WO2016065689A1 - 一种内置上翼缘不连续工字钢的再生混合梁及其施工工艺 - Google Patents

一种内置上翼缘不连续工字钢的再生混合梁及其施工工艺 Download PDF

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Publication number
WO2016065689A1
WO2016065689A1 PCT/CN2014/092852 CN2014092852W WO2016065689A1 WO 2016065689 A1 WO2016065689 A1 WO 2016065689A1 CN 2014092852 W CN2014092852 W CN 2014092852W WO 2016065689 A1 WO2016065689 A1 WO 2016065689A1
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Prior art keywords
steel
upper flange
shaped steel
plate
waste concrete
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PCT/CN2014/092852
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English (en)
French (fr)
Inventor
吴波
简思敏
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华南理工大学
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Application filed by 华南理工大学 filed Critical 华南理工大学
Priority to US15/522,776 priority Critical patent/US10072417B2/en
Publication of WO2016065689A1 publication Critical patent/WO2016065689A1/zh
Priority to US16/056,384 priority patent/US10273691B2/en

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    • 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
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E04C3/06—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal with substantially solid, i.e. unapertured, web
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work

Definitions

  • the invention relates to the technical field of waste concrete recycling, in particular to a regenerative hybrid beam with built-in upper flange discontinuous I-steel and a construction technique thereof .
  • I-beam steel concrete beam means that longitudinal reinforcement, waist reinforcement and stirrup are arranged around the rolled or welded I-shaped steel. Then cast concrete to form a beam member. Because the I-shaped steel concrete beam has the advantages of high rigidity and high bearing capacity, it has been widely used in practical engineering. According to the structural mechanics principle and a large number of structural design examples, under the combined action of vertical load and horizontal load, the I-shaped steel concrete beam in the actual structure only bears the positive bending moment near the middle of the span, that is, the lower wing of the I-shaped steel near the middle The edge plate is pulled and the upper flange plate is pressed.
  • the beam can be cut by the fact that the bearing capacity of the beam remains basically unchanged.
  • the mid-span portion of the upper flange plate of the traditional I-shaped steel is further optimized for the I-beam steel concrete beam, thereby achieving the purpose of saving steel, but such technology is rarely seen at present.
  • waste concrete is a valuable 'special resource', and its recycling and utilization has attracted more and more attention at home and abroad.
  • the use of larger-scale waste concrete blocks can greatly simplify the recycling process of waste concrete.
  • the discontinuity of the upper flange plate of the I-shaped steel with the upper flange discontinuity can be used to place the waste concrete block, which is an effective way to solve the problem.
  • the object of the present invention is to overcome the deficiencies of the prior art.
  • the mid-span portion of the upper flange plate of the traditional I-shaped steel is not required, and the purpose of saving steel is achieved under the condition that the bearing capacity of the beam is substantially unchanged; on the other hand, the discontinuous upper flange plate is utilized.
  • the waste concrete block is placed at the discontinuity to solve the problem that the waste concrete block cannot be recycled in the traditional I-beam steel concrete beam due to the difficulty of the delivery.
  • Another object of the present invention is to provide a construction process for a regenerative hybrid beam with built-in upper flange discontinuous I-beam.
  • a regenerative hybrid beam with a built-in upper flange discontinuous I-beam comprising an I-shaped steel and a longitudinal reinforcement, a stirrup, and a waist reinforcement on the outside of the I-shaped steel; characterized in that it also includes new concrete and waste concrete which are alternately poured a block body;
  • the I-shaped steel is an I-shaped steel whose upper flange is composed of a lower flange plate, a web, and a discontinuous upper flange plate, and the upper flange plate and the lower flange plate are parallel and both The web is vertical and the web is located between the upper and lower flange plates and is welded to the upper and lower flange plates, respectively.
  • the discontinuous upper flange plate is composed of two steel plates respectively located at the two ends of the I-shaped steel, the steel plate is a rectangular steel plate or a trapezoidal steel plate, and the two steel plates are of equal length and are of the length of the I-shaped steel.
