CN113195841A

CN113195841A - Method for interconnecting prefabricated modules for modular buildings

Info

Publication number: CN113195841A
Application number: CN201980069014.XA
Authority: CN
Inventors: 梁惠文; 周树佳
Original assignee: Bama Dana Construction And Engineering Co ltd; Junhe Construction Engineering Co ltd
Current assignee: Bama Dana Construction And Engineering Co ltd; Junhe Construction Engineering Co ltd
Priority date: 2018-11-16
Filing date: 2019-11-16
Publication date: 2021-07-30
Also published as: WO2020098805A1; SG11201911948RA

Abstract

The present disclosure provides a connecting member for use in a homogeneous modular building in a homogeneous room of concrete modules on the same floor. The first precast concrete module includes at least two vertical walls and at least one ceiling or floor. A plurality of first reinforcing connecting members are connected to the first vertical wall, and the first reinforcing connecting members periodically protrude out of the first vertical wall. The second concrete prefabricated module like the front comprises at least two vertical walls, a ceiling or floor and connecting members. The first and second precast modules are aligned adjacent to each other such that the periodically protruding first connection members are in proximity to the protruding second connection members. A tie-down assembly is also provided that engages the protruding first and second connecting members. The first and second connecting members are partially embedded in the precast concrete modules, and cast-in-place concrete is filled in a space between the first vertical wall of the first module and the second wall of the second module to complete the structural connection.

Description

Method for interconnecting prefabricated modules for modular buildings

Cross Reference to Related Applications

The present application claims priority from (1) hong kong patent application No. 18114717.3, filed on 16.11.2018 and (2) U.S. provisional application No. 62/818,127, filed on 14.3.2019, the disclosures of which are incorporated herein by reference.

Technical Field

The present invention relates to a structure of Prefabricated modules such as Modular Integrated Construction (MIC)/Prefabricated Volumetric Construction (PPVC), and more particularly, to a method of interconnecting Prefabricated modules for constructing a multi-storey building.

Background

Traditional construction of multi-storey buildings, such as high-rise apartment buildings and office buildings, is a time consuming and expensive process. Due to weather factors, construction may be delayed or damaged or may not be performed in certain seasons. When defects are discovered, interior finishing and electrical/plumbing connections may be deployed in undesirable environments and require extensive rework.

To speed up the construction progress and improve quality control, various modular construction techniques can be employed. The assembly composite Construction (MIC) and Prefabricated volume Construction (PPVC) involve the creation of modules in a controlled factory environment, followed by assembly of multi-storey buildings on site. In general, a prefabricated module may represent a unit in a building, such as an apartment, building, office, or portion thereof, and is optionally formed with plumbing, wiring, built-in cabinets, and the like. The prefabricated modules can comprise four vertical walls, a ceiling and a floor at most; alternatively, there may be less than four walls and only a ceiling or floor, with the third and/or fourth walls and ceiling or floor being provided by adjacent modules. Fig. 1 is prior art depicting the construction of a multi-storey building 10 in which precast modules can be hoisted into place and connected together into an integrated structure.

There are several techniques in response to connecting prefabricated modules together. Generally, mechanical solutions are used, for example, pins from the module can be inserted into mating grooves or sockets, or interconnecting horizontal and vertical plates that are bolted to the module. These are commonly used in steel substrate modules. New connection techniques have also been proposed. For example, document WO 2017/058117 uses a modular connection technique involving holders, fasteners and connection plates. Document WO 2018/101891 describes interlocking panels for steel frame prefabricated volume building modules. Document SG 10201703972W describes a technique for manufacturing composite structural walls in prefabricated volume building method structures, which form channels receiving tie rods in a pair of wall channels.

While these techniques are acceptable for many environments, the nodes between adjacent prefabricated modules may have greater strength requirements where extreme conditions such as high winds (typhoons, hurricanes) or earthquakes are encountered. Furthermore, many prior art joining techniques are implemented for steel frame based modules, rather than concrete based modules. Accordingly, there is a need in the art for a connection method that achieves high strength in a modular structure to meet the needs of a building that can be affected by potentially harsh environments.

