CN107227820A - A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams - Google Patents
A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams Download PDFInfo
- Publication number
- CN107227820A CN107227820A CN201710557019.XA CN201710557019A CN107227820A CN 107227820 A CN107227820 A CN 107227820A CN 201710557019 A CN201710557019 A CN 201710557019A CN 107227820 A CN107227820 A CN 107227820A
- Authority
- CN
- China
- Prior art keywords
- steel
- damping
- spin system
- replaceable
- web
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 163
- 239000010959 steel Substances 0.000 title claims abstract description 163
- 239000002131 composite material Substances 0.000 title claims abstract description 15
- 230000008878 coupling Effects 0.000 title claims description 19
- 238000010168 coupling process Methods 0.000 title claims description 19
- 238000005859 coupling reaction Methods 0.000 title claims description 19
- 238000013016 damping Methods 0.000 claims abstract description 53
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 10
- 239000000463 material Substances 0.000 claims abstract description 4
- 239000002356 single layer Substances 0.000 claims abstract description 4
- 238000003466 welding Methods 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 239000002689 soil Substances 0.000 claims 1
- 239000004567 concrete Substances 0.000 abstract description 34
- 238000005265 energy consumption Methods 0.000 abstract description 2
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 3
- 239000000853 adhesive Substances 0.000 description 2
- 230000001070 adhesive effect Effects 0.000 description 2
- 230000002411 adverse Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 230000008859 change Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 210000001503 joint Anatomy 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
- E04C3/294—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete of concrete combined with a girder-like structure extending laterally outside the element
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
一种可更换的钢桁架‑高阻尼混凝土叠合板组合连梁,包括钢管高阻尼混凝土上、下弦杆，钢条桁架腹板，由格构钢筋连接的两片高阻尼轻骨料空心盖板，O型Q235B钢板连接件和钢筋混凝土剪力墙内的预埋件。所述钢条桁架腹板由上下水平低屈服钢钢条及X型低屈服钢钢条组成；所述高阻尼轻骨料空心盖板内配单层双向分布钢筋；所述钢条桁架腹板置于格构钢筋连接的两片高阻尼轻骨料空心盖板内，表面涂覆无粘结材料；所述钢管高阻尼混凝土上、下弦杆及钢条桁架腹板与钢筋混凝土剪力墙墙肢的预埋件通过摩擦型高强螺栓连接；所述钢管高阻尼混凝土上、下弦杆与钢条桁架腹板通过O型Q235B钢板连接件焊接。与现有可更换连梁相比，本发明耗能能力强且具有易更换的特点。
A replaceable steel truss-high damping concrete composite slab composite connecting beam, including steel tube high damping concrete upper and lower chords, steel truss webs, two high damping lightweight aggregate hollow cover plates connected by lattice steel bars, O-shaped Q235B steel plate connectors and embedded parts in reinforced concrete shear walls. The steel bar truss web is composed of upper and lower horizontal low-yield steel bars and X-shaped low-yield steel bars; the high-damping lightweight aggregate hollow cover plate is equipped with a single-layer bidirectionally distributed steel bar; the steel bar truss web Placed in two high-damping lightweight aggregate hollow cover plates connected by lattice steel bars, the surface is coated with non-bonding materials; the steel tube high-damping concrete upper and lower chords and steel truss webs and reinforced concrete shear walls The embedded parts of the limbs are connected by friction-type high-strength bolts; the steel pipe high-damping concrete upper and lower chords and the steel truss web are welded by O-shaped Q235B steel plate connectors. Compared with the existing replaceable connecting beam, the present invention has the characteristics of strong energy consumption and easy replacement.
Description
技术领域technical field
本发明属于建筑结构领域，涉及一般建筑物构造，具体涉及在地震区建造的混凝土高层建筑结构，特别涉及一种可以实用的耗能增强型可更换连梁。The invention belongs to the field of building structures and relates to general building structures, in particular to a concrete high-rise building structure built in an earthquake zone, and in particular to a practical replaceable connecting beam with enhanced energy consumption.