  • the long side of the trapezoidal steel plate is located at the end of the I-shaped steel, and the short side width of the trapezoidal steel plate is not less than a quarter of the width of the long side.
  • the waste concrete block is a waste concrete block after the old building, structure, road, bridge or dam is removed and the protective layer and all or part of the steel bar are removed.
  • the new concrete is natural aggregate concrete or recycled aggregate concrete, and the compressive strength is not less than 30 MPa.
  • the characteristic size of the waste concrete block is not less than 100 mm, and the mass ratio of the waste concrete block to the new concrete is 1:4 ⁇ 1:1.
  • the construction process of the above-mentioned regenerative hybrid beam with built-in upper flange discontinuous I-steel includes the following steps:
  • the I-shaped steel with discontinuous upper flange is pre-formed by welding the lower flange plate, web and two steel plates. The bottom mold, then the I-shaped steel with the upper flange discontinuous is hoisted in position, the longitudinal ribs, the waist ribs and the stirrups are tied, and the side mold is finally erected;
  • waste concrete blocks for pouring greatly simplifies the process of crushing, screening and purification of waste concrete recycling, saves a lot of manpower, time and energy, and can realize efficient recycling of waste concrete.
  • 1a, 1b, and 1c are a transverse cross-sectional view, a cross-sectional view taken along line A-A, and a cross-sectional view taken along line B-B of a first embodiment of a regenerative hybrid beam incorporating an upper flange discontinuity I-beam.
  • 2a, 2b, and 2c are a transverse cross-sectional view, a cross-sectional view taken along line A-A, and a cross-sectional view taken along line B-B of the second embodiment of the regenerated hybrid beam with the upper flange discontinuous I-beam.
  • 3a, 3b, and 3c are a transverse cross-sectional view, a cross-sectional view taken along line A-A, and a cross-sectional view taken along line B-B of the third embodiment of the regenerated hybrid beam with the upper flange discontinuous I-beam.
  • the regenerative hybrid beam with built-in upper flange discontinuity I-steel of the present invention comprises discontinuous upper flange plate 1, web 2, lower flange plate 3, and waste concrete block. 4.
  • New concrete 5 stirrup 6, longitudinal reinforcement 7, waist reinforcement 8.
  • the regenerated hybrid beam has a rectangular cross section with a beam height of 850 mm, a beam width of 550 mm, and a beam length of 8100 mm.
  • the discontinuous upper flange plate is two rectangular steel plates of 2700 mm ⁇ 300 mm ⁇ 12 mm, and the webs of the conventional I-beams with the cross-sectional dimensions of 500 mm ⁇ 300 mm ⁇ 10 mm ⁇ 12 mm and the lower flange plates respectively.
  • the flange plate is the same, it is Q235 steel material, the measured yield strength is 255.8MPa, and the ultimate strength is 330.7MPa.
  • the cube concrete compressive strength of the new concrete is 42.2 MPa
  • the cubic concrete compressive strength of the waste concrete block is 37.6 MPa
  • the cubic compressive strength after mixing is 40.67 MPa.
  • the horizontal stirrups are made of HRB335 grade steel bars with a diameter of 8mm, the encryption zone is 150mm apart, and the non-encrypted zone is 200mm apart.
  • the longitudinal ribs are made of HRB335 grade steel bars with a diameter of 25mm, two at the top and six at the bottom.
  • the waistband is uniformly arranged on both sides of the profiled steel with HRB335 grade steel bars of 8 mm in diameter, each side being 3 pieces.
  • the waste concrete block is a waste concrete block after the old building is demolished and the protective layer and all the steel bars are removed; the new concrete is natural aggregate concrete.
  • the characteristic size of the waste concrete block is 100 ⁇ 200mm, and the mass ratio of the waste concrete block to the new concrete is 1:2.