Disclosure of Invention

The present invention provides a connector for use between precast concrete modules adjacent to each other within a single storey in a multi-storey modular building. In a multi-storey modular building, there is a first precast concrete module, wherein at least a portion of the module is load bearing. The first precast module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls.

A plurality of first reinforcing connecting members are connected to at least one first vertical wall of the first concrete precast module vertical walls, and each reinforcing connecting member has a periodic protruding portion extending from the first vertical wall.

The second precast concrete module and the first precast concrete module are located on the same floor. At least a portion of the modules are load bearing as the first precast concrete module. The second precast module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls. A plurality of second reinforcing connecting members are connected to at least a second vertical wall of the second concrete precast module vertical walls. Each reinforcing connecting member has a periodic projection extending from the second vertical wall.

The first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single storey of the multi-storey modular building such that the first connecting member periodic projections face the second connecting member periodic projections. The first and second connecting members are embedded in the concrete vertical walls, and cast-in-place concrete is filled in a space between the first vertical wall of the first precast concrete module and the second vertical wall of the second precast concrete module. In some applications, tie-down assemblies may be provided to engage the first and second connecting member periodic projections prior to placement of the cast in place concrete. In some aspects, the tie-down assembly includes a plurality of connecting rebars that engage the first and second connecting members. In some aspects, the tie-down bar includes a vertical rod portion embedded in the enclosed space extending from the first vertical wall and a plurality of L-shaped portions extending therefrom, each L-shaped rod portion engaging a corresponding enclosed space extending from the second vertical wall.

The first and second connecting members are embedded in the concrete vertical walls, and cast-in-place concrete is filled in a space between the first vertical wall of the first precast concrete module and the second vertical wall of the second precast concrete module.

In other aspects, a multi-level modular building includes a plurality of precast concrete modules, and includes a first precast concrete module, wherein at least a portion of the modules are load bearing, and the first precast module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls. A plurality of first reinforcing connecting members connected to at least a first vertical wall of the first precast concrete module vertical walls, and a base of each of the reinforcing connecting members is embedded in the first vertical wall, each of the reinforcing connecting members extending from the base to periodically protrude outside the first vertical wall. The second precast concrete module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls. A plurality of second reinforced connecting members connected to at least a first vertical wall of the second precast concrete module vertical walls, and a base portion of each of the reinforced connecting members is embedded in the second vertical wall, each of the reinforced connecting members extending from the base portion to periodically protrude outside the second vertical wall, wherein the first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single storey of the multi-storey modular building such that the periodically protruding first reinforced connecting members and the periodically protruding second reinforced connecting member periodic protrusions overlap in a vertical plane. The first and second connecting members are encapsulated with cast-in-place concrete and fill the space between the first and second vertical walls.

In other aspects, a multi-level modular building is made from a plurality of precast concrete modules.

The building includes a first precast concrete module, wherein at least a portion of the module is load bearing, and the first precast module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls. A plurality of first receiving members are at least partially embedded in at least a first vertical wall of the first precast concrete module vertical walls, and each receiving member includes an opening to receive a connecting member. The second precast concrete module includes at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls. A plurality of second receiving members are at least partially embedded in at least a second vertical wall of the second precast concrete module vertical walls, and each receiving member includes an opening to receive the connecting member. The first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single storey of the multi-storey modular building, and the interconnecting member is received within the respective first and second receiving members. The first and second receiving members are embedded in the cast-in-place concrete, and the cast-in-place concrete fills a space between the first vertical wall of the first precast concrete module and the second vertical wall of the second precast concrete module.

Drawings

Fig. 1 is prior art, schematically depicting a multi-storey building constructed from a plurality of prefabricated modules.

Fig. 2 schematically depicts two adjacent prefabricated modules.

Fig. 3 schematically depicts a prefabricated module having a plurality of reinforcing connecting members embedded in a vertical wall of the module.

Fig. 4 schematically depicts a steel bar truss used as a reinforcing connecting member.

Fig. 5 is a top view of a steel truss embedded in a modular vertical wall.