背景技术Background technique
目前可更换连梁有四种类型，即：截面削弱型可更换连梁，附加耗能部件可更换连梁，钢桁架连梁，改进的钢桁架连梁。截面削弱型可更换连梁一般以低屈服钢板为主体，在较大变形下其削弱后的钢板易出现平面外失稳；附加耗能部件可更换连梁大部分变形都集中在跨中位置的耗能构件，其过大的竖向变形可能会损害连梁上方的楼板，这势必限制其在实际工程中的应用；钢桁架连梁的缺点是，桁架结构中连接较为复杂，在较大变形下易发生连接处破坏或钢构件平面外失稳；中国矿业大学提出的改进钢桁架连梁，保留了钢管混凝土上、下弦杆，将腹杆改为低屈服钢腹板，钢腹板通过两块钢筋混凝土盖板约束其平面外变形，钢腹板与剪力墙墙身没有联系仅通过耳板与弦杆连接；改进的钢桁架连梁实际上不是一个桁架结构，应视为上、下弦杆间夹置了一个金属阻尼器，这种连梁的耗能能力较传统钢桁架连梁提高不少，但上、下弦杆必须完全承担截面的弯矩、剪力、轴力作用，增加了上、下弦杆的承载要求，也即上、下弦杆的截面必然增大以适应这种变化。There are currently four types of replaceable connecting beams, namely: replaceable connecting beams with weakened sections, replaceable connecting beams with additional energy-dissipating components, steel truss connecting beams, and improved steel truss connecting beams. Replaceable coupling beams with weakened cross-sections generally have low-yield steel plates as the main body, and the weakened steel plates are prone to out-of-plane instability under large deformations; most of the deformation of the replaceable coupling beams with additional energy-dissipating parts is concentrated in the mid-span position For energy-dissipating components, its excessive vertical deformation may damage the floor above the coupling beam, which will inevitably limit its application in practical engineering; It is easy to cause joint damage or out-of-plane instability of steel members; the improved steel truss connecting beam proposed by China University of Mining and Technology retains the upper and lower chords of steel tube concrete, and changes the webs to low-yield steel webs, and the steel webs pass through the two A reinforced concrete cover slab constrains its out-of-plane deformation, and the steel web is not connected to the shear wall body, but is only connected to the chord through the ear plate; the improved steel truss connecting beam is actually not a truss structure, and should be regarded as the upper and lower chords A metal damper is sandwiched between the rods. The energy dissipation capacity of this coupling beam is much higher than that of the traditional steel truss coupling beam, but the upper and lower chords must fully bear the bending moment, shear force, and axial force of the section, which increases the The load-bearing requirements of the upper and lower chords, that is, the section of the upper and lower chords must be increased to adapt to this change.
因此，综合现有可更换连梁的优点，研制开发一种受力性能优异、耗能能力强，又能在震后易于修复更换的连梁具有重要意义。Therefore, combining the advantages of existing replaceable coupling beams, it is of great significance to develop a coupling beam with excellent mechanical performance, strong energy dissipation capacity, and easy repair and replacement after an earthquake.
发明内容Contents of the invention
为了克服目前已有可更换连梁存在的不足之处，本发明提供一种不会出现平面外失稳、不会因中部竖向变形过大对楼板产生不利影晌，也不会增加上、下弦杆承载要求的钢桁架-高阻尼混凝土叠合板组合可更换连梁。In order to overcome the deficiencies of existing replaceable coupling beams, the present invention provides a structure that does not cause out-of-plane instability, does not adversely affect the floor due to excessive vertical deformation in the middle, and does not increase the The steel truss-high damping concrete laminated slab combination with lower chord bearing requirements can replace the connecting beam.
