Prefabricated assembly type shear wall component and construction method thereof

Abstract

This application relates to a precast assembled shear wall component and its construction method, belonging to the technical field of precast shear wall technology. A precast assembled shear wall component includes a base fixed to the ground or floor slab, a triggering mechanism disposed within the base, and a precast slab disposed on the base; the precast slab includes a steel mesh frame passing through the base and fixedly connected to the triggering mechanism, and a concrete layer covering the outside of the steel mesh frame. This application has the advantages of simple operation, good wall verticality, and stable connection structure.

Description

Technical Field

[0001] This application relates to the technical field of precast shear walls, and in particular to a precast assembled shear wall component and its construction method. Background Technology

[0002] Shear walls, also known as wind-resistant walls, earthquake-resistant walls, or structural walls, are walls used to withstand horizontal and vertical loads caused by wind or earthquakes, and are an important structural component in building construction. Prefabricated shear walls refer to reinforced concrete structures that are prefabricated in a factory and assembled on-site through methods such as hoisting, turning, positioning, and installation. Prefabricated shear walls are widely used due to their industrialized production, stable quality, shorter construction cycles, and improved construction efficiency.

[0003] During the construction of prefabricated shear walls, precast wall panels need to be vertically hoisted onto the supporting structure of the wall. During hoisting, construction workers must work in coordination with hoisting personnel to continuously adjust the position of the wall panels, ensuring their verticality to the floor slab or ground while simultaneously inserting the reinforcing steel bars from the floor or ground into the pre-drilled holes at the bottom of the wall panels. After hoisting, a temporary support structure needs to be erected for the wall panels, followed by grouting at the bottom. To avoid affecting the verticality of the wall panels during grouting, the grouting speed and pressure need to be kept at a relatively low level. This not only places high demands on the skill level of the operators but also negatively impacts the overall construction speed.

[0004] Based on the aforementioned technical background, it can be concluded that the construction process of existing prefabricated shear walls has to reduce the construction speed in order to ensure the verticality of the wall panels, and the construction quality is constrained by the operational skills of the construction personnel. Summary of the Invention

[0005] To improve the construction speed and quality of prefabricated shear walls, this application provides a prefabricated shear wall component and its construction method.

[0006] Firstly, the prefabricated assembled shear wall component provided in this application adopts the following technical solution:

[0007] A prefabricated assembled shear wall component includes a base fixedly installed on the ground or floor slab, a triggering mechanism installed in the base, and a prefabricated slab installed on the base; the prefabricated slab includes a steel mesh frame passing through the base and fixedly connected to the triggering mechanism, and a concrete layer covering the outside of the steel mesh frame.

[0008] By adopting the above technical solution, the base fixedly installed on the ground or floor slab plays a role in limiting and shaping the precast slab. After grouting, it can form a solid integral structure with the precast slab. The precast slab plays a supporting role in bearing shear force and is the main load-bearing structure of the shear wall structure. The triggering mechanism is installed in the base and can connect and fix the precast slab during the process of hoisting the precast slab onto the base. It plays a stabilizing role in the posture stability of the precast slab and can avoid the possibility of the verticality being affected during the installation of the precast slab or the later grouting process. This achieves the invention objective of improving the construction speed and construction quality of precast assembled shear walls.

[0009] Optionally, the steel reinforcement mesh includes multiple frame bars evenly distributed along the thickness direction of the concrete layer, connecting bars vertically lapped at the ground end of the frame bars, and multiple longitudinal bars arranged along the length direction of the concrete layer; the intersection points of the frame bars, connecting bars, and longitudinal bars are tied together.

[0010] By adopting the above technical solutions, the frame bars in the steel mesh can withstand longitudinal loads, the longitudinal bars set along the length of the concrete layer can withstand transverse loads, the connecting bars lapped on the frame bars serve to connect the precast slab and the base, and the structure of binding treatment at the intersection can prevent misalignment of the various parts of the steel mesh before the concrete structure hardens, thus ensuring the load-bearing capacity of the steel mesh.

[0011] Optionally, the precast slab may further include a shear layer; the shear layer is disposed on the outer surface of the concrete layer and is connected to the concrete layer by means of pre-embedded steel bars.

