CN110184926A - A kind of public affairs rail is built together the overhead pier stud construction method of double-layer integrallyization - Google Patents
A kind of public affairs rail is built together the overhead pier stud construction method of double-layer integrallyization Download PDFInfo
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- CN110184926A CN110184926A CN201910397185.7A CN201910397185A CN110184926A CN 110184926 A CN110184926 A CN 110184926A CN 201910397185 A CN201910397185 A CN 201910397185A CN 110184926 A CN110184926 A CN 110184926A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 194
- 239000010959 steel Substances 0.000 claims abstract description 194
- 230000002787 reinforcement Effects 0.000 claims abstract description 24
- 238000009826 distribution Methods 0.000 claims description 80
- 239000002023 wood Substances 0.000 claims description 21
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 9
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 9
- 241001330002 Bambuseae Species 0.000 claims description 9
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 9
- 239000011425 bamboo Substances 0.000 claims description 9
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 9
- 239000003351 stiffener Substances 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 4
- 238000003754 machining Methods 0.000 abstract description 2
- 238000009416 shuttering Methods 0.000 description 27
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 8
- 244000035744 Hura crepitans Species 0.000 description 5
- 238000009415 formwork Methods 0.000 description 4
- 229910052742 iron Inorganic materials 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 239000004744 fabric Substances 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 238000004080 punching Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000004513 sizing Methods 0.000 description 3
- 230000003068 static effect Effects 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 230000007423 decrease Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000001680 brushing effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000010485 coping Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000010354 integration Effects 0.000 description 1
- 230000002452 interceptive effect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
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- 229910000679 solder Inorganic materials 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
It builds together the overhead pier stud construction method of double-layer integrallyization the invention discloses a kind of public rail, pier stud includes the bent cap on column and column, column is divided into the oblique column on the right cylinder and crossbeam under crossbeam, crossbeam by framework of steel reinforcement, the framework of steel reinforcement of concentrated processing pier stud and steel pipe frame as bearing system, are transported after processing is completed to construction site；Steel pipe frame is cuboid framework structure, sets up steel pipe frame to respective heights, cooperates pouring for pier stud, pour sequence and sequentially consist of right cylinder, crossbeam, oblique column, bent cap.The present invention is reduced as far as the steel bar meter duration while ensuring machining accuracy using the form of " concentrated processing, integral hoisting ".
Description
Technical field
The present invention relates to elevated bridge Construction Technology field, especially a kind of public rail double-layer integrallyization of building together is overhead
Pier stud construction method.
Background technique
With the development of the social economy, automobile progresses into family, so that public vehicles ownership increases severely and city space
Limited contradiction becomes increasingly conspicuous, and traffic congestion has become normality, and urban transportation is inevitable to high-altitude or underground development.In road
Surrounding building is intensive, and street is difficult to again in the case where widening, and uses overpass that can improve Transportation Efficiency with relief of traffic closeness
Rate.Elevated bridge construction has formed scale in country large size city at present, is still difficult to meet growing traffic pressure, high
Bridge has the tendency that past multilayer direction is developed.
Using the construction form of " main line overhead+the auxiliary road in ground ", the public rail of overpass is set to build together, dual deck bridge integration cloth
It sets, upper layer is highway bridge, and lower layer is track section bridge, and traffic pressure can be effectively relieved.The double-deck overhead pier stud lower part
Uprightly, overhanging to two sides more than crossbeam, structure is more complicated than common pier stud, and installation positioning accuracy request is high, for this Y type
Pier stud, the present invention provides a kind of construction methods.
Summary of the invention
It builds together the overhead pier stud construction method of double-layer integrallyization, uses the main purpose of the present invention is to provide a kind of public rail
The form of " concentrated processing, integral hoisting " is reduced as far as the steel bar meter duration while ensuring machining accuracy.