本发明所采用的技术方案是一种可更换的钢桁架-高阻尼混凝土叠合板组合连梁，包括钢管高阻尼混凝土上、下弦杆，钢条桁架腹板，由格构钢筋支架连接的两片高阻尼轻骨料空心盖板，O型Q235B钢板连接件和钢筋混凝土剪力墙内的预埋件；所述钢管高阻尼混凝土上、下弦杆及钢条桁架腹板与钢筋混凝土剪力墙墙肢的预埋件通过摩擦型高强螺栓连接；所述钢管高阻尼混凝土上、下弦杆与钢条桁架腹板中水平低屈服钢钢条通过O型Q235B钢板连接件焊接。The technical solution adopted in the present invention is a replaceable steel truss-high damping concrete composite slab composite connecting beam, including steel pipe high damping concrete upper and lower chords, steel truss webs, and two pieces connected by lattice steel support High-damping lightweight aggregate hollow cover, O-shaped Q235B steel plate connectors and embedded parts in reinforced concrete shear walls; the steel pipe high-damping concrete upper and lower chords and steel truss webs and reinforced concrete shear walls The embedded parts of the limbs are connected by friction-type high-strength bolts; the steel pipe high-damping concrete upper and lower chords and the horizontal low-yield steel steel bars in the steel truss web are welded by O-shaped Q235B steel plate connectors.
所述钢管高阻尼混凝土上弦杆与钢管高阻尼混凝土下弦杆，其内侧焊接U型槽钢；The steel pipe high damping concrete upper chord and the steel pipe high damping concrete lower chord, the inner side of which is welded with U-shaped channel steel;
所述所述钢条桁架腹板，由上水平低屈服钢钢条、下水平低屈服钢钢条及X型低屈服钢钢条组成，或采用开孔低屈服钢板；The steel bar truss web is composed of upper horizontal low-yield steel bars, lower horizontal low-yield steel bars and X-shaped low-yield steel bars, or adopts perforated low-yield steel plates;
所述高阻尼轻骨料空心盖板配单层水平分布钢筋与竖向分布钢筋，两片高阻尼轻骨料空心盖板由格构钢筋连接；The high-damping lightweight aggregate hollow cover plate is equipped with a single layer of horizontally distributed steel bars and vertically distributed steel bars, and the two high-damping lightweight aggregate hollow cover plates are connected by lattice steel bars;
所述钢条桁架腹板置于格构钢筋支架连接的两片高阻尼轻骨料空心盖板内，表面涂覆了无粘结材料；The steel bar truss web is placed in two high-damping lightweight aggregate hollow cover plates connected by lattice steel support, and the surface is coated with non-adhesive material;
所述O型Q235B钢板连接件，焊接在钢条桁架腹板的上水平低屈服钢钢条与下水平低屈服钢钢条外侧，并与钢管高阻尼混凝土上弦杆与钢管高阻尼混凝土下弦杆内侧的U型槽钢焊接；The O-shaped Q235B steel plate connector is welded on the outer side of the upper horizontal low-yield steel bar and the lower horizontal low-yield steel steel bar of the steel bar truss web, and is connected with the steel tube high damping concrete upper chord and the steel tube high damping concrete lower chord inner side U-shaped channel steel welding;
所述钢管高阻尼混凝土上弦杆与钢管高阻尼混凝土下弦杆及钢条桁架腹板，与钢筋混凝土剪力墙墙肢的预埋件通过摩擦型高强螺栓连接。The steel tube high damping concrete upper chord, the steel tube high damping concrete bottom chord and the steel truss web are connected to the embedded parts of the reinforced concrete shear wall by frictional high-strength bolts.
本发明具有如下显著优点:The present invention has following remarkable advantage:
(1)这种可更换连梁由上下弦杆承担截面弯矩与轴力的作用，上下弦杆与腹板共同承担截面剪力的作用，各部件承载分工明确、具有一般桁架连梁的受力特征。(1) For this replaceable coupling beam, the upper and lower chords bear the section bending moment and axial force, and the upper and lower chords and the web jointly bear the section shear force. force characteristics.