[0012] By adopting the above technical solution, the shear-resistant layer set on the surface of the precast slab can further enhance the shear resistance of the precast slab, improve the overall load-bearing capacity and applicability of this application, and facilitate the smooth progress of subsequent exterior wall surface coating construction.

[0013] Optionally, the width of the frame reinforcement in the horizontal direction is greater than the width of the concrete layer in the horizontal direction, and the lengths of the two ends of the frame reinforcement extending outside the concrete layer are equal.

[0014] By adopting the above technical solution, the structural design of extending the frame reinforcement to the outside of the concrete layer on both sides can improve the load-bearing capacity of the frame reinforcement and facilitate the formation of cast-in-place connection structure between precast slabs. On the other hand, it can also serve as a lifting connection point to facilitate loading, unloading and hoisting processes. The design that the extension lengths of the frame reinforcement at both ends are equal makes the line connecting the lifting point and the center of gravity of the precast slab parallel to the edge line of the precast slab, which facilitates the adjustment of the verticality of the precast slab.

[0015] Optionally, the base includes multiple embedded parts with one end pre-embedded in the ground or floor slab, a base plate sleeved on the other end of the embedded parts, and a support plate on top of the base plate; the support plate is provided with a protrusion with an isosceles trapezoidal cross-sectional shape, and the concrete layer near the ground has a limiting notch with the same shape as the protrusion.

[0016] By adopting the above technical solution, the embedded parts in the base play a role in fixing the base plate. The cavity formed by the base plate and the support plate, which are sleeved on the embedded parts, provides support and limit for the installation triggering mechanism on the one hand, and supports and shapes the grouting pouring on the other hand, eliminating the process of formwork construction and dismantling in the traditional grouting pouring process, thus improving construction efficiency.

[0017] Optionally, multiple grouting holes are provided at the connection position between the base plate and the support plate, and the multiple grouting holes are evenly distributed along the height direction.

[0018] By adopting the above technical solution, the structure with multiple grouting holes between the base plate and the support plate allows other unused grouting holes to serve as the basis for judging whether the grouting process of the grouting hole in progress is complete, avoiding voids or cracks in the grouting process, and improving the compactness of the grouting structure and its load-bearing capacity after hardening.

[0019] Optionally, the triggering mechanism includes a limiting cylinder vertically disposed on the base plate, a connecting tube disposed inside the limiting cylinder, wedge-shaped blocks symmetrically disposed on the top of the limiting cylinder, and pressure blocks symmetrically disposed on both sides of the support plate; the pressure blocks are slidably connected to the support plate in a direction perpendicular to the ground and abut against the inclined plane of the wedge-shaped blocks; the wedge-shaped blocks are centrally symmetrical about the connecting tube and are slidably connected to the limiting cylinder in a horizontal direction; one end of the wedge-shaped blocks near the connecting tube is embedded in the connecting tube; a spring is fixedly connected between the connecting tube and the limiting cylinder; and the end of the connecting tube near the ground is sealed with anchoring adhesive.

[0020] By adopting the above technical solution, the limiting cylinder in the triggering mechanism plays a limiting role in the movement of the connecting pipe, and the spring between the limiting cylinder and the connecting pipe plays a driving role in the movement of the connecting pipe. Under normal conditions, the wedge block abuts against the groove on the side wall of the connecting pipe, preventing the connecting pipe from moving along the axial direction of the limiting cylinder. When the pressure block is subjected to the pressure of the precast concrete layer and sinks, the pressure block will drive the wedge block to slide in the horizontal direction, thereby causing the wedge block to disengage from the connecting pipe. The connecting pipe will then rise up under the action of the spring and contact the tip of the connecting bar, releasing the anchoring adhesive to achieve temporary connection and fixation. After rapid curing, it will increase the connection strength between the precast slab and the base, avoiding the impact of the grouting process on the verticality of the precast slab.

[0021] Optionally, the end of the connecting rib near the ground is provided with a tapered section, the diameter of which gradually decreases along the direction near the ground, and the point where the diameter of the tapered section is maximum is tangent to the inner wall of the connecting pipe and is larger than the diameter of the connecting rib.

[0022] By adopting the above technical solution, the tapered section structure set at the end of the connecting bar near the ground can facilitate the insertion of the connecting bar into the connecting tube and fully release the anchoring adhesive sealed in the connecting tube. The structural design of the hammer-shaped section with a diameter larger than that of the connecting bar increases the contact area between the anchoring adhesive and the connecting bar, thereby improving the load-bearing capacity of the connection structure between the base and the precast slab.

