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CROSS-REFERENCE TO RELATED APPLICATION 
     This application claims foreign priority from a Taiwan Patent Application, Ser. No. 100118894, filed on Jun. 1, 2011. 
     BACKGROUND OF INVENTION 
     1. Field of Invention 
     This invention relates to a modified reinforced concrete structure, which has less than 4% cross-section area ratio of steel, thus is referred as a modified reinforced concrete structure with respect to conventional SRC structure. 
     2. Description of the Prior Art 
     With the development of various construction materials and applications, the modern architecture has various diversities, in which the walls of the building structure, floor structure also have a lot varieties. Such varieties of wall and floor structures facilitate the building designers, and constructors to select the appropriate wall plate with an appropriate unit weight, compressive strength, lateral tensile strength in construction, and then consider the suitability of the construction costs, so that the design of buildings can be more convenient and flexible. 
     In conventional reinforced concrete structures, only simple overlap is used between steel or wire binding, and there is no ability to transfer stress between the two but alone concrete bonding. Before concrete grouting, safety supports are required to sustain the steel structure, thus leads to a messy construction site and steel construction can not achieve the accuracy and standards. And it is often result in inaccuracy of protective layer thickness, lack of reinforcement spacing, or short of numbers of stirrups in joints, and such defects usually cause failure after the earthquake occurred. The reinforcement without bonding strength often buckles and fails when encountering ultimate strength limitation. The core concrete cannot be confined and extend the cross-sectional strength, thus results in brittle damage. 
     The current combination of a variety of conventional steel structural wall, floor, or roof does not require setting up mold plates, and does not need to wait for the curing of concrete. It has the advantages such as high construction speed, easy to control the construction progress, thus is widely applied for the architecture engineering, as well as for modern ultra-high-rise buildings. However, it still has following shortcomings. 
     When constructing steel structure of particular structural steel design, the components of the structure should be “tailor-made,” and a special manufacturing line should be arranged. Unlike general building materials, those particular structural steel design lack practicability and progressiveness. 
     Particular structural steel or building materials of particular shapes are not for widespread use. The size of a particular design or manufacture of building materials required to open an individual molds, resulting in increase of the overall costs. 
     The production of structural components should be set up additionally, and there is usually no spare production line. Therefore once the production is delayed, it will affect the construction progress. And once the production is over the requirement, it will cause the waste of discarded building materials. 
     Because of structural construction is different from the pre-assembled composite wall or floor, the constructor should assemble the composite wall or floor of particular design according to construction drawing. If constructors are not familiar with, or negligence, or misunderstanding the case of construction drawings, the construction efficiency and the quality are of great concerned. It may seriously affect the quality of construction and completion on schedule. 
     Therefore, the conventional combination of rigid frame structure, the assembly structure of floor and construction method still need for improvement. 
     SUMMARY OF INVENTION 
     In view of above, the present invention provides an architectured reinforcement structure, which is composed of a plurality of interconnected steel box units. Through various design of the side plates and end plates of the steel box unit, the steel box unit can be configured as a beam steel box unit, a column steel box unit, and a beam/column joint steel box unit. And with the interconnection in the X direction, the Y direction, and the Z direction, the architectured reinforcement structure of a building is constructed. 
     Accordingly, by implementing the architectured reinforcement structure of the present invention, the construction of the concrete structure reinforced by steel frame can be improved, and the connection of the beams and columns can have advantages as follows: 
     The grouting and tamping of concrete construction is improved, and the phenomena such as hive, segregation, and bleeding can be reduced. 
     The ability of beam-column joint is improved, for example, the ability of confinement is improved. 
     Increase the beam-column joint construction speed, convenience, and accuracy. 
     In addition to better ensure the structural safety, but also saves manpower and schedule. 
     The present invention provides an architectured reinforcement structure, comprising a plurality of interconnected steel box units, wherein each steel box unit comprises two end plates being disposed at both ends of the steel box unit, each one of the end plates comprises an end plate central opening located at the central region of the end plate and a plurality of end plate peripheral openings located at the peripheral region of the end plate; at least two angle steel bars being disposed between the two end plates and respectively attached thereto, and positioned on side edges of the steel box unit in the direction parallel to a longitudinal axis of the steel box unit; and, at least three side plates being disposed between the two end plates, and configured as lateral planes of the steel box unit by the angle steel bars. 
     According to one aspect of the invention, the angle steel bar is attached to the end plate further by an angle steel bar connecting piece. 