To achieve the above objectives, the technical solution adopted by the present invention are as follows: pier stud includes the bent cap on column and column, column
The oblique column being divided on the right cylinder and crossbeam under crossbeam, crossbeam by framework of steel reinforcement, comprising the following steps:
Step 1: the framework of steel reinforcement of concentrated processing pier stud and the steel pipe frame as bearing system, are transported after processing is completed
Construction site；
Step 2: steel pipe frame is cuboid framework structure, steel pipe frame is set up to respective heights, cooperates pouring for column, pours
It builds sequence and sequentially consists of right cylinder, crossbeam, oblique column；
Step 3: continuing superposition in subfoundation sets up steel pipe frame to bent cap respective heights, bent cap lower section is symmetrical
There is the steel pipe frame of four column of two rows；Bent cap includes the switching phase connecting with oblique column；
Step 4: placing four third crossbeams above every row's steel pipe frame, the position of bent cap is corresponded to above third crossbeam
Place, is spaced at equal intervals several third distribution beams vertical with third crossbeam；The position of switching phase is corresponded to above third distribution beam
Place, the symmetrically placed two secondary distribution beams vertical with third distribution beam are set, secondary distribution beam is located at oblique column two sides, avoids to tiltedly vertical
Column interferes；
Step 5: several rack rods connected by lower channel steel are equidistantly set up above every third distribution beam,
Lower channel steel positioned at rack rod bottom is vertical with third distribution beam；Several are equidistantly set up above every secondary distribution beam to lead to
The rack rod for crossing down secondary channel steel connection, the lower secondary channel steel positioned at rack rod bottom are vertical with secondary distribution beam；
Step 6: set up the bed die of bent cap above rack rod, the then framework of steel reinforcement of integral hoisting bent cap；
Step 7: the side form of installation bent cap, then carries out concreting.
In 5th step, perpendicular connecting rod is set up in rack rod middle section, and rack rod and connecting rod is made to combine shape
At frame structure；At the position that third crossbeam both ends are contacted with steel pipe frame, spaced set has five pieces of stiffeners.
Bent cap further includes the central segment right above crossbeam, and central segment both ends are successively outward extended with dog-ear section, handover
Section and cantilever segment, the top surface of bent cap are located in same level, and the bottom surface of central segment is higher than the bottom surface of switching phase, the bottom of dog-ear section
Face is the inclined-plane for connecting central segment and switching phase, and the bottom surface of cantilever segment is the inclined-plane of inclined upward outward；In 6th step, set up
It is first to place cantilever segment support frame at respective cantilevered section above rack rod before bed die, it is placed at corresponding switching phase and pair point
With the vertical upper secondary channel steel of beam, dog-ear section support frame is placed at corresponding dog-ear section, is placed and third distribution beam at corresponding central segment
Vertical upper channel steel.
Be spaced at equal intervals above cantilever segment support frame, dog-ear section support frame and upper channel steel several it is vertical with third crossbeam
The lumps of wood, the lumps of wood vertical with third distribution beam is placed at corresponding secondary distribution beam position above the upper secondary channel steel, above the lumps of wood
It is laid with bed die of the thick high-quality bamboo slab rubber of 1.5cm as bent cap.
Wherein, third crossbeam is Two bors d's oeuveres 40# I-steel, and third distribution beam is single 40# I-steel, between third distribution beam
Spacing be 600mm, secondary distribution beam be single 40# I-steel, it is lower pair channel steel be 16# channel steel, it is upper pair channel steel be 10# channel steel, on
Spacing between secondary channel steel is 600mm, stiffener with a thickness of 1cm.
In second step, when pouring column, right cylinder is first poured, pouring height is the position 1m under crossbeam, and guarantees reinforcing bar
Frame has enough length in reserve to carry out subsequent connection；It is poured again to the above 50cm of crossbeam, and it is enough pre- to guarantee that framework of steel reinforcement has
Length is stayed to carry out subsequent connection；Then oblique column is poured to lid bottom elevation.