(2)由于钢管混凝土上、下弦杆中采用的是高阻尼混凝土，钢条桁架腹板采用的是低屈服钢，约束钢条桁架腹板的是由格构钢筋支架连接的两片高阻尼轻骨料空心盖板，下弦杆与钢条桁架腹板中水平低屈服钢钢条是通过O型Q235B钢板连接件连接，其耗能能力显然较一般桁架连梁大幅度提高。(2) Since the upper and lower chords of CFST are made of high-damping concrete, the web of the steel truss is made of low-yield steel, and the web of the steel truss is restrained by two pieces of high-damping light weight connected by lattice steel brackets. The aggregate hollow cover, the lower chord and the horizontal low-yield steel bars in the steel truss web are connected by O-shaped Q235B steel plate connectors, and its energy dissipation capacity is obviously greatly improved compared with ordinary truss connecting beams.
(3)这种可更换连梁不会出现平面外失稳，也不会因中部竖向变形过大对楼板产生不利影晌，易于修复，具有良好的应用前景。(3) This kind of replaceable connecting beam will not cause out-of-plane instability, and will not have adverse effects on the floor due to excessive vertical deformation in the middle, and is easy to repair and has a good application prospect.
附图说明Description of drawings
图1是本发明钢桁架-高阻尼混凝土叠合板组合可更换连梁的正立面示意图。Fig. 1 is a schematic diagram of the front elevation of the steel truss-high damping concrete composite slab composite replaceable coupling beam of the present invention.
图2是图1中A-A剖面示意图。Fig. 2 is a schematic cross-sectional view of A-A in Fig. 1 .
图3是图1中B-B剖面示意图。Fig. 3 is a schematic cross-sectional view of B-B in Fig. 1 .
具体实施方式detailed description
以下结合附图和具体实施方式对本发明作进一步说明：The present invention will be further described below in conjunction with accompanying drawing and specific embodiment:
本发明所采用的技术方案是一种可更换的钢桁架-高阻尼混凝土叠合板组合连梁，包括钢管高阻尼混凝土上、下弦杆，钢条桁架腹板，由格构钢筋支架连接的两片高阻尼轻骨料空心盖板，O型Q235B钢板连接件和钢筋混凝土剪力墙内的预埋件；所述钢管高阻尼混凝土上、下弦杆及钢条桁架腹板与钢筋混凝土剪力墙内的预埋件通过摩擦型高强螺栓连接；所述钢管高阻尼混凝土上、下弦杆与钢条桁架腹板中水平低屈服钢钢条通过O型Q235B钢板连接件焊接。The technical solution adopted in the present invention is a replaceable steel truss-high damping concrete composite slab composite connecting beam, including steel pipe high damping concrete upper and lower chords, steel truss webs, and two pieces connected by lattice steel support High-damping lightweight aggregate hollow cover, O-shaped Q235B steel plate connectors and embedded parts in reinforced concrete shear walls; The embedded parts are connected by friction-type high-strength bolts; the steel pipe high-damping concrete upper and lower chords and the horizontal low-yield steel steel bars in the steel truss web are welded by O-shaped Q235B steel plate connectors.