Fig. 6 is a horizontal view of two steel trusses positioned facing the adjacent vertical walls of two prefabricated modules.

Fig. 7A and 7B depict side and top views, respectively, of the stresses in two steel trusses positioned facing the adjacent vertical walls of two prefabricated modules.

Fig. 8A and 8B depict another embodiment of a reinforced connecting member.

Fig. 9 depicts another embodiment of a reinforced connecting member.

Fig. 10 depicts another embodiment of a reinforced connecting member.

Fig. 11A and 11B depict top and side views, respectively, of a composite wall using the reinforced joining member of fig. 10.

FIG. 12 depicts a modular wall having the plurality of reinforced connecting members of FIG. 10.

FIG. 13 depicts stresses in a composite wall using the reinforced joining member of FIG. 10.

14A and 14B depict top and side views of another embodiment of a reinforcing connecting member; fig. 14C depicts the stress in a top view.

15A and 15B depict top and side views of another embodiment of a reinforcing connecting member; FIG. 15C depicts stresses in a top view; fig. 15D depicts a top view of the reinforced connecting member, and fig. 15E depicts a side view of the reinforced connecting member of fig. 15D.

Fig. 16A and 16B depict top and side views, respectively, of a fastening system for securing two adjacent module walls together.

17A and 17B depict top and side views of another embodiment of a tie-down system for securing two adjacent module walls together.

FIGS. 18A and 18B depict views of another embodiment of a tie-down system for holding two adjacent module walls.

Detailed Description

are detailed in the accompanying drawings, FIG. 2 depicts a first precast concrete module 100 and a second precast concrete module 200 that are positioned adjacent to each other. The module 100 includes a first vertical wall 110 and a second vertical wall 120 along with a floor 130 attached to the first vertical wall 110 and the second vertical wall 120. Similarly, the module 200 includes a first vertical wall 210 and a second vertical wall 220, and the second vertical wall is positioned adjacent to the first vertical wall 110. The second module includes a second floor 230 that is connected to the second module

vertical walls

210 and 220.

Alternatively, one of the walls may be formed of one or more support columns instead of a planar wall, as shown. However, the term "wall" as used in the specification and claims also includes a flat wall, a support post, or a portion of a wall. In short, any support member that can be connected to a floor or ceiling with additional wall elements can be formed as a module according to the invention.

Each prefabricated module includes load bearing elements so that the module can be used to construct a multi-storey building, such as the building shown in figure 1. The load bearing member may be one of a vertical wall or a support post. In the load-bearing wall and column, reinforcing steel bars (reinforcing steel bars) are disposed in horizontal and vertical directions for reinforcing a structure. When prefabricated modules are used to form a housing unit, various features may be incorporated therein, such as windows, pipes, wires, built-in units such as cabinets, floors, hvac units, and the like. By building the various finishes in a factory environment, they can be factory tested to ensure that all components are in normal use before being sent to the building site for assembly, which is beneficial. Alternatively, the prefabricated modules may be shells that are completed after the multi-storey building is assembled. The degree of completion of the prefabricated modules does not affect the add-on of the present invention.

In the stage of forming a multi-storey building 10, prefabricated

load bearing walls

110 and 220 must be joined to form a composite load bearing wall with structural load bearing capacity similar to that of a monolithic wall with the same aggregate thickness. To this end, the reinforcing connecting members may be embedded in the outer surface of each wall.

Fig. 3 depicts a plurality of reinforcing connecting members connected to at least one first vertical wall of the first precast concrete module 100. As best shown in fig. 4, each reinforcing member 300 includes a base 310 and periodic protrusions 320, wherein the base 310 is embedded in the first vertical wall and the periodic protrusions 320 extend away from the base. In the embodiment of fig. 4, although the steel bar truss is shown as follows, a reinforcing connecting member is selected, but in the present invention, various configurations of the reinforcing connecting member may be used. A particular connecting member 300 is a steel bar truss that includes two base steel bars 310 and a pair of triangular truss arrangement projections that extend toward a third steel bar 330 that repeats periodically along the length of the beam. In one embodiment, the base rebar 310 of the beam is embedded in the precast concrete wall, and the truss arrangement protrusion 320 extends outward from the base.