After the completion of right cylinder pours, steel pipe frame is set up extremely at the position horizontal bottom elevation 1.9m, on every side steel pipe frame
Four first crossbeams are placed by side, several the first perpendicular distribution beams are spaced at equal intervals above the first crossbeam, first
Several rack rods are equidistantly set up above distribution beam, rack rod bottom is put by the elongated connection of lower channel steel, lower channel steel
It sets that direction is vertical with the first distribution beam, places the upper channel steel vertical with the first distribution beam above rack rod, on upper channel steel both ends
The cross beam support frame with beam engagement is placed by side, and the lumps of wood and the thick high-quality bamboo of 1.5cm are laid with above upper channel steel and cross beam support frame
For offset plate as bed die, the lumps of wood is vertical with upper channel steel；After the bed die for installing crossbeam, the framework of steel reinforcement of integral hoisting crossbeam, then pacify
The side form of crossbeam is filled, concreting finally is carried out to crossbeam.
Wherein, the first crossbeam is Two bors d's oeuveres 32# I-steel, and the first distribution beam is single 32# I-steel, between the first distribution beam
Spacing be 600mm, rack rod carries jacking and collet, and the spacing between rack rod is 600mm, convenient for setting up.Lower slot
Steel is 16# channel steel, and upper channel steel is 10# channel steel, and the spacing between upper channel steel is 600mm, the cross sectional dimensions of the lumps of wood be 10cm ×
10cm, the spacing between the lumps of wood are 25cm.Rack rod, upper channel steel, lower channel steel and the lumps of wood can be utilized repeatedly in the construction process,
It can be improved efficiency while saving cost.
After the completion of crossbeam pours, the template and its support bracket of crossbeam are removed, retains steel pipe frame, continues superposition and sets up steel pipe
Frame places four second crossbeams above the steel pipe frame of every oblique column two sides, above the second crossbeam to certain altitude respectively
Four second distribution beams vertical with the second crossbeam are spaced at equal intervals at corresponding oblique stud, above every second distribution beam
Symmetrically placed two fall rack device, are then falling placement liner frame above rack device, are placing oblique upright supports above liner frame
Frame installs the lifting for carrying out oblique column framework of steel reinforcement after the bed die of oblique column on oblique upright supports frame, then installs oblique column
Side form, the side form two sides of oblique column are fixed with to pedestal is drawn, by being connected to two oblique columns to the drawstring drawn on pedestal
It fixes to drawing, is symmetrically and evenly poured when finally pouring oblique column.
Wherein, the second crossbeam is Two bors d's oeuveres 40# I-steel, and the second distribution beam is Two bors d's oeuveres 32# I-steel, between the second distribution beam
Spacing be 600mm, drawstring be 25 fining twisted steel of Φ.Fall it is rack-mounted be set to sandbox, when demoulding, the sand being discharged in sandbox makes sand
The decline of case height, the template of oblique column move down therewith, complete demoulding.
Oblique column is after pouring completion demoulding, and there are horizontal components for oblique column, in order to ensure column oblique before Coping Construction
Crack is not generated with crossbeam intersection, two oblique columns need to be carried out to fix drawing.Technical measures are as follows: in the reinforcing bar of oblique column
By welding the pre-buried iron plate of pre-buried two pieces of symmetrical 50cm × 50cm × 1cm on skeleton, after the completion of column concreting,
Two bors d's oeuveres 16# channel steel and floor of putting more energy into are welded after pre-buried iron plate is dug out as pedestal, then pass through 25 fining twisted steel of Φ for two
A oblique column fix to drawing.It is computed, control stretching force is 128.4kN, pressure 261.55MPa, and elongation is
1.85cm。
Steel pipe frame includes four vertical tubes parallel to each other and eight transverse tubes vertical with vertical tube, and vertical tube and transverse tube interconnect
Constitute cuboid framework；Before setting up steel pipe frame, base of the strip footing as steel pipe frame first is poured on cushion cap and status road
Plinth, the projection size of strip footing in the vertical direction are 1.6m × 2.9m；It is connected between steel pipe frame using M16 high-strength bolt,
There are five types of Dimension Types for steel pipe frame, are classified according to the height of vertical tube, height includes 0.75m, 1m, 2m, 3m, 4m；Vertical tube
For DN219mm steel pipe, wall thickness t is 8mm, and the rectangular dimension that the axis projections of vertical tube are constituted is 1.2m × 2.4m；Transverse tube is
DN102mm steel pipe, wall thickness t are 5mm, and transverse tube is fixed at the 25cm of vertical tube end face；Height is the steel pipe frame of 2m, 3m, 4m
Four sides on be respectively equipped with the inclined tube of a connection vertical tube, every vertical tube upper and lower ends are respectively fixed with an inclined tube, tiltedly
At a distance of vertical tube end face 50cm, inclined tube is DN102mm steel pipe for the junction of pipe and vertical tube, and wall thickness t is 5mm.The steel of five kinds of sizes
Pipe support is combined with each other, and can sufficiently meet the needs of different height, is reduced costs while proof strength, and convenient for dividing
Class management.