  • the construction process of the above-mentioned regenerative hybrid beam with built-in upper flange discontinuous I-steel includes the following steps:
  • the I-shaped steel with discontinuous upper flange is welded by the lower flange plate, web and two rectangular steel plates. Firstly, the mixed beam bottom mold is erected, and then the I-shaped steel with the upper flange is discontinuous. After the position, the longitudinal reinforcement, the waist reinforcement and the stirrup are tied, and the side mold is finally set;
  • the beam comprises a discontinuous upper flange plate 1, a web 2, a lower flange plate 3, a waste concrete block 4, a new concrete 5, a stirrup 6, a longitudinal rib 7, and a waist rib 8.
  • the regenerated hybrid beam has a rectangular cross section with a beam height of 850 mm, a beam width of 550 mm, and a beam length of 8100 mm.
  • the discontinuous upper flange plate is two (150 mm+300 mm) ⁇ 2100 mm ⁇ 12 mm trapezoidal steel plates, and the web and the lower flange plate are respectively made of a traditional I-shaped steel having a cross-sectional dimension of 500 mm ⁇ 300 mm ⁇ 10 mm ⁇ 12 mm.
  • the web and the lower flange plate are the same, and are Q235 steel materials.
  • the measured yield strength is 255.8 MPa and the ultimate strength is 330.7 MPa.
  • the cube concrete compressive strength of the new concrete is 42.2 MPa
  • the cubic concrete compressive strength of the waste concrete block is 37.6 MPa
  • the cubic compressive strength after mixing is 40.67 MPa.
  • the horizontal stirrups are made of HRB335 grade steel bars with a diameter of 8mm
  • the encryption zone is 150mm apart
  • the non-encrypted zone is 200mm apart.
  • the longitudinal ribs are made of HRB335 grade steel bars with a diameter of 25mm, two at the top and six at the bottom.
  • the waistband is uniformly arranged on both sides of the profiled steel with HRB335 grade steel bars of 8 mm in diameter, each side being 3 pieces.
  • the waste concrete block is a waste concrete block after the old building is demolished and the protective layer and all the steel bars are removed; the new concrete is natural aggregate concrete.
  • the characteristic size of the waste concrete block is 100 ⁇ 200mm, and the mass ratio of the waste concrete block to the new concrete is 1:2.
  • the construction process of the above-mentioned regenerative hybrid beam with built-in upper flange discontinuous I-steel includes the following steps:
  • I-shaped steel with discontinuous upper flange is pre-formed by lower flange plate, web and two trapezoidal steel plates. Firstly, the mixed beam bottom mold is erected, and then the I-shaped steel with discontinuous upper flange is hoisted. After the position, the longitudinal reinforcement, the stirrup and the waist tendon are tied, and the side mold is finally set;
  • the new concrete is filled with about 30mm thick, and then a layer of wet waste concrete block is put into the empty part between the two trapezoidal steel plates, and the waste concrete block is evenly distributed in the bottom mold and the side mold. Inside the cavity, a new layer of concrete is then poured and fully vibrated to evenly mix the waste concrete block with the new concrete; the above process is repeated until the pouring is completed.
  • the regenerative hybrid beam of the built-in upper flange discontinuity I-beam of the present invention comprises a discontinuous upper flange plate 1, a web 2, a lower flange plate 3, and a waste concrete block. 4.
  • New concrete 5 stirrup 6, longitudinal reinforcement 7, waist reinforcement 8.
  • the regenerated hybrid beam has a rectangular cross section with a beam height of 850 mm, a beam width of 550 mm, and a beam length of 8100 mm.
  • the discontinuous upper flange plate is two (75mm+300mm) ⁇ 2100mm ⁇ 12mm trapezoidal steel plates, and the web and the lower flange plate respectively have a traditional I-shaped steel with a cross-sectional dimension of 500 mm ⁇ 300 mm ⁇ 10 mm ⁇ 12 mm.
  • the web and the lower flange plate are the same, the material is Q235 steel, the measured yield strength is 255.8MPa, and the ultimate strength is 330.7MPa.
  • the cubic concrete compressive strength of the new concrete is 42.2 MPa
  • the cubic compressive strength of the waste concrete block is 37.6 MPa
  • the cubic compressive strength after mixing is 41.05 MPa.