To connect the

walls

110 and 220 of fig. 2, both the

walls

110 and 220 include a reinforcing member 300. As shown in the top view of fig. 5, the modules are placed adjacent to each other so that the protrusions 320 do not overlap in the horizontal plane (the "longer" direction of the wall). A gap of about 10 mm may be maintained between adjacent reinforcing members/steel trusses. As shown in the vertical plane (the "shorter" direction of the wall) in the side view of fig. 6, the respective tab/truss members 320, 320' from each reinforcement member 300 overlap to form a reinforced structure, as will be described in further detail below. As shown in fig. 5 and 6, when the

precast modules

100 and 200 are positioned together with the reinforcing member 300, concrete may be cast in place (e.g., element 400), so that the two-sided precast walls, the reinforcing member 300, and the cast in place concrete may form a single composite wall, and have a total thickness equal to the sum of the two precast walls and the cast in place core.

As shown in fig. 7, which illustrates the transfer of stress in the formed composite wall including the vertical

prefabricated wall bodies

110 and 220, the connection members 300, and the cast-in-place concrete 400. When the wall is loaded, stresses will be created that tend to separate the

wall

110, 220 from the cast in place concrete 400. Without the attachment 300, the cast-in-place concrete 400 and the

walls

110, 220 are held together purely by adhesion. In high load environments, such as during typhoons or hurricanes, this adhesion is not sufficient to withstand. As a result, the composite wall will fail, failing to achieve the normal loading force of the integral reinforced concrete wall of comparable thickness.

Conversely, the overlapping protrusions 320 of the connecting member 300 are able to transfer tensile and shear forces across three composite wall elements, namely the

walls

110, 220 and the cast-in-place concrete 400. In the side view of fig. 7A, the connection members 300 and 300 'protrude from the

walls

110 and 220, respectively, with the protrusions 320 and 320' overlapping in the vertical plane and not overlapping in the horizontal plane. Due to the splitting stress generated by the applied load, a tensile force is formed in the diagonal protrusions 320 and 320' of the truss shape. In region 360 of FIG. 7A, protrusions 320 and 320' overlap. Concrete struts may be formed in the area 360 from the cast in place concrete 400 that would act between the apex of the projection 320 and the apex of the projection 320'. Pressure will build up in the concrete pillar and will be transmitted to the apex of the triangular protrusion 320 and the apex of the triangular protrusion 320'; this results in tensile stress in the respective diagonal members of members 300 and 300'. Since the triangular lug diagonal members pass through the inter-phase regions at an angle, they resist the shear forces of the interface. This force combination holds the opposing

walls

110 and 220 together to form a stronger composite wall.

As discussed above, the particular configuration of the reinforced connecting member 300 in fig. 4-7 represents only one of many possible configurations of reinforced connecting members. Alternative configurations may be as depicted in fig. 8-14. Fig. 8A and 8B depict top and side views of a planar truss girder 500 that may be used as a reinforcing connection member. The planar truss beam 500 includes a set of triangular projections 520 connected to a base member 510. Figure 9 depicts a sinusoidal beam 600 in which the repeating protrusions are sinusoidal 620 from a base 610. In both fig. 8 and 9, it can be seen that there will be an overlapping area in opposing beams protruding from the walls facing each other. Thus, the force distribution is substantially the same as that of fig. 7A and 7B.

Fig. 10 depicts another embodiment of a reinforced connecting member. Fig. 10 depicts a connection member 700 that includes an array of protruding shear pins 720 connected to a base member 710. In one aspect, as shown in FIG. 12, the base member may be embedded into the vertical concrete wall 110 with the protrusions 720 extending outwardly from the wall. Fig. 11A depicts a top view, while fig. 11B depicts a side view of the protruding shear nail 720, and depicts overlapping and non-overlapping configuration relationships in the planes. Fig. 13 depicts the force distribution during loading of a composite wall formed from

vertical walls

110, 220 and cast-in-place concrete 400. The symbol T indicates the tensile force in the shear nail 720, and the symbol C indicates the compressive force in the cast-in-place concrete 400. The symbol C' indicates the equilibrium pressure in the concrete. These forces act like the concrete columns depicted in fig. 7A and 7B; thus, the composite wall does not shear apart.