Points for attention when removing the support for shuttering on steel pipe frame: non-prestressed common cast-in-place pier stud reaches in concrete strength
After 100%, it can remove；Side form should be removed before prestressed stretch-draw；Bed die and support for shuttering should be after the completion of tensioning, mud jacking, hole
Road cement slurry can be removed after conserving >=7 days；Support for shuttering dismounting should follow from top to bottom, first take the principle torn open afterwards；I-steel is adopted
It is removed with loop wheel machine, cuts off whole solder joints before lifting.
In every layer of pier stud when pouring, after laying bed die, the precompressed to support for shuttering is carried out with sandbag, prefabricating load is by most
Unfavorable operating condition considers.It covers waterproof cloth and carries out rain-proof measure, sandbag is avoided to be impregnated by water, load rises.Calculating, support for shuttering is pre-
When pressing load, load on precompressed support for shuttering should be divided into several units, dividing elements should be according to superstructure load assignment shape
Formula determines.Support for shuttering prefabricating load in each unit should be this element internal upper part dead load and the template weight that is not laid with it
1.1 times of sum, prefabricating load preferably use uniformly distributed form in each unit.It is grading that support for shuttering precompressed loading procedure is preferably divided into three
Row, the load successively applied should be 60%, 80%, 100% of prefabricating load value in unit.It, should be from structure centre line when load
Support for shuttering settling amount should be monitored at interval of 12h by carrying out symmetrical cloth load after the completion of every grade of load to two sides；Work as support for shuttering
Measuring point can continue to load when differential settlement average value is respectively less than 2mm twice in succession.Unloading can be unloaded disposably, support for shuttering two sides
It should symmetrical, balanced, synchronous unloading.
The most unfavorable processing condition is taken to carry out pier stud support for shuttering load capacity calculation, the height of right cylinder takes 6.5m, and the size of crossbeam takes 8m
× 2.5m × 2.5m, the size of oblique column take 9.57m × 1.3m × 2.5m, and the size of bent cap takes 31m × 3.25m × 2.2m.
Crossbeam formwork support checking computations: G concrete=(8 × 2.5 × 2.5) m3×26kN/m3=1300kN；Q concrete=1300kN/ (14 ×
5)=18.6kN.Related specifications and reckoner are looked into, obtain following Load value: scaffold board refetches certainly: 0.35kN/m2；Operation
Layer railing refetches certainly with foot guard plate: 0.14kN/m2；Safe Dense mesh screen refetches certainly: 0.01kN/m2；Bamboo slab rubber refetches certainly: 0.3kN/
m2；Sizing punching block refetches certainly: 3kN/m2；Personnel and equipment are taken by uniform mobile load: 1.0kN/m2；The lotus generated when vibrated concrete
Load takes: 2.0kN/m2.Therefore it can obtain: working measure static load Q1=(0.35+0.14+0.01+0.3+3) kN/m2× 0.6m=
2.28kN/m；Construct dynamic load Q2=(1+2) kN/m2× 0.6m=1.8kN/m.
Using Midas Civil software, the support for shuttering computation model of crossbeam is established, loads corresponding Q concrete, Q1 and Q2, point
It is other that structural stress analysis is carried out to the first crossbeam, the first distribution beam and steel pipe frame.As a result are as follows: the maximum flexure stress of the first distribution beam
For 100.3MPa, maximum shear stress 22.3MPa；The maximum flexure stress of first crossbeam is 103.7MPa, and maximum shear stress is
37.6MPa；The maximum flexure stress of steel pipe frame is 144.8MPa, maximum shear stress 11.1MPa；The support for shuttering vertical displacement of crossbeam
Value is 10.9mm.The support for shuttering of crossbeam is 28.6 in construction period single order buckling eigenvalue, is all larger than the 4 of code requirement, is stablized
Property is met the requirements.