     According to one aspect of the invention, the end plate comprises at least a flange perpendicularly protruding the surface circumference of the end plate. And the architectured reinforcement structure of the invention further comprises a joint sleeve configured to inset into the flange of the end plate for joining the end plates of the two adjacent steel box unit, wherein the two adjacent steel box units are joined together by means of welding the joint sleeve with the adjacent end plates in a full-penetration weld manner. 
     According to one aspect of the invention, the architectured reinforcement structure of the invention further comprises a plurality of reinforcing steel bars, passing through the end plate peripheral openings and extending outwardly from the steel box unit, respectively, wherein the reinforcing steel bar extending out from the end plate peripheral openings can be anchored on an outer surface of the end plate. 
     According to one aspect of the invention, the side plate further comprises a side plate central opening located at the central region of the side plate, and a plurality of side plate peripheral openings surrounding the side plate central opening, wherein the steel box unit further comprises a plurality of reinforcing steel bars, passing through the side plate peripheral openings and extending outwardly from the steel box unit, respectively. The reinforcing steel bar passing through the side plate peripheral opening can be anchored on an outer surface of the side plate. 
     According to one aspect of the invention, the steel box unit further comprises a plurality of steel rings, which are hung on the side plate for hooking the reinforcing steel bar. 
     According to one aspect of the invention, the side plate is a grid steel plate. 
     By interconnecting multiple steel box units according to the architectured reinforcement structure of the present invention in the X direction, the Y direction, and the Z direction respectively, the architectured reinforcement structure of a building can be constructed. 
    
    
     
       BRIEF DESCRIPTION OF THE DRAWINGS 
       The embodiments will be described in detail with reference to the following drawings in which like reference numerals refer to like elements wherein: 
         FIGS. 1A and 1B  illustrate an embodiment of an architectured reinforcement structure of the present invention; 
         FIGS. 2A-2C  illustrate an embodiment of a beam steel box unit of an architectured reinforcement structure of the present invention; 
         FIG. 3  illustrates an embodiment of a column steel box unit of an architectured reinforcement structure of the present invention; 
         FIGS. 4A-4C  illustrate an embodiment of connection between a beam column and a steel box unit of the present invention; and 
         FIGS. 5A and 5B  illustrate jointed multiple steel box units of the present invention. 
     
    
    
     DETAILED DESCRIPTION 
     Referring to  FIG. 1A , the present invention presents an architectured reinforcement structure, which is composed of a plurality of interconnected steel box units. According to the present invention, a steel box unit is designed to have various side plates and end plates, so that the steel box unit can be formed as a beam steel box unit  100 , a column steel box unit  200 , and a beam-column joint steel box unit  300 . By interconnecting plural beam steel box unit  100 , column steel box unit  200 , and beam-column joint steel box unit  300  in the X direction, the Y direction, and the Z direction, an architectured reinforcement structure as shown in  FIG. 1A  can be provided. 
     Refer to  FIGS. 2A-2C .  FIGS. 2A-2C  illustrate an embodiment of a beam steel box unit of an architectured reinforcement structure of the present invention. A beam steel box unit  100  includes two end plates  110 , two angle steel bars  120 , three side plates  130 , reinforcing steel bars  140 , and steel rings  150 , as shown in  FIG. 2A . 
     The two end plates  110  are disposed at both ends of the beam steel box unit  100 . The end plate  110  comprises an end plate central opening  111 , which is located at the central region of the end plate  110 , and a plurality of end plate peripheral openings  112 , which are located at the peripheral region of the end plate  110 . The aperture size of the end plate central opening  111  is configured to allow concrete to flow through during grouting. 
     The two angle steel bars  120  are disposed between the two end plates  110  and respectively attached to the two end plates  110 . And, the two angle steel bars  120  are positioned on side edges of the beam steel box unit  100  in the direction parallel to a longitudinal axis of the beam steel box unit  100 . 
     The three side plates  130  are disposed between the two end plates  110 , and configured as lateral planes of the beam steel box unit  100  by the angle steel bars  120 . By assembling two end plates  110 , two angle steel bars  120 , and three side plates  130 , a box frame is formed to provide not only an over-wrapped steel structure for a beam of a construction, but a systematic mold plate module when grouting concrete. 
     The reinforcing steel bar  140  passes through the end plate peripheral openings  112  of the beam steel box unit  100 , and extends outwardly from the beam steel box unit  100 . The portion of the reinforcing steel bar  140  protruding out of the end plate peripheral opening  112  not only can pass through adjacent beam steel box unit, but also can butt another corresponding reinforcing steel bar, e.g. directly butting by a steel bar connector  400 , as shown in  FIG. 1B , to extend the length required for the beam. Otherwise, the portion of the reinforcing steel bar  140  protruding out of the end plate peripheral opening  112  can be anchored on an outer surface of the end plate  110  by, for example, a T-headed anchor head. 
     As shown in  FIG. 2B , the steel ring  150  can be hung on the side plate  130  and provided to hook the reinforcing steel bar  140 , in order to fixedly position the reinforcing steel bar  140  in the beam and to maintain the spacing between the reinforcing steel bar  140  and the side plate  130 . And, as the beam is under load, the steel ring  150  may also transfer the beam stress between the reinforcing steel bar  140  and the side plate  130 . 
     The above-mentioned angle steel bar  120  may further connect to end plate  110  by an angle steel bar connecting piece  160 . Moreover, referring to  FIG. 2C , the end plate  110  includes at least a flange  113 , protruding perpendicularly out from the circumference of the surface of the end plate  110 . Thus, a joint sleeve  170  can be used to sheathe among flanges  113  of the end plate  110  for the beam steel box unit  100 . And by means of a full-penetration weld manner to affix end plates  110 , end plate  110 ′ of the adjacent beam steel box units  100  with the joint sleeve  170 , two adjacent beam steel box units  100  and  100 ′ are connected. Additionally, the above-mentioned side plate  130  is a grid steel plate thereby the bond strength between the plate and the concrete is improved. Preferably, the above-mentioned side plate  130  is a perforated grid steel plate, thereby the weight of the plate is reduced and its strength and stiffness are improved. 
     Refer to  FIG. 3 .  FIG. 3  illustrates an embodiment of a column steel box unit of an architectured reinforcement structure of the present invention. As the illustrated embodiment, the column steel box unit  200  includes two end plates  210 , four angle steel bars  220 , four side plates  230 , reinforcing steel bars  240 , and a steel ring  250  (not shown) 
     The two end plates  210  are disposed at both ends of the column steel box unit  200 . The end plate  210  includes an end plate central opening  211  located at the central region of the end plate  210 , and a plurality of end plate peripheral openings  212  located at the peripheral region of the end plate  210 , wherein the aperture size of the end plate central opening  211  is configured to allow concrete to flow through during grouting. 
     The angle steel bars  220  are disposed between the two end plates  210  and respectively attached to the two end plates  210 . And, the angle steel bars  220  are positioned on side edges of the beam steel box unit  200  in the direction parallel to a longitudinal axis of the beam steel box unit  200 . 
     The side plates  230  are disposed around sides of the column steel box unit  200 , and assembled on two end plates  210  by the angle steel bars  220 . By assembling two end plates  210 , four angle steel bars  220 , and four side plates  230 , a box frame is formed to provide not only an over-wrapped steel structure for a column of a construction, but a systematic mold plate module when grouting concrete. 
     The reinforcing steel bar  240  passes through the end plate peripheral openings  212  of the column steel box unit  200 , and extends outwardly from the column steel box unit  200 . The portion of the reinforcing steel bar  240  protruding out of the end plate peripheral opening  212  not only can pass through adjacent column steel box unit, but also can butt another corresponding reinforcing steel bar, e.g. directly butting by a steel bar connector  400 , as shown in  FIG. 1B , to extend the length required for the column. Otherwise, the portion of the reinforcing steel bar  240  protruding out of the end plate peripheral opening  212  can be anchored on an outer surface of the end plate  210  by, for example, a T-headed anchor head  500  as shown in  FIG. 5B . 
     The steel ring  250  (not shown) can be hung on the side plate  230  and provided to hook the reinforcing steel bar  240 , in order to fixedly position the reinforcing steel bar  240  in the column and to maintain the spacing between the reinforcing steel bar  240  and the side plate  230 . And, as the column is under load, the steel ring  250  may also transfer the column stress between the reinforcing steel bar  240  and the side plate  230 . 
     The above-mentioned angle steel bar  220  may further connect to end plate  210  by an angle steel bar connecting piece  260 . Moreover, the end plate  210  includes at least a flange  213 , protruding perpendicularly out from the circumference of the surface of the end plate  210 . Thus, a joint sleeve  270  can be used to sheathe among flanges  213  of the end plate  210  for column steel box unit  200 . And by means of a full-penetration weld manner to affix end plates  210  of the adjacent column steel box units  200  with the joint sleeve  270 , the two adjacent column steel box units  200  are connected. Additionally, the above-mentioned side plate  230  is a grid steel plate thereby the bond strength between the plate and the concrete is improved. Preferably, the above-mentioned side plate  230  is a perforated grid steel plate, thereby the weight of the plate is reduced and its strength and stiffness are improved. 
     Refer to  FIGS. 4A-4C .  FIGS. 4A-4C  illustrate an embodiment of connection between a beam column and a steel box unit of the present invention. The beam-column joint steel box unit  300  includes two end plates  310 , and four side plates  330   
     The two end plates  310  are disposed at both ends of the beam-column joint steel box unit  300 . As shown in  FIG. 4A , based on the structure design, the end plate  310  includes an end plate central opening  311  located at the central region of the end plate  310 , and a plurality of end plate peripheral openings  312  located at the peripheral region of the end plate  310 . Wherein the aperture size of the end plate central opening  311  is configured to allow concrete to flow through during grouting, and the aperture size of the end plate peripheral openings  312  is configured to allow the above-mentioned reinforcing steel bar  240  of the column steel box unit  200  to pass through. 
     The four side plates  330  are attached to end plates  310 , and are disposed around sides of the beam-column joint steel box unit  300 . The side plate  330  can be alternatively designed based on the position of the architectured reinforcement structure of the present invention. In one aspect, as shown in  FIG. 4A , the side plate  330  may include a side plate central opening  331  located at the central region of the side plate  330 , and a plurality of side plate peripheral openings  332  located at the peripheral region of the end plate  330 . Wherein the aperture size of the side plate central opening  331  is configured to allow concrete to flow through during grouting, and the aperture size of the side plate peripheral openings  332  is configured to allow the above-mentioned reinforcing steel bar  140  of the beam steel box unit  100  to pass through. In another aspect, as shown in  FIGS. 4B and 4C , the side plate  330  may only include plural side plate peripheral openings  332 , but not side plate central openings  331 . 
     By assembling two end plates  310  and four side plates  330 , a box frame is formed to provide not only an over-wrapped steel structure for a beam-column joint of a construction, but a systematic mold plate module when grouting concrete. 
     The above-mentioned end plate  310  can be alternatively designed based on the position of the architectured reinforcement structure of the present invention. The end plate  310  may include a flange  313 , protruding perpendicularly out from the surface of the end plate  310 . Thus, a joint sleeve  370  can be used to sheathe among flanges  313  of the end plate  310  for the beam-column joint steel box unit  300 . And by means of a full-penetration weld manner to affix end plates  310  of the beam-column joint steel box unit  300  and the adjacent end plate  210  of the column steel box units  200  with the joint sleeve  370 , the adjacent beam-column joint steel box unit  300  and column steel box unit  200  are connected together. In addition, the above-mentioned side plate  330  may also include a flange  333 , protruding perpendicularly out from the surface of the side plate  330 . Thus, a joint sleeve  370  can be used to sheathe among flanges  333  of the side plate  330  for the beam-column joint steel box unit  300 . And by means of a full-penetration weld manner to affix side plate  330  of the beam-column joint steel box unit  300  and the adjacent end plate  110  of the beam steel box unit  100  with the joint sleeve  370 , the adjacent beam-column joint steel box unit  300  and beam steel box unit  100  are connected together. 
     As stated above, by interconnecting multiple beam steel box units  100 , column steel box units  200 , and beam-column joint steel box units  300  in the X direction, the Y direction, and the Z direction respectively, the architectured reinforcement structure of the present invention as shown in  FIGS. 5A and 5B  can be provided. Furthermore, an architectured reinforcement structure of a building as shown in  FIG. 1A  can be constructed. 
     What has been described above includes examples of one or more embodiments. It is, of course, not possible to describe every conceivable combination of components or methodologies for purposes of describing the aforementioned embodiments, but one of ordinary skill in the art may recognize that many further combinations and permutations of various embodiments are possible. Accordingly, the described embodiments are intended to embrace all such alterations, modifications and variations that fall within the spirit and scope of the appended claims.

Summary:
This invention presents a modified reinforced concrete structure, which has a steel structure composed of a beam steel box unit, column steel box unit, and beam-column joint steel box unit with lap jointing reinforced steels. The side plate and/or end plate of the steel box has through holes for concrete flowing therebetween. In this way, the workability of concrete grouting and tamping are improved, and the phenomena of hive, segregation, or floating can be avoided. It can also enhance the performance of beam-column joints (e.g. with better confinement ability, etc.). Applying the invention, the efficiency and accuracy of constructing beam-column joints can be increased, and in addition to better ensure the structural safety, it can also reduce construction manpower and schedule.