所述钢管高阻尼混凝土上弦杆2与钢管高阻尼混凝土下弦杆3，其内侧焊接U型槽钢11；The steel pipe high damping concrete upper chord 2 and the steel pipe high damping concrete lower chord 3 have U-shaped channel steel 11 welded on their inner sides;
所述钢条桁架腹板4，由上水平低屈服钢钢条14、下水平低屈服钢钢条12及X型低屈服钢钢条13组成，或采用开孔低屈服钢板；The steel bar truss web 4 is composed of an upper horizontal low-yield steel bar 14, a lower horizontal low-yield steel bar 12 and an X-shaped low-yield steel bar 13, or adopts a perforated low-yield steel plate;
所述高阻尼轻骨料空心盖板5配单层水平分布钢筋8与竖向分布钢筋9，两片高阻尼轻骨料空心盖板5由格构钢筋支架10连接；The high-damping lightweight aggregate hollow cover plate 5 is equipped with a single layer of horizontally distributed steel bars 8 and vertically distributed steel bars 9, and two high-damping lightweight aggregate hollow cover plates 5 are connected by a lattice steel bar bracket 10;
所述钢条桁架腹板4置于格构钢筋支架10连接的两片高阻尼轻骨料空心盖板5内，表面涂覆了无粘结材料；The steel bar truss web 4 is placed in two high-damping lightweight aggregate hollow cover plates 5 connected by the lattice steel support 10, and the surface is coated with non-adhesive material;
所述O型Q235B钢板连接件6，焊接在钢条桁架腹板4的上水平低屈服钢钢条14与下水平低屈服钢钢条12外侧，并与钢管高阻尼混凝土上弦杆2与钢管高阻尼混凝土下弦杆3内侧的U型槽钢11焊接；The O-shaped Q235B steel plate connector 6 is welded on the outside of the upper horizontal low-yield steel bar 14 and the lower horizontal low-yield steel steel bar 12 of the steel bar truss web 4, and is connected with the high-damping concrete upper chord 2 of the steel pipe and the steel pipe high Welding of the U-shaped channel steel 11 on the inside of the damping concrete bottom chord 3;
所述钢管高阻尼混凝土上弦杆2与钢管高阻尼混凝土下弦杆3及钢条桁架腹板4，与钢筋混凝土剪力墙墙肢1的预埋件7通过摩擦型高强螺栓15连接。The steel pipe high damping concrete upper chord 2 is connected with the steel pipe high damping concrete lower chord 3 and the steel truss web 4 , and the embedded part 7 of the reinforced concrete shear wall pier 1 through frictional high-strength bolts 15 .
第一步：预制钢管高阻尼混凝土上弦杆2与钢管高阻尼混凝土下弦杆3，上、下弦杆2与3内侧焊接U型槽钢11。The first step: prefabricated steel pipe high damping concrete upper chord 2 and steel pipe high damping concrete lower chord 3, and the upper and lower chords 2 and 3 are welded with U-shaped channel steel 11 inside.
第二步：将O型Q235B钢板连接件6，焊接在钢条桁架腹板4的上水平低屈服钢钢条14与下水平低屈服钢钢条12外侧。Step 2: Weld the O-shaped Q235B steel plate connector 6 to the outside of the upper horizontal low-yield steel bar 14 and the lower horizontal low-yield steel bar 12 of the steel bar truss web 4 .
第三步：预制高阻尼轻骨料空心盖板5，在制作过程中，水平低屈服钢钢条14、下水平低屈服钢钢条12及X型低屈服钢钢条13应置于盖板空腔16，在水平低屈服钢钢条14、下水平低屈服钢钢条12及X型低屈服钢钢条13通过的位置不设格构钢筋支架10。Step 3: Prefabricate the high-damping lightweight aggregate hollow cover plate 5. During the manufacturing process, the horizontal low-yield steel bar 14, the lower horizontal low-yield steel bar 12 and the X-shaped low-yield steel bar 13 should be placed on the cover plate The cavity 16 does not have a lattice reinforcement support 10 where the horizontal low-yield steel bars 14, the lower horizontal low-yield steel bars 12 and the X-shaped low-yield steel bars 13 pass.
第四步：将钢管高阻尼混凝土下弦杆3两端与剪力墙墙肢1的预埋件7通过摩擦型高强螺栓15连接。Step 4: Connect the two ends of the high-damping concrete bottom chord 3 of the steel pipe to the embedded part 7 of the shear wall pier 1 through friction-type high-strength bolts 15 .
第五步：将高阻尼轻骨料空心盖板5内的钢条桁架腹板4，与剪力墙墙肢1的预埋件7通过摩擦型高强螺栓15连接，与钢管高阻尼混凝土下弦杆3内侧U型槽钢11通过O型Q235B钢板连接件6焊接。Step 5: Connect the steel truss web 4 in the high-damping lightweight aggregate hollow cover plate 5 with the embedded part 7 of the shear wall plinth 1 through friction-type high-strength bolts 15, and connect it with the high-damping concrete lower chord of the steel pipe 3. The inner U-shaped channel steel 11 is welded through the O-shaped Q235B steel plate connector 6.
第六步：将钢管高阻尼混凝土上弦杆2两端与剪力墙墙肢1的预埋件7通过摩擦型高强螺栓15连接，将高阻尼轻骨料空心盖板5内的钢条桁架腹板4与钢管高阻尼混凝土上弦杆2内侧U型槽钢11通过O型Q235B钢板连接件6焊接。至此，整个更换连梁的制作完成。Step 6: Connect the two ends of the high-damping concrete upper chord 2 of the steel pipe to the embedded part 7 of the shear wall plinth 1 through friction-type high-strength bolts 15, and connect the steel bar truss web in the hollow cover plate 5 of high-damping light aggregate The plate 4 is welded to the inner U-shaped channel steel 11 of the high-damping concrete upper chord 2 of the steel pipe through the O-shaped Q235B steel plate connector 6 . At this point, the production of the entire replacement coupling beam is completed.
Claims (6)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710557019.XA CN107227820A (en) | 2017-07-10 | 2017-07-10 | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710557019.XA CN107227820A (en) | 2017-07-10 | 2017-07-10 | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107227820A true CN107227820A (en) | 2017-10-03 |
Family
ID=59955933
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710557019.XA Pending CN107227820A (en) | 2017-07-10 | 2017-07-10 | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107227820A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108612258A (en) * | 2018-05-21 | 2018-10-02 | 同济大学 | Axial rib corrugated web steel-concrete composite coupling beams |
| CN110195481A (en) * | 2019-05-29 | 2019-09-03 | 武汉理工大学 | The replaceable coupling beam of space truss with scalable damper |
| CN110206225A (en) * | 2019-06-20 | 2019-09-06 | 大连理工大学 | The shearing steel truss coupling beam of fast quick-recovery after a kind of shake with frcition damper |
| CN112302180A (en) * | 2020-10-28 | 2021-02-02 | 浙江科技学院 | Replaceable connecting beam of lead interlayer aluminum alloy and construction method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN200968023Y (en) * | 2006-11-02 | 2007-10-31 | 长安大学 | Steel-plate-concrete combined deep girder |
| CN201588315U (en) * | 2009-12-18 | 2010-09-22 | 北京工业大学 | Shear wall with steel plate and steel truss embedded in the frame of concrete filled steel tube composite column |
| KR20120074386A (en) * | 2010-12-28 | 2012-07-06 | 주식회사 포스코 | Coupling beam |
| CN202519879U (en) * | 2012-01-13 | 2012-11-07 | 汪梦甫 | High damping concrete laminated column for reinforced core steel tube |
| CN102852244A (en) * | 2012-04-27 | 2013-01-02 | 中国矿业大学 | Detachable self-resetting type energy-dissipation coupling beam and construction process thereof |
| CN204753974U (en) * | 2015-07-28 | 2015-11-11 | 武汉科技大学 | Shaped steel concrete is roof beam even |
| CN206957055U (en) * | 2017-07-10 | 2018-02-02 | 湖南大学 | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams |
-
2017
- 2017-07-10 CN CN201710557019.XA patent/CN107227820A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN200968023Y (en) * | 2006-11-02 | 2007-10-31 | 长安大学 | Steel-plate-concrete combined deep girder |
| CN201588315U (en) * | 2009-12-18 | 2010-09-22 | 北京工业大学 | Shear wall with steel plate and steel truss embedded in the frame of concrete filled steel tube composite column |
| KR20120074386A (en) * | 2010-12-28 | 2012-07-06 | 주식회사 포스코 | Coupling beam |
| CN202519879U (en) * | 2012-01-13 | 2012-11-07 | 汪梦甫 | High damping concrete laminated column for reinforced core steel tube |