  • the horizontal stirrups are made of HRB335 grade steel bars with a diameter of 8mm, the encryption zone is 150mm apart, and the non-encrypted zone is 200mm apart.
  • the longitudinal ribs are made of HRB335 grade steel bars with a diameter of 25mm, two at the top and six at the bottom.
  • the waistband is uniformly arranged on both sides of the profiled steel with HRB335 grade steel bars of 8 mm in diameter, each side being 3 pieces.
  • the waste concrete block is a waste concrete block after the old building is demolished and the protective layer and all the steel bars are removed; the new concrete is natural aggregate concrete.
  • the characteristic size of the waste concrete block is 100 ⁇ 200mm, and the mass ratio of the waste concrete block to the new concrete is 1:3.
  • the construction process of the above-mentioned regenerative hybrid beam with built-in upper flange discontinuous I-steel includes the following steps:
  • I-shaped steel with discontinuous upper flange is pre-formed by lower flange plate, web and two trapezoidal steel plates. Firstly, the mixed beam bottom mold is erected, and then the I-shaped steel with discontinuous upper flange is hoisted. After the position, the longitudinal reinforcement, the stirrup and the waist tendon are tied, and the side mold is finally set;
  • the interior is filled with new concrete about 20mm thick, and then a layer of wet waste concrete block is put into the empty part between the two trapezoidal steel plates, and the waste concrete block is evenly distributed in the bottom mold and the side mold. Inside the cavity, a new layer of concrete is then poured and fully vibrated to evenly mix the waste concrete block with the new concrete; the above process is repeated until the pouring is completed.