Oblique column support for shuttering checking computations: G concrete=(1.3 × 2.5 × 9.08) m3×26kN/m3× 3.16/3=805.6kN；Q concrete
=805.6kN/ (4 × 2)=100.695kN.Related specifications and reckoner are looked into, following Load value: scaffold board self weight is obtained
It takes: 0.35kN/m2；Operation layer railing refetches certainly with foot guard plate: 0.14kN/m2；Safe Dense mesh screen refetches certainly: 0.01kN/m2；Bamboo
Offset plate refetches certainly: 0.3kN/m2；Sizing punching block refetches certainly: 3kN/m2；Personnel and equipment are taken by uniform mobile load: 1.0kN/m2；It vibrates
The load generated when concrete takes: 2.0kN/m2.Therefore it can obtain: working measure static load Q1=(0.35+0.14+0.01+0.3+3)
kN/m2× 1.8m=6.84kN/m；Construct dynamic load Q2=(1+2) kN/m2× 0.6m=1.8kN/m.
Using Midas Civil software, the support for shuttering computation model of oblique column is established, loads corresponding Q concrete, Q1 and Q2,
Structural stress analysis is carried out to the second crossbeam, the second distribution beam and steel pipe frame respectively.As a result are as follows: the maximum of the second distribution beam is curved to answer
Power is 132.1MPa, maximum shear stress 21MPa；The maximum flexure stress of second crossbeam is 141.7MPa, and maximum shear stress is
39MPa；The maximum flexure stress of steel pipe frame is 118.1MPa, maximum shear stress 7.3MPa；The support for shuttering vertical displacement of oblique column
Value is 14.4mm.The support for shuttering of oblique column is 60 in construction period single order buckling eigenvalue, is all larger than the 4 of code requirement, is stablized
Property is met the requirements.
Bent cap support for shuttering checking computations: G concrete=(31 × 3.25 × 2.2) m3×26kN/m3=5762.9kN；Q concrete=
5762.9kN/ (6 × 53)=18.1kN.Related specifications and reckoner are looked into, obtain following Load value: scaffold board refetches certainly:
0.35kN/m2；Operation layer railing refetches certainly with foot guard plate: 0.14kN/m2；Safe Dense mesh screen refetches certainly: 0.01kN/m2；Bamboo slab rubber
From refetching: 0.3kN/m2；Sizing punching block refetches certainly: 3kN/m2；Personnel and equipment are taken by uniform mobile load: 1.0kN/m2；Vibrate coagulation
The load generated when native takes: 2.0kN/m2.Therefore it can obtain: working measure static load Q1=(0.35+0.14+0.01+0.3+3) kN/m2×
0.6m=2.28kN/m；Construct dynamic load Q2=(1+2) kN/m2× 0.6m=1.8kN/m.
Using Midas Civil software, the support for shuttering computation model of bent cap is established, loads corresponding Q concrete, Q1 and Q2, point
It is other that structural stress analysis is carried out to third crossbeam, third distribution beam and steel pipe frame.As a result are as follows: the maximum flexure stress of third distribution beam
For 121.6MPa, maximum shear stress 18MPa；The maximum flexure stress of third crossbeam is 133.6MPa, and maximum shear stress is
45.7MPa；The maximum flexure stress of steel pipe frame is 133.2MPa, maximum shear stress 9.0MPa；The support for shuttering vertical displacement of bent cap
Value is 14.5mm.The support for shuttering of bent cap is 35.8 in construction period single order buckling eigenvalue, is all larger than the 4 of code requirement, is stablized
Property is met the requirements.