| CN102852244A (en) * | 2012-04-27 | 2013-01-02 | 中国矿业大学 | Detachable self-resetting type energy-dissipation coupling beam and construction process thereof |
| CN204753974U (en) * | 2015-07-28 | 2015-11-11 | 武汉科技大学 | Shaped steel concrete is roof beam even |
| CN206957055U (en) * | 2017-07-10 | 2018-02-02 | 湖南大学 | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108612258A (en) * | 2018-05-21 | 2018-10-02 | 同济大学 | Axial rib corrugated web steel-concrete composite coupling beams |
| CN110195481A (en) * | 2019-05-29 | 2019-09-03 | 武汉理工大学 | The replaceable coupling beam of space truss with scalable damper |
| CN110206225A (en) * | 2019-06-20 | 2019-09-06 | 大连理工大学 | The shearing steel truss coupling beam of fast quick-recovery after a kind of shake with frcition damper |
| CN112302180A (en) * | 2020-10-28 | 2021-02-02 | 浙江科技学院 | Replaceable connecting beam of lead interlayer aluminum alloy and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204252286U (en) | A kind of rectangular steel-tube concrete column-steel beam connecting joint | |
| CN208501878U (en) | A kind of Self-resetting prefabrication and assembly construction frame structure interior joint | |
| CN103912073B (en) | A kind of built-in profile steel steel pipe concrete frame low yield point steel plate shear wall structure | |
| CN106677336A (en) | Connecting joint structure of square concrete filled steel tubular column and I-shaped section steel beam | |
| CN202139694U (en) | Connecting node of compound concrete-filled tubular column and steel beam | |
| CN210947142U (en) | Prefabricated concrete structure column beam connection steel node | |
| CN104251038A (en) | Encased steel plate-concrete composite coupling beam and construction method thereof | |
| CN105019559A (en) | Frame joint of rectangular concrete-filled steel tube column employing knee-bracing stiffened steel plates | |
| CN103924680A (en) | Precast concrete beam and square-rectangular concrete-filled steel tube column combining joint employing unbonded prestressed and ordinary reinforcement for connection | |
| CN107227820A (en) | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams | |
| CN107338864A (en) | Prefabricated reinforced concrete frame structure node | |
| CN102661010A (en) | Composite shear wall | |
| CN204475667U (en) | The structure of prefabricated hybrid beam | |
| CN103821259A (en) | Combined steel plate shear wall with pull force supports | |
| CN205502246U (en) | Outsourcing steel -concrete composite beam - steel -pipe column connected node | |
| CN102561552A (en) | Steel tube concrete shear wall comprising vertical soft steel energy consuming straps with horizontal seams and manufacturing method | |
| CN112962823A (en) | Double-steel-plate shear wall with replaceable inclined struts and construction method thereof | |
| CN210104528U (en) | A lightweight steel grid-UHPC composite bridge structure | |
| CN107780564B (en) | A kind of assembled ribbing steel plate-shear wall | |
| CN106480997A (en) | The modular assembly connection limb steel plate shear force wall of replaceable core module | |
| CN207974266U (en) | A kind of anti-buckling support coupling beam of assembled X-shaped | |
| CN105297896A (en) | Punching corbel haunch type compound steel pipe concrete column-steel beam node | |
| CN206957055U (en) | A kind of replaceable steel truss high spin system superimposed sheet composite coupling beams | |
| CN204212261U (en) | Post and curved beam horizontal flexibility connection space structural system | |
| CN205189143U (en) | Muscle formula node is worn with girder steel to " Z " shaped steel connection type rectangle steel core concrete column |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20171003 |