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Abstract

一种内置上翼缘不连续工字钢的再生混合梁及其施工方法，该梁包括上翼缘不连续的工字型钢、纵筋（7）、箍筋（6）、腰筋（8）、新混凝土（5）、废旧混凝土块体（4）。上翼缘不连续的工字型钢由下翼缘板（3）、腹板（2）、不连续的上翼缘板（1）组成；不连续的上翼缘板（1）由位于工字型钢两端的两块矩形钢板或梯形钢板组成，两块钢板长度均为工字型钢长度的三分之一，梯形钢板的短边宽度不小于长边宽度的四分之一。该混合再生梁节约钢材，充分利用了废旧混凝土块体，施工方便。

Description

一种内置上翼缘不连续工字钢的再生混合梁及其施工工艺
技术领域
本发明涉及废旧混凝土循环利用技术领域，具体涉及一种内置上翼缘不连续工字钢的再生混合梁及其施工工艺 。
背景技术
工字型钢混凝土梁是指在轧制或焊接的工字型钢周围配置纵筋、腰筋和箍筋 , 然后浇筑混凝土而形成的梁式构件。由于工字型钢混凝土梁具有刚度大、承载力高等优点，在实际工程中得到了广泛的应用。根据结构力学原理和大量结构设计实例可知，在竖向荷载和水平荷载联合作用下，实际结构中工字型钢混凝土梁的跨中附近只承受正弯矩，即跨中附近工字型钢的下翼缘板受拉而上翼缘板受压。由于混凝土受压的经济性优于钢材受压，且跨中附近上翼缘板周围的混凝土完全可以担负起承压的作用，因此在梁的承载能力基本保持不变的情况下，可以通过削减传统工字型钢的上翼缘板的跨中部分，对工字型钢混凝土梁做进一步的优化，从而达到节省钢材的目的，但目前还鲜见此类技术。
由于天然砂石的开采破坏环境且储量日渐减少，废旧混凝土作为一种宝贵的'特殊资源'，其循环再生利用已越来越引起国内外广泛关注。与再生粗骨料和再生细骨料相比，采用尺度更大的废旧混凝土块体能大大简化废旧混凝土的循环利用过程。但是，对于传统的工字型钢混凝土梁来说，由于连续通长的上翼缘板的阻挡，使得在梁的浇筑过程中废旧混凝土块体从上往下的投放十分困难，这一问题亟待解决。本发明中上翼缘不连续的工字型钢的上翼缘板的间断处正好可以用来投放废旧混凝土块体，不失为解决该问题的一条有效途径。
综上所述，现有技术存在传统工字型钢混凝土梁的经济性有待进一步提升，以及因投放困难而无法在传统工字型钢混凝土梁中循环利用废旧混凝土块体等问题。
发明内容
本发明的目的在于克服现有技术的不足， 一方面不需要传统工字型钢的上翼缘板的跨中部分，在梁的承载能力基本保持不变的情况下，达到节约钢材的目的；另一方面正好利用不连续的上翼缘板的间断处投放废旧混凝土块体，从而解决因投放困难而无法在传统工字型钢混凝土梁中循环利用废旧混凝土块体的问题。
本发明的另一个目的在于提供一种 内置上翼缘不连续工字钢的再生混合梁 的施工工艺。
本发明实现上述目的的技术方案有：
一种内置上翼缘不连续工字钢的再生混合梁，包括工字型钢和位于工字型钢外部的纵筋、箍筋、腰筋；其特征在于：还包括交替浇筑的新混凝土和废旧混凝土块体；所述工字型钢为由下翼缘板、腹板、不连续的上翼缘板组成的上翼缘不连续的工字型钢，上翼缘板和下翼缘板平行且均与腹板垂直，腹板位于上翼缘板和下翼缘板之间并分别与上翼缘板和下翼缘板焊接。
进一步优化的，所述不连续的上翼缘板由两块分别位于工字型钢两端的钢板组成，所述钢板为矩形钢板或梯形钢板，两块钢板的长度相等且均为工字型钢长度的三分之一，梯形钢板的长边位于工字型钢的端部，梯形钢板的短边宽度不小于长边宽度的四分之一。
进一步优化的，所述废旧混凝土块体为旧有建筑物、构筑物、道路、桥梁或堤坝拆除并去除保护层和全部或部分钢筋之后的废旧混凝土块体。
进一步优化的，所述新混凝土为天然骨料混凝土或再生骨料混凝土，且抗压强度不小于 30MPa 。