When concreting, in order to guarantee quality, need to reinforce to vibrate and conserve.Prevention and treatment pitted skin can take following measures:
The slump is suitble to；Concrete discharging height is more than that 2m should set tumbling barrel or chute；Pouring should be layered blanking, and layering is vibrated, anti-leak-stopping
Vibration；Template seam should block it is tight, should shuttering supporting situation mortar leakage prevention check at any time in pouring；Basis, column, the foot of a wall portion should be
Interval 2h has been poured in lower part, pours top concrete again after heavy reality, avoids the occurrence of " rotten neck "；At pitted skin position, watering is sufficiently humidified so as to
Afterwards, stone mortar is removed with former concrete mix, by pitted skin Troweling press finishing.
Processing honeycomb can take following measures: one, in the intensive place of reinforcing bar and complex region, being poured using thin stone concrete
It fills, is full of in template, be conscientiously layered vibration compacting or with manually making firm by ramming.Reserving hole answers two sides blanking simultaneously, and side is increased
Mouth is poured, prevents leakage, clay block is mixed in sandstone, the sundries such as tool are fallen into concrete, should be removed in time clean.Two, will
Loose concrete and weak serous coat around hole are cut, and with pressure flush of water, install the template with tray, watering is sufficiently humidified so as to
It carefully poured, consolidated with high grade pea gravel concreten afterwards.Three, when handling cellulor, after washing, with 1:2.5 cement
Mortar screeding and compaction；It is thin with high level-one after formwork after chisel goes weakness discrete particles at honeycomb, scrub net when handling larger honeycomb
Stone concrete carefully clogs tamping；When handling deeper honeycomb, such as remove difficult, can bury madjack pipe, exhaust pipe, surface smear mortar or
After concreting closing, cement mud-jack processing is carried out.Four, template face is cleaned out, and it is miscellaneous must not to be stained with stiff cement mortar etc.
Object, it is uniform that mould pulls interleaving agent brushing, must not leak brush；Concrete should be layered uniform vibration compacting, until excluding bubble.
On the basis of pier stud of the invention, overpass upper layer is using prefabricated small box girder and steel concrete overlapping girder construction as public
Road and bridge beam, lower layer is using prefabricated trough girder and the cast-in-place groove profile girder construction of three stride continuous variable cross-section as track section bridge.
The present invention has the advantages that having broken the form of construction work that traditional framework of steel reinforcement need to be installed at the scene, it is changed to adding
Concentrated processing entirety framework of steel reinforcement in work workshop, then scene is shipped it to, and integral hoisting is in place, so that construction quality is got a promotion
While, it can also shorten the construction period.Using knockdown steel pipe frame as main bearing system, set up simply, it is time saving and energy saving, and
Occupied area is small, keeps the activity space on ground big；The basis of steel pipe frame of the steel pipe frame when lower layer pours when upper layer pours
On continue to set up, be not necessarily to repeated disassembled and assembled, efficiency can be improved.
Detailed description of the invention
Fig. 1 is the main view of pier stud of the invention；
Fig. 2 is the side view of pier stud of the invention；
Fig. 3 is the main view of crossbeam formwork support of the invention；
Fig. 4 is the side view of crossbeam formwork support of the invention；
Fig. 5 is the partial enlarged view of A in Fig. 3；
Fig. 6 is the partial enlarged view of B in Fig. 4；
Fig. 7 is the main view of oblique column support for shuttering of the invention；
Fig. 8 is the side view of oblique column support for shuttering of the invention；
Fig. 9 is the partial enlarged view of C in Fig. 7；
Figure 10 is the main view of bent cap support for shuttering of the invention；
Figure 11 be in Figure 10 D-D to sectional view；
Figure 12 be in Figure 10 E-E to sectional view；
Figure 13 be in Figure 10 F-F to sectional view；
Figure 14 is the partial enlarged view of G in Figure 10；
Figure 15 is the partial enlarged view of H in Figure 10；
Appended drawing reference: 1. right cylinders；2. crossbeam；21. the first crossbeam；22. the first distribution beam；26. cross beam support frame；3. tiltedly
Column；31. the second crossbeam；32. the second distribution beam；33. falling rack device；34. padding frame；35. oblique upright supports frame；36. drawstring；
37. pair drawing pedestal；4. bent cap；41. third crossbeam；411. stiffener；42. third distribution beam；43. secondary distribution beam；44. