation.
A post-tensioning bonding prestress technology is adopted for the concrete shear wall exceeding the standard value of the concrete tensile strength, the prestressed tendons are low-relaxation steel strands with the diameter of 21.6mm and the pressure of 1860MPa, and the length of each segment of the prestressed tendons is about 16.25-17.7 m (each segment comprises 5-6 layers). The tension end anchoring system adopts a clamping piece type anchorage device and an anchor backing plate and a spiral rib which are matched with the clamping piece type anchorage device, and the fixed end adopts a group anchor extrusion anchorage device. The designed strength grade of the concrete is C60-C45. As shown in FIG. 6, in the wall limb of this embodiment No. Q5, the spacing between the tendons of the lower (B1F-4F) is 175mm, and the spacing between the tendons of the adjacent upper (5F-10F) is 300 mm. Of course, the distance between the prestressed tendons can be adjusted according to actual conditions.
According to the pre-stressed tendon model selection parameters, calculating the tensile stress of each pre-stressed tendon, converting the pre-stress into the section tensile capacity, and dividing the sectionThe tensile stress is controlled to be 1.0ftkHereinafter, the axial pressure ratio after the pre-pressing is considered.
design basis: concrete structure design Specification GB50010-2010(2015 edition) and Slow-caking prestressed concrete structure technical Specification JGJ 387-2017.
Prestress tension control stress: sigmacon＝0.75fptk＝1395MPa。
the prestress loss value was calculated according to section 4.2 of the technical code of retarded-bonding prestressed concrete construction.
The deformation of anchorage device and the shrinkage value of prestressed bar, a is 7 mm.
The friction coefficient of the slow bonding prestressed tendon is 0.006.
Normal compressive stress of concrete, # 0.45fc＝13.75N/mm2
Considering the influence of peripheral members on the prestressed wall body, introducing a prestress reduction coefficient, taking the value as 0.75, and taking the value as sigma of the prestress design tensile strengthp＝740N/mm2。
According to the calculation result, the tensile stress exceeds 1.0ftkThe wall body is additionally provided with prestressed reinforcements. Selecting the type of the prestressed tendon: phi 21.6, 1860MPa grade low-relaxation steel strand, post-tensioning, retarding and bonding prestress technology.
And step S2, after the formwork is erected, pouring concrete and curing the concrete.
And step S3, tensioning the prestressed tendons.
when the slow bonded tendon is used, step S3 is to stretch the tendon during the pot life of the slow bonded material, where the pot life is the stretch pot life during which the tendon can be stretched. Typically the stretch pot life is 1 month to half a year.
And step S4, anchoring the tensioning end of the prestressed tendon.
And step S5, pouring the anchor by concrete.
And step S6, pouring the post-cast strip between the concrete wall limb provided with the prestressed tendons and the concrete wall limb not provided with the prestressed tendons.
Compared with the section steel scheme, the construction method of the cast-in-place reinforced concrete shear wall provided by the embodiment has the advantages of short construction period and less material consumption. The retarded adhesive prestress technology can be carried out simultaneously with the construction of the conventional shear wall in the reinforcing steel bar laying period, the prestressed reinforcement anchoring section and the reinforcement body can be arranged in combination with the binding process of the wall reinforcing steel bars, and the procedures of concrete pouring are basically not influenced because holes, reinforcement penetrating and grouting are not required to be reserved.
According to the construction method of the cast-in-place reinforced concrete shear wall, the prestressed tendons are arranged in the concrete wall limbs, the outer surface of each prestressed tendon is wrapped by the outer sheath, the slow bonding material is filled between each prestressed tendon and the outer sheath, the prestressed tendons in the shear wall improve the rigidity and the tensile capacity of the member, cracks of the concrete member are avoided or delayed, the problem that the shear wall is pulled under the action of a strong earthquake is solved, and therefore the earthquake resistance of the shear wall is improved. In addition, the tensioning section extends along the vertical direction of the concrete wall limb, and the part of the tensioning section close to the tensioning end gradually inclines towards the outer surface of the concrete wall limb, so that the prestressed anchorage device is arranged close to the outer surface of the concrete wall limb, and the post-tensioning bonding prestress technology can be implemented.
Although the invention has been described in detail with respect to the general description and the specific embodiments, it will be apparent to those skilled in the art that modifications and improvements can be made based on the invention. Therefore, such modifications and improvements are intended to be within the scope of the invention as claimed.
Claims (10)
1. A cast-in-place reinforced concrete shear wall comprises concrete wall limbs, and is characterized in that prestressed tendons are arranged in the concrete wall limbs;
The prestressed tendon comprises a tensioning section, an anchoring end and a tensioning end, wherein the anchoring end and the tensioning end are located at two ends of the tensioning section, the anchoring end is arranged in the concrete wall limb, the tensioning section extends along the vertical direction of the concrete wall limb, the portion, close to the tensioning end, of the tensioning section gradually inclines to the surface of the concrete wall limb, and the tensioning end is fixedly connected with the prestressed anchorage device.
2. A cast-in-place reinforced concrete shear wall as claimed in claim 1, wherein a plurality of sections of tendons are arranged in the height direction of the concrete wall limb, and two adjacent sections of the tendons are partially overlapped; the anchoring end of each segment of the prestressed tendon is positioned at the lower end of the segment of the prestressed tendon, and the tensioning end of each segment of the prestressed tendon is positioned at the upper end of the segment of the prestressed tendon.
3. A cast-in-place reinforced concrete shear wall as claimed in claim 1, wherein a plurality of sections of tendons are arranged in the height direction of the concrete wall limb, and two adjacent sections of the tendons are partially overlapped; the anchoring end of each segment of the prestressed tendon is positioned at the upper end of the segment of the prestressed tendon, and the tensioning end of each segment of the prestressed tendon is positioned at the lower end of the segment of the prestressed tendon.
4. A cast-in-place reinforced concrete shear wall as claimed in claim 1, wherein a plurality of sections of tendons are arranged in the height direction of the concrete wall limb, and two adjacent sections of the tendons are partially overlapped; the anchoring end of the prestressed tendon at the lowest section of the concrete wall is positioned at the upper end of the prestressed tendon at the lowest section, and the tensioning end of the prestressed tendon at the lowest section is positioned at the lower end of the prestressed tendon at the lowest section;
The anchoring ends of the prestressed tendons of other sections except the lowest section of the prestressed tendon of the concrete wall are positioned at the lower ends of the prestressed tendons of other sections, and the tensioning ends of the prestressed tendons of other sections are positioned at the upper ends of the prestressed tendons of other sections.
5. A cast in situ reinforced concrete shear wall as claimed in any one of claims 2 to 4, wherein in the lengths of tendon, the tension ends of different tendons located in the same length are offset in the height direction and/or horizontal direction of the concrete wall column.
6. A cast-in-place reinforced concrete shear wall as claimed in claim 5, wherein in the lengths of tendons, the tensioned ends of the tendons at the same length are located at the inner and/or outer surfaces of the concrete wall limbs.
7. A cast-in-place reinforced concrete shear wall as claimed in claim 1, wherein a post-cast strip running vertically through is provided at the junction of the concrete wall limb provided with the tendons and the concrete wall limb not provided with the tendons.
8. A cast-in-place reinforced concrete shear wall as claimed in any one of claims 2 to 4, wherein in each of the lengths of tendon, the horizontal spacing of the tendons in the same length is greater than or equal to 100 mm.
9. A cast-in-place reinforced concrete shear wall as claimed in claim 8, wherein in each of the lengths of tendon, the horizontal spacing of the tendons at the same length is 100-300 mm.
10. a cast-in-place reinforced concrete shear wall as claimed in claim 1, wherein the tendons are unbonded tendons or bonded tendons or slow bonded tendons.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109826339A (en) * | 2019-03-28 | 2019-05-31 | 万怡秀 | A kind of cast-in-situ steel reinforced concrete shear wall and its construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109826339A (en) * | 2019-03-28 | 2019-05-31 | 万怡秀 | A kind of cast-in-situ steel reinforced concrete shear wall and its construction method |
| CN109826339B (en) * | 2019-03-28 | 2024-05-28 | 万怡秀 | Cast-in-situ reinforced concrete shear wall and construction method thereof |
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