In other embodiments, C-shaped steel may be used as the reinforcing connecting member. Fig. 14A and 14B depict top and side views, respectively, of a C-section steel 800 embedded in

concrete walls

110 and 220. In the C-section steel, one side of the C may serve as the base member 810 and the other side 820 of the C may serve as the protrusion member. FIG. 14C depicts tension and compression in C-section steel and concrete encased by C-section steel panels.

In another aspect, as shown in fig. 15A and 15B, a plate body 900 having a perforation 950 may be used as a reinforcing connection member. The perforations 950 create the effect of alternating periodic structures that overlap with mating alternating periodic structures in the facing

walls

110 and 220. Fig. 15C depicts the structural role of perforated panel 900, which depicts the tensile and compressive zones.

Fig. 15D is a top view of a wall depicting an alternative design. In each wall a and B, the rebar junction element is a bent shaped bar 2900 embedded so that a portion of the strip extends out of the concrete wall. The steel bars form a closed space 2430 with the precast concrete wall. The bent steel strips 2900 may be arranged vertically along the prefabricated wall as desired.

As shown in the side view of fig. 15E, tie assembly 2400 may be constructed from a straight metal rod 2410 and a plurality of L-shaped metal connecting rods 2420. When adjacent modules are lifted into position, the space between adjacent modules can be very narrow. Due to this lack of working space, it is not possible to connect adjacent modules by manual assembly. Thus, in accordance with the present invention, a new tie-down assembly is used to secure adjacent modules to one another. The L-shaped metal connection bar 2420 may be connected to the straight bar 2410, which may be achieved by welding or mechanical fasteners, for example. The size and diameter of the straight rods 2410 and the L-shaped metal connecting bars 2420 can be selected according to the requirements for structural design and the size of the steel bars 2900. Further, the L-shaped metal connection bars 2420 may take other shapes as long as a portion of the shape of the L-shaped metal connection bars 2420 can engage the steel bar 2900.

At the prefabrication site, the tie-down assembly can be temporarily secured to the bar 2900 using steel wire or other connector means, and the vertical steel rod 2410 placed within the enclosed space 2430. After the module is brought to the job site and set in place, the temporary connection can be removed (e.g., the connecting wires are cut off) so that the tie-down assembly is free to move and also rotate within the vertical space between the bent steel bars 2900 and can rotate about the vertical steel bar 2410 within the sealed space 2430.

From the above, bars 2900 for walls a and B would appear side-by-side. In the example described above, tie rod assembly 2400 may be preassembled and placed within sealed space 2430. The net vertical spacing of each set of adjacent bars 2900 may be slightly greater than the overall height of the L-shaped metal connecting bar. Thus, as shown in fig. 15E, tie-down assembly 2400 can be rotated around the straight bar (within enclosure 2420 of wall a) to rotate the vertical section of L-shaped bar 2420 into the corresponding enclosure of wall B and lower the tie-down assembly to engage the corresponding bar. The final position of the tie-down assembly will have the straight bar aligned within the enclosed space 2430 of wall a and also have the vertical section of the L-shaped connecting rod within the enclosed space of wall B. Thus, with such an arrangement, a structural tie-down action can be achieved after the concrete or grout is cast into the void space.

In the design described in the previous paragraph, the vertical walls of adjacent modules can only be effectively secured together after the cast-in-place concrete has gained strength. In one aspect, cast-in-place concrete tends to force the vertical walls of adjacent modules apart. It may therefore be beneficial to include a tie-down system between the vertical walls of adjacent modules, which tie-down system also secures the vertical walls of adjacent modules together at a temporary stage prior to the hardening of the concrete.