进一步优化的，所述废旧混凝土块体的特征尺寸不低于 100mm ，且废旧混凝土块体与新混凝土的质量比为 1:4~1:1 。
上述 内置上翼缘不连续工字钢的再生混合梁的施工工艺，包括以下步骤：
（ 1 ）上翼缘不连续的工字型钢预先采用下翼缘板、腹板、两块钢板焊接而成，首先架设混合梁 底模，然后将上翼缘不连续的工字型钢吊装就位之后绑扎纵筋、腰筋和箍筋，最后架设侧模；
（ 2 ）提前将废旧混凝土块体充分湿润，首先在由底模和侧模形成的空腔内部灌入 20~30mm 厚的新混凝土，然后在两块矩形钢板或梯形钢板之间的空当部位投入一层湿润的废旧混凝土块体，并人工拨动使废旧混凝土块体均匀分布于 底模和侧模形成的空腔内部，随后浇筑一层新混凝土并充分振捣，使得废旧混凝土块体与新混凝土均匀混合成一体；重复交替浇筑新混凝土和废旧混凝土块体，直至浇筑完成。
本发明相对于现有技术具有如下的优点：
(1) 无需 传统工字型钢的上翼缘板的跨中部分，在梁的承载能力基本保持不变的情况下，达到节约钢材的目的。
(2) 利用 不连续的上翼缘板的间断处投放废旧混凝土块体，从而解决因投放困难而无法在传统工字型钢混凝土梁中循环利用废旧混凝土块体的问题。
(3) 利用废旧混凝土块体进行浇筑，大大简化了废旧混凝土循环利用时的破碎、筛分、净化等处理过程，节省了大量人力、时间和能源,可实现废旧混凝土的高效循环利用。
附图说明
图1a、图1b、图1c为本发明的内置上翼缘不连续工字钢的再生混合梁的实施例1梁横向剖面图、A-A剖面图以及B-B剖面图。
图2a、图2b、图2c为本发明的内置上翼缘不连续工字钢的再生混合梁的实施例2梁横向剖面图、A-A剖面图以及B-B剖面图。
图3a、图3b、图3c为本发明的内置上翼缘不连续工字钢的再生混合梁的实施例3梁横向剖面图、A-A剖面图以及B-B剖面图。
具体实施方式
下面结合实施例及附图对本发明作进一步详细的描述，但本发明的实施方式不限于此，需指出的是，以下若有未特别详细说明的过程，均是本领域技术人员可参照现有技术实现的。
实施例1：
参见图1a、图1b、图1c，本发明的内置上翼缘不连续工字钢的再生混合梁包括不连续的上翼缘板1、腹板2、下翼缘板3、废弃混凝土块体4、新混凝土5、箍筋6、纵筋7、腰筋8。所述再生混合梁截面为矩形，梁高850mm，梁宽550mm，梁长8100mm。所述不连续的上翼缘板为两块2700mm×300mm×12mm的矩形钢板，腹板和下翼缘板分别与截面尺寸为500mm×300mm×10mm×12mm的传统工字型钢的腹板和下翼缘板相同，为Q235钢材料，实测屈服强度255.8MPa，极限强度330.7MPa。所述新混凝土的立方体抗压强度42.2MPa，废旧混凝土块体的立方体抗压强度37.6MPa，混合后立方体抗压强度40.67MPa。横向箍筋采用直径8mm的HRB335级钢筋，加密区间隔150mm，非加密区间隔200mm。纵筋采用直径25mm的HRB335级钢筋，上部布置2根，下部布置6根。腰筋采用直径8mm的HRB335级钢筋均匀布置于型钢两侧，每侧均为3根。废旧混凝土块体为一座旧有建筑物拆除并去除保护层和全部钢筋之后的废旧混凝土块状体；新混凝土为天然骨料混凝土。废旧混凝土块体的特征尺寸为100~200mm，且废旧混凝土块体与新混凝土的质量比为1:2。
上述内置上翼缘不连续工字钢的再生混合梁的施工工艺，包括以下步骤：
（1）上翼缘不连续的工字型钢预先采用下翼缘板、腹板、两块矩形钢板焊接而成，首先架设混合梁底模，然后将上翼缘不连续的工字型钢吊装就位之后绑扎纵筋、腰筋和箍筋，最后架设侧模；
（2）提前将废旧混凝土块体充分湿润，首先在由底模和侧模形成的空腔内部灌入约20mm厚的新混凝土，然后在两块矩形钢板之间的空当部位投入一层湿润的废旧混凝土块体，并人工拨动使废旧混凝土块体均匀分布于底模和侧模形成的空腔内部，随后浇筑一层新混凝土并充分振捣，使得废旧混凝土块体与新混凝土均匀混合成一体；重复交替浇筑新混凝土和废旧混凝土块体，直至浇筑完成。
为对比起见，取截面尺寸为500mm×300mm×10mm×12mm且材料相同的传统工字钢，相同的纵筋、箍筋和腰筋，以及立方体抗压强度40.67MPa的天然骨料混凝土，制作内置传统工字钢的组合梁。最后得出，本实施例中内置上翼缘不连续工字钢的再生混合梁的正截面抗弯承载力为1846kN•m，内置传统工字钢的组合梁的正截面抗弯承载力为1932kN•m，通过计算可知两种梁的正截面抗弯承载力仅相差4.4%，但前者不但节约钢材10.03%，同时还将1.26立方米的废旧混凝土块体投入循环使用。
实施例2：
参见图2a、图2b、图2c，本发明的内置上翼缘不连续工字钢的再生混合
梁包括不连续的上翼缘板1、腹板2、下翼缘板3、废弃混凝土块体4、新混凝土5、箍筋6、纵筋7、腰筋8。所述再生混合梁截面为矩形，梁高850mm，梁宽550mm，梁长8100mm。所述不连续的上翼缘板为两块（150mm+300mm）×2100mm×12mm的梯形钢板，腹板和下翼缘板分别与截面尺寸为500mm×300mm×10mm×12mm的传统工字型钢的腹板和下翼缘板相同，为Q235钢材料，实测屈服强度255.8MPa，极限强度330.7MPa。所述新混凝土的立方体抗压强度42.2MPa，废旧混凝土块体的立方体抗压强度37.6MPa，混合后立方体抗压强度40.67MPa。横向箍筋采用直径8mm的HRB335级钢筋，加密区间隔150mm，非加密区间隔200mm。纵筋采用直径25mm的HRB335级钢筋，上部布置2根，下部布置6根。腰筋采用直径8mm的HRB335级钢筋均匀布置于型钢两侧，每侧均为3根。废旧混凝土块体为一座旧有建筑物拆除并去除保护层和全部钢筋之后的废旧混凝土块状体；新混凝土为天然骨料混凝土。废旧混凝土块体的特征尺寸为100~200mm，且废旧混凝土块体与新混凝土的质量比为1:2。
上述内置上翼缘不连续工字钢的再生混合梁的施工工艺，包括以下步骤：
（1）上翼缘不连续的工字型钢预先采用下翼缘板、腹板、两块梯形钢板焊接而成，首先架设混合梁底模，然后将上翼缘不连续的工字型钢吊装就位之后绑扎纵筋、箍筋和腰筋，最后架设侧模；
（2）提前将废旧混凝土块体充分湿润，首先在由底模和侧模形成的空腔
内部灌入约30mm厚的新混凝土，然后在两块梯形钢板之间的空当部位投入一层湿润的废旧混凝土块体，并人工拨动使废旧混凝土块体均匀分布于底模和侧模形成的空腔内部，随后浇筑一层新混凝土并充分振捣，使得废旧混凝土块体与新混凝土均匀混合成一体；重复上述过程，直至浇筑完成。
为对比起见，取截面尺寸为500mm×300mm×10mm×12mm且材料相同的传统工字钢，相同的纵筋、箍筋和腰筋，以及立方体抗压强度40.67MPa的天然骨料混凝土，制作内置传统工字钢的组合梁。最后得出，本实施例中内置上翼缘不连续工字钢的再生混合梁的正截面抗弯承载力为1846kN•m，内置传统工字钢的组合梁的正截面抗弯承载力为1932kN•m，通过计算可知两种梁的正截面抗弯承载力仅相差4.4%，但前者不但节约钢材15.05%，同时还将1.26立方米的废旧混凝土块体投入循环使用。
实施例3：
参见图3a、图3b、图3c，本发明的内置上翼缘不连续工字钢的再生混合梁包括不连续的上翼缘板1、腹板2、下翼缘板3、废弃混凝土块体4、新混凝土5、箍筋6、纵筋7、腰筋8。所述再生混合梁截面为矩形，梁高850mm，梁宽550mm，梁长8100mm。所述不连续的上翼缘板为两块（75mm+300mm）×2100mm×12mm的梯形钢板，腹板和下翼缘板分别与截面尺寸为500mm×300mm×10mm×12mm的传统工字型钢的腹板和下翼缘板相同，材料为Q235钢，实测屈服强度255.8MPa，极限强度330.7MPa。所述新混凝土的立方体抗压强度42.2MPa，废旧混凝土块体的立方体抗压强度37.6MPa，混合后立方体抗压强度41.05MPa。横向箍筋采用直径8mm的HRB335级钢筋，加密区间隔150mm，非加密区间隔200mm。纵筋采用直径25mm的HRB335级钢筋，上部布置2根，下部布置6根。腰筋采用直径8mm的HRB335级钢筋均匀布置于型钢两侧，每侧均为3根。废旧混凝土块体为一座旧有建筑物拆除并去除保护层和全部钢筋之后的废旧混凝土块状体；新混凝土为天然骨料混凝土。废旧混凝土块体的特征尺寸为100~200mm，且废旧混凝土块体与新混凝土的质量比为1:3。