[0023] Optionally, the plane in contact with the connecting pipe of the wedge block is provided with anti-slip texture, and the direction of the anti-slip texture is perpendicular to the sliding direction of the wedge block.

[0024] By adopting the above technical solution, the anti-slip texture on the contact surface between the wedge block and the connecting pipe can reduce the contact friction between the wedge block and the connecting pipe, and prevent the triggering mechanism from being triggered prematurely due to other reasons such as hoisting swaying or bumps during transportation, thus ensuring the ease of use of this application.

[0025] Secondly, this application provides a construction method for a prefabricated assembled shear wall component, which utilizes the prefabricated assembled shear wall component described above and adopts the following technical solution:

[0026] A construction method for prefabricated assembled shear wall components includes the following steps:

[0027] Step 1: Fix the embedded parts in the concrete layer of the ground or floor slab, and weld the base plate and support plate in sequence.

[0028] Step 2: Lift the precast slabs from the transport vehicle and move them to the installation location;

[0029] Step 3: Align the connecting bars with the connecting pipes and slowly lower the precast slab so that the limiting notch of the concrete layer is completely fitted with the protrusion.

[0030] Step 4: Slightly adjust the position of the precast slab and use scaffolding pipes for auxiliary support;

[0031] Step 5: Use the grouting holes to inject grout into the base in a sequence from low to high and then seal it.

[0032] By adopting the above technical solution, since the precast slab’s concrete layer at both ends applies pressure to the pressure block simultaneously during the hoisting process, the triggering mechanism will trigger. Therefore, construction personnel can use whether all triggering mechanisms trigger as a basis for judging whether the precast slab is perpendicular to the base, thereby achieving precise and rapid control over the verticality of the precast slab.

[0033] In summary, this application includes at least one of the following beneficial technical effects:

[0034] 1. The base fixedly installed on the ground or floor slab in this application serves to limit and shape the precast slab. After grouting, it can form a solid integral structure with the precast slab. The precast slab plays a supporting role in bearing shear force and is the main load-bearing structure of the shear wall structure. The triggering mechanism is installed in the base and can connect and fix the precast slab during the process of hoisting the precast slab onto the base. It plays a stabilizing role in the posture stability of the precast slab and can avoid the possibility of the verticality being affected during the installation of the precast slab or the later grouting process. It achieves the invention objective of improving the construction speed and construction quality of precast assembled shear walls.

[0035] 2. In this application, the limiting cylinder in the triggering mechanism limits the movement of the connecting pipe, and the spring between the limiting cylinder and the connecting pipe drives the movement of the connecting pipe. Under normal conditions, the wedge block abuts against the groove on the side wall of the connecting pipe, preventing the connecting pipe from moving along the axial direction of the limiting cylinder. When the pressure block is subjected to the pressure of the precast concrete layer and sinks, the pressure block will drive the wedge block to slide in the horizontal direction, thereby causing the wedge block to disengage from the connecting pipe. The connecting pipe will then rise up under the action of the spring and contact the tip of the connecting bar, releasing the anchoring adhesive to achieve temporary connection and fixation. After rapid curing, it will increase the connection strength between the precast slab and the base, avoiding damage to the verticality of the precast slab during the grouting process.

[0036] 3. In this application, the triggering mechanism will only be triggered when the concrete layers of the precast slab at both ends apply pressure to the pressure block during the hoisting process. Therefore, the construction personnel can use whether all the triggering mechanisms have triggered as the basis for judging whether the precast slab is perpendicular to the base, thereby achieving precise and rapid control of the verticality of the precast slab. Attached Figure Description

[0037] Figure 1 This is a structural schematic diagram of a prefabricated assembled shear wall component disclosed in the embodiments of this application.

[0038] Figure 2 This is a schematic diagram of the exploded structure of the base and triggering mechanism in the embodiments of this application.

[0039] Figure 3 This is a schematic diagram of the structure of the precast slab in the embodiments of this application.

[0040] Figure 4 This is a schematic diagram of the steel mesh structure in the embodiments of this application.

[0041] Explanation of reference numerals in the attached drawings: 1. Base; 11. Embedded part; 12. Base plate; 13. Support plate; 14. Protrusion; 121. Grouting hole; 2. Triggering mechanism; 21. Limiting cylinder; 22. Connecting pipe; 23. Wedge block; 24. Pressure block; 3. Precast slab; 31. Steel mesh; 32. Concrete layer; 311. Frame reinforcement; 312. Connecting reinforcement; 313. Longitudinal reinforcement; 33. Shear layer. Detailed Implementation

[0042] The following is in conjunction with the appendix Figure 1 - Appendix Figure 4 This application will be described in further detail.

[0043] Shear walls, also known as wind-resistant walls, earthquake-resistant walls, or structural walls, are a type of wall used to withstand horizontal and vertical loads caused by wind or earthquakes, and are an important structural element in building construction. Prefabricated shear walls refer to reinforced concrete structures that are prefabricated in a factory and assembled on-site through hoisting, turning, positioning, and installation. Prefabricated shear walls are widely used due to their industrialized production, stable quality, shorter construction cycles, and improved construction efficiency. During the construction of prefabricated shear walls, prefabricated wall panels need to be vertically hoisted onto the supporting structure of the wall. During hoisting, construction workers need to work with hoisting personnel to continuously adjust the position of the wall panels, ensuring the verticality between the wall panels and the floor slab or ground, while also inserting the reinforcing steel bars on the floor or ground into the pre-drilled holes at the bottom of the wall panels. After hoisting, a temporary support structure needs to be erected for the wall panels, and then grouting is performed at the bottom. To avoid affecting the verticality of the wall panels during grouting, the grouting speed and pressure need to be kept at a relatively low level. This not only places high demands on the skill level of operators but also negatively impacts the overall construction speed. To improve the construction speed and quality of precast shear walls, this application provides a precast shear wall component and its construction method.

[0044] Firstly, this application discloses a prefabricated assembled shear wall component. (Refer to...) Figure 1 A precast assembled shear wall component includes a base 1, a triggering mechanism 2, and a precast slab 3. The base 1 is fixedly mounted against the ground or floor slab, the triggering mechanism 2 is installed inside the base 1, and the precast slab 3 is fixedly mounted on the base 1 perpendicular to the ground or floor slab. When the triggering mechanism 2 is activated, it provides a connecting support to the precast slab 3, preventing the subsequent pouring process from affecting the verticality of the precast slab 3.

[0045] Reference Figure 1 and Figure 2The base 1 includes an embedded part 11, a base plate 12, a support plate 13, and a protrusion 14. The embedded part 11 can be a connector with an "I"-shaped cross-section, formed by welding two steel plates and a section of reinforcing bar perpendicularly to each other. One end of the embedded part 11 is embedded parallel to the horizontal plane in the concrete structure of the ground or floor slab. The base plate 12 is fitted onto the embedded part 11, and the lower surface of the other end of the embedded part 11 abuts against the upper surface of the base plate 12. The support plate 13 is fixedly installed on top of the base plate 12 by welding, and multiple grouting holes 121 are provided at the connection between the base plate 12 and the support plate 13. The grouting holes 121 can be circular through holes. The multiple grouting holes 121 are evenly distributed in rows along a direction perpendicular to the ground. In this embodiment, there are three grouting holes 121 in each row. A protrusion 14 is provided in the middle of the support plate 13. The cross-sectional shape of the protrusion 14 is an isosceles trapezoid.

[0046] Reference Figure 1 and Figure 2 The triggering mechanism 2 includes a limiting cylinder 21, a connecting pipe 22, a wedge block 23, and a pressure block 24. The limiting cylinder 21 can be a rectangular hollow cylinder with a square cross-section. The limiting cylinder 21 is vertically fixed to the upper surface of the base plate 12 by welding. The connecting pipe 22 is also a rectangular hollow cylinder with a square cross-section. The outer surface of the connecting pipe 22 is in contact with the inner surface of the limiting cylinder 21. The connecting pipe 22 and the limiting cylinder 21 are connected by a spring. The two ends of the spring are fixedly connected to the outer bottom surface of the connecting pipe 22 and the inner bottom surface of the limiting cylinder 21, respectively. When the triggering mechanism 2 is in the untriggered state, the spring is in a compressed state. The wedge block 23 can be a metal block with a wedge-shaped cross-section. There are two wedge blocks 23, symmetrically installed on the top of the limiting cylinder 21, and they can slide horizontally. A connecting rod is horizontally mounted on the wedge block 23. The end of the connecting rod engages with the side wall of the connecting pipe 22, and the plane where the end of the connecting rod contacts the side wall of the connecting pipe 22 is provided with anti-slip texture. The anti-slip texture is perpendicular to the sliding direction of the wedge block 23. The limiting cylinder 21 limits the sliding connection of the wedge block 23. The pressure block 24 can be a rectangular metal block. There are two pressure blocks 24, which are symmetrically arranged on the support plate 13 and are slidably connected to the support plate 13 in a direction perpendicular to the horizontal plane. One edge of the pressure block 24 abuts against the inclined plane of the wedge block 23. When the precast slab 3 is installed on the base 1, the end of the concrete layer 32 near the ground will squeeze the pressure block 24, causing the pressure block 24 to slide in a direction perpendicular to the ground, which in turn squeezes the inclined plane of the wedge block 23, causing the wedge block 23 to slide in a horizontal direction, and then disengage from the connecting pipe 22. The connecting pipe 22 rises under the action of the spring force and releases the anchoring adhesive stored at the bottom, completing the connection and fixing with the precast slab 3.

[0047] Reference Figure 3 and Figure 4 The precast slab 3 includes a steel mesh 31 and a concrete layer 32. The steel mesh 31 is located inside the concrete layer 32, which covers the outside of the steel mesh 31. A shear layer 33 is fixedly attached to the outer surface of the concrete layer 32. The shear layer 33 can be made of an organic polymer material with good tensile strength. The shear layer 33 is fixedly connected to the steel mesh 31 by pre-embedded steel bars. One end of the pre-embedded steel bar is tied to the steel mesh 31, and the other end passes through the shear layer 33. The steel mesh 31 includes frame bars 311, connecting bars 312, and longitudinal bars 313. The frame bars 311 are rectangularly distributed ring bars. The number of frame bars 311 can vary depending on the thickness of the concrete layer 32; in this embodiment, there are three frame bars 311. The frame bars 311 are evenly spaced along the thickness direction of the concrete layer 32. The horizontal length of the frame bars 311 is greater than the length of the concrete layer 32. The frame reinforcement 311 extends beyond the concrete layer 32. The portion of the frame reinforcement 311 extending beyond the concrete layer 32 is symmetrical about the geometric center of the concrete layer 32. The longitudinal reinforcement 313 is perpendicular to the horizontal plane, with its end away from the ground extending to the outer side of the concrete layer 32. The connecting reinforcement 312 can be a T-shaped steel bar. The connecting reinforcement 312 overlaps the side of the frame reinforcement 311 closest to the ground, and is perpendicular to both the horizontal plane and the plane containing the frame reinforcement 311. The end of the connecting reinforcement 312 near the ground extends to the outer side of the concrete layer 32. The portion of the connecting reinforcement 312 extending to the outer side of the concrete layer 32 has a tapered section. The diameter of the tapered section of the connecting reinforcement 312 gradually decreases along the direction close to the ground. The maximum diameter of the tapered section of the connecting reinforcement 312 is greater than the diameter of the connecting reinforcement 312 itself and is tangent to the inner wall of the connecting tube. The tapered sections of the connecting reinforcement 312 correspond one-to-one with the vertical positions of the connecting tube 22 and are equal in number.

[0048] Secondly, embodiments of this application disclose a construction method for prefabricated assembled shear wall components, comprising the following steps:

[0049] Step 1: Fix the embedded part 11 in the concrete layer 32 of the ground or floor slab, and weld the base plate 12 and the support plate 13 in sequence.

[0050] Step 2: Lift the precast slab 3 from the transport vehicle and move it to the installation position;

[0051] Step 3: Align the connecting bar 312 with the connecting pipe 22, and slowly lower the precast slab 3 so that the limiting notch of the concrete layer 32 is completely fitted with the protrusion 14.

[0052] Step 4: Slightly adjust the position of precast slab 3 and use scaffolding pipes for auxiliary support;

[0053] Step 5: Use the grouting hole 121 to inject grout into the interior of the base 1 in a sequence from low to high and then seal it.

[0054] The above are preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made to the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A prefabricated assembled shear wall component, characterized in that: It includes a base (1) fixedly installed on the ground or floor, a triggering mechanism (2) installed in the base (1) and a precast slab (3) installed on the base (1); the precast slab (3) includes a steel mesh (31) passing through the base (1) and fixedly connected to the triggering mechanism (2) and a concrete layer (32) covering the outside of the steel mesh (31). The base (1) includes multiple embedded parts (11) with one end pre-embedded in the ground or floor slab, a base plate (12) sleeved on the other end of the embedded parts (11), and a support plate (13) provided on the top of the base plate (12); the support plate (13) is provided with a protrusion (14) with a cross-sectional shape of an isosceles trapezoid, and the concrete layer (32) near the ground has a limiting notch with the same shape as the protrusion (14). The triggering mechanism (2) includes a limiting cylinder (21) vertically mounted on the base plate (12), a connecting pipe (22) inside the limiting cylinder (21), a wedge block (23) symmetrically mounted on the top of the limiting cylinder (21), and pressure blocks (24) symmetrically mounted on both sides of the support plate (13). The pressure block (24) is slidably connected to the support plate (13) in a direction perpendicular to the ground and abuts against the inclined plane of the wedge block (23). The wedge block (23) is centrally symmetrical about the connecting pipe (22) and is slidably connected to the limiting cylinder (21) in a horizontal direction. One end of the wedge block (23) near the connecting pipe (22) is embedded in the connecting pipe (22). A spring is fixedly connected between the connecting pipe (22) and the limiting cylinder (21). The end of the connecting pipe (22) near the ground is sealed with anchoring adhesive.

2. A prefabricated assembled shear wall component according to claim 1, characterized in that: The steel mesh (31) includes a plurality of frame bars (311) evenly distributed along the thickness direction of the concrete layer (32), a connecting bar (312) vertically lapped at the end of the frame bar (311) near the ground, and a plurality of longitudinal bars (313) arranged along the length direction of the concrete layer (32); the intersection of the frame bar (311) with the connecting bar (312) and the longitudinal bar (313) is tied.

3. A prefabricated assembled shear wall component according to claim 2, characterized in that: The precast slab (3) also includes a shear layer (33); the shear layer (33) is disposed on the outer surface of the concrete layer (32) and is connected to the concrete layer (32) by means of pre-embedded steel bars.

4. A prefabricated assembled shear wall component according to claim 2, characterized in that: The width of the frame reinforcement (311) in the horizontal direction is greater than the width of the concrete layer (32) in the horizontal direction, and the lengths of the two ends of the frame reinforcement (311) extending outside the concrete layer (32) are equal.

5. A prefabricated assembled shear wall component according to claim 1, characterized in that: Multiple grouting holes (121) are provided at the connection position between the base plate (12) and the support plate (13), and the multiple grouting holes (121) are evenly distributed along the height direction.

6. A prefabricated assembled shear wall component according to claim 2, characterized in that: The connecting rib (312) has a tapered section at one end near the ground. The diameter of the tapered section gradually decreases along the direction near the ground. The point where the diameter of the tapered section is the largest is tangent to the inner wall of the connecting pipe (22) and is larger than the diameter of the connecting rib (312).

7. A prefabricated assembled shear wall component according to claim 2, characterized in that: The plane in contact with the connecting pipe (22) of the wedge block (23) is provided with anti-slip texture, and the direction of the anti-slip texture is perpendicular to the sliding direction of the wedge block (23).

8. A construction method for a prefabricated assembled shear wall component, using a prefabricated assembled shear wall component as described in any one of claims 1-7, characterized in that, Includes the following steps: Step 1: Fix the embedded part (11) in the concrete layer of the ground or floor slab, and weld the bottom plate (12) and the support plate (13) in sequence. Step 2: Lift the precast slab (3) from the transport vehicle and move it to the installation position; Step 3: Align the connecting bar (312) with the connecting pipe (22) and slowly lower the precast slab (3) so that the limiting notch of the concrete layer (32) and the protrusion (14) are completely in contact; Step 4: Slightly adjust the position of the precast slab (3) and use scaffolding pipes for auxiliary support; Step 5: Use the grouting hole (121) to grout into the base (1) in a sequence from low to high and then seal it.

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