FIGS. 16A, 16B, 17A, and 17B depict examples of fastening systems. Referring to the top view of fig. 16A, metal channel beams 1100 and 1110 may be secured into

vertical walls

110 and 220 of adjacent modules, with

walls

110 and 220 facing each other. 1100 and 1110 have openings of appropriate width on their facing sides. Prior to pouring the concrete 400, the tie-down system 1120 may be inserted into the openings of the channels 1100 and 1110 with the end 1125 received by the channels so that it is not pulled out by forces that would tend to separate the walls 110 and 220 (e.g., during pouring of the concrete). To resist pull out, 1100 and 1110 may be crimped channel steel. Tie-down system 1120 may be a metal bolt with an enlarged end 1125, or any other link that may be received in the channel, and has an enlarged end to fit into the opening of the channel.

An alternative fastening system can be seen in FIGS. 17A and 17B. Fig. 17A depicts a set of channel beams 1100 cast into the module vertical wall 110. A set of tie members 2000 may be cast into the adjacent modular wall 220. When the module 100 is positioned adjacent to the module 200, the tie member slides into the C-channel 1100 to join the first and second modules. The tie member may be a shear pin/post with an enlarged head 2010. In the embodiment of fig. 16 and 17, the tension in the tie members is such as to prevent separation of the composite wall; that is, the wall body 110 is not separated from the wall body 220 due to the fastening members and the hollow section steel.

A variation of the tie member described above is depicted in fig. 18A and 18B. As shown in fig. 18A, which is a plan view of a wall section, hollow section steel 2510 with openings is cast into the vertical walls of adjacent modules, with the walls facing each other. In FIG. 18A, these hollow section steels are cut to form rectangular openings. Tie member 2500 is a perforated steel plate, as shown in fig. 18B. A steel plate 2500 having a through hole 2502 is inserted into a groove 2512 of a steel hollow member 2510. The steel plate 2500 is configured to conform to the groove 2512 formed by the hollow section steel component 2510. The perforations 2502 may be formed by pre-drilling holes in the steel plate 2500 such that the steel rods 2800 may be inserted into the perforations 2502 as they are progressively lowered into the steel hollow member 2510. The length of the steel bar 2800 may be designed such that its length is slightly shorter than the clear width of the hollow section steel component 2510, for example, slightly shorter by 2 mm. Once the steel bar 2800 is inserted into the hole of the steel plate 2500 and lowered into the hollow section steel component 2510, the steel bar 2800 follows the steel plate 2500 and is lowered to a final position. In its final state, the pairs of steel bars 2800 will be placed at fixed vertical intervals along the height direction of the walls a and B. The vertical spacing may be chosen to be any range of values depending on specification requirements or structural design requirements, such as the necessary strength of the node. For jurisdictions where additional strength is required due to seismic activity, hurricanes or typhoon areas, the spacing may be adjusted to be closer.

For each pair of steel bars 2800, one is inserted into hollow section steel component 2510 of wall a, and the other is inserted into hollow section steel component 2510 of wall B. When concrete or grout fills the void between walls a and B, hydrostatic pressure pushes hollow section steel parts 2510 away from each other. The steel bar 2800 pushes against the steel hollow member wall near the opposing grooves 2512, since it is constrained by the steel plates and the hollow member itself. This action prevents the hollow steel member 2510 and thus the wall a or B to which the steel hollow member is fixed, from moving. Thus, the steel-steel hollow member assembly can be effective for structural tie-down. The structural tightening is maintained after the concrete or grout has hardened. Any forces that might crack the concrete or grout fill will be resisted by the slotted hollow member assembly.

It will be clear to the person skilled in the art that there may be many ways of changing in addition to the described changing without departing from the concept of the invention. Therefore, in addition to the spirit of the present disclosure, no response for the present invention is limited. Moreover, in interpreting the present disclosure, the broadest way that applications should be interpreted consistent with context with respect to all terms may be interpreted . In particular, the terms "comprises" and "comprising" should be interpreted as referring to elements, components, or steps in a non-exclusive manner; the recitation of a stated element, or step is meant to be present, used, or combined with other unrecited elements, or steps.

Claims

1. A multi-storey modular building comprising a plurality of precast concrete modules, wherein the building comprises:

a first precast concrete module, wherein at least a portion of the module is load bearing, and the first precast module comprises at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls;

a plurality of first reinforcing connecting members connected to at least one first vertical wall of the first precast concrete module vertical walls, each of the reinforcing connecting members being bent with reinforcing bars, a portion of the reinforcing bars periodically protruding outside the first vertical wall, at least a portion being embedded in the first vertical wall, and a closed space being formed between the protrusion and the wall;

a second precast concrete module, wherein at least a portion of the module is load bearing, and the second precast module comprises at least two vertical concrete walls and at least one horizontal structure selected from a ceiling or a floor at least partially connected to the at least two vertical walls;

a plurality of second reinforced coupling members coupled to at least one second vertical wall of the second precast concrete module vertical walls, each of the reinforced coupling members being bent with reinforcing bars, a portion of the reinforcing bars periodically protruding outside the second vertical wall, at least a portion being embedded in the second vertical wall, and forming a closed space between the protrusion and the wall, wherein the first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single story of the multi-story modular building such that the periodically protruding first coupling members face the periodically protruding second coupling members;

a tie-down bar assembly including a plurality of connecting bars, the connecting bars engaging the first and second connecting members, the tie-down bar including a vertical bar portion and a plurality of L-shaped portions extending therefrom, the vertical bar portion being embedded in an enclosed space extending from the first vertical wall and each of the L-shaped portions engaging a corresponding enclosed space extending from the second vertical wall; and

cast-in-place concrete for enclosing the first and the second connecting members and filling a space between the first vertical wall of the first precast concrete module and the second vertical wall of the second precast concrete module.

2. A multi-storey modular building comprising a plurality of precast concrete modules, wherein the building comprises:

a plurality of first reinforcing connecting members connected to at least a first vertical wall of the first precast concrete module vertical walls, and a base of each of the reinforcing connecting members is embedded in the first vertical wall, each of the reinforcing connecting members extending from the base to periodically protrude outside the first vertical wall;

a plurality of second reinforced connecting members connected to at least a first vertical wall of the second precast concrete module vertical walls, and a base portion of each of the reinforced connecting members is embedded in the second vertical wall, each of the reinforced connecting members extending from the base portion to periodically protrude outside the second vertical wall, wherein the first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single storey of the multi-storey modular building such that the periodically protruding first reinforced connecting members and the periodically protruding second reinforced connecting members overlap in a vertical plane; and

3. A multi-storey modular building according to claim 1 or 2, wherein the connecting members are steel trusses having triangular periodic projections.

4. A multi-storey modular building according to claim 1 or 2, wherein the periodic projections of the connecting members are sinusoidal-shaped periodic projections.

5. The multi-storey modular building of claim 2, wherein the connecting members are perforated plates, and wherein the perforations periodically protrude to form periodic protruding portions.

6. A multi-storey modular building according to claim 2, wherein the connecting members are a plurality of shear studs extending from the base rod.

7. The multi-level modular building of claim 2, wherein the connecting member is a channel or a C-channel.

8. The multi-level modular building of claim 2, wherein the first connecting member periodic projections do not overlap the second connecting member periodic projections in a horizontal plane.

9. A multi-level modular building comprising a plurality of precast concrete modules, wherein the multi-level modular building comprises:

a plurality of first receiving members at least partially embedded in at least a first vertical wall of the first precast concrete module vertical walls, and each of the receiving members includes an opening to receive a connecting member;

a plurality of second receiving members at least partially embedded in at least a second vertical wall of the second precast concrete module vertical walls, and each of the receiving members including an opening to receive a connecting member, wherein the first precast concrete module and the second precast concrete module are aligned adjacent to each other within a single storey of the multi-storey modular building and an interconnecting member is received within the respective first and second receiving members; and

cast-in-place concrete for enclosing the first and the second receiving members and filling a space between the first vertical wall of the first precast concrete module and the second vertical wall of the second precast concrete module.

10. The multi-level modular building of claim 9, wherein the first and second receiving members are channel steel or C-channel steel.

11. A multi-storey modular building according to claim 9, wherein the connecting members are perforated plates, shear pins or metal rods.