上述内置上翼缘不连续工字钢的再生混合梁的施工工艺，包括以下步骤：
（1）上翼缘不连续的工字型钢预先采用下翼缘板、腹板、两块梯形钢板焊接而成，首先架设混合梁底模，然后将上翼缘不连续的工字型钢吊装就位之后绑扎纵筋、箍筋和腰筋，最后架设侧模；
（2）提前将废旧混凝土块体充分湿润，首先在由底模和侧模形成的空腔
内部灌入约20mm厚的新混凝土，然后在两块梯形钢板之间的空当部位投入一层湿润的废旧混凝土块体，并人工拨动使废旧混凝土块体均匀分布于底模和侧模形成的空腔内部，随后浇筑一层新混凝土并充分振捣，使得废旧混凝土块体与新混凝土均匀混合成一体；重复上述过程，直至浇筑完成。
为对比起见，取截面尺寸为500mm×300mm×10mm×12mm且材料相同的传统工字钢，相同的纵筋、箍筋和腰筋，以及立方体抗压强度41.05MPa的天然骨料混凝土，制作内置传统工字钢的组合梁。最后得出，本实施例中内置上翼缘不连续工字钢的再生混合梁的正截面抗弯承载力为1852kN•m，内置传统工字钢的组合梁的正截面抗弯承载力为1936kN•m，通过计算可知两种梁的正截面抗弯承载力仅相差4.34%，但前者不但节约钢材17.56%，同时还将0.95立方米的废旧混凝土块体投入循环使用。
上述为本发明较佳的实施方式，但本发明的实施方式并不受上述内容的限制，其他的任何未背离本发明的精神实质与原理下所作的改变、修饰、替代、组合、简化均应为等效的置换方式，都包含在本发明的保护范围之内。

Claims (5)

  1. 一种内置上翼缘不连续工字钢的再生混合梁，包括工字型钢和位于工字型钢外部的纵筋、箍筋、腰筋；其特征在于：还包括交替浇筑的新混凝土和废旧混凝土块体；所述工字型钢为由下翼缘板、腹板、不连续的上翼缘板组成的上翼缘不连续的工字型钢，上翼缘板和下翼缘板平行且均与腹板垂直，腹板位于上翼缘板和下翼缘板之间并分别与上翼缘板和下翼缘板焊接；所述不连续的上翼缘板由两块分别位于工字型钢两端的钢板组成，所述钢板为矩形钢板或梯形钢板，两块钢板的长度相等且均为工字型钢长度的三分之一，梯形钢板的长边位于工字型钢的端部，梯形钢板的短边宽度不小于长边宽度的四分之一。
  2. 根据权利要求1所述的内置上翼缘不连续工字钢的再生混合梁，其特征在于：所述废旧混凝土块体为旧有建筑物、构筑物、道路、桥梁或堤坝拆除并去除保护层和全部或部分钢筋之后的废旧混凝土块体。
  3. 根据权利要求1所述的内置上翼缘不连续工字钢的再生混合梁，其特征在于：所述新混凝土为天然骨料混凝土或再生骨料混凝土，且抗压强度不小于30MPa。
  4. 根据权利要求1所述的内置上翼缘不连续工字钢的再生混合梁，其特征在于：所述废旧混凝土块体的特征尺寸不低于100mm，且废旧混凝土块体与新混凝土的质量比为1:4~1:1。
  5. 权利要求1所述的内置上翼缘不连续工字钢的再生混合梁的施工工艺，其特征在于，包括以下步骤：
    （1）上翼缘不连续的工字型钢预先采用下翼缘板、腹板、两块钢板焊接而成，首先架设混合梁底模，然后将上翼缘不连续的工字型钢吊装就位之后绑扎纵筋、腰筋和箍筋，最后架设侧模；
    （2）提前将废旧混凝土块体充分湿润，首先在由底模和侧模形成的空腔内部灌入20~30mm厚的新混凝土，然后在两块矩形钢板或梯形钢板之间的空当部位投入一层湿润的废旧混凝土块体，并人工拨动使废旧混凝土块体均匀分布于底模和侧模形成的空腔内部，随后浇筑一层新混凝土并充分振捣，使得废旧混凝土块体与新混凝土均匀混合成一体；重复交替浇筑新混凝土和废旧混凝土块体，直至浇筑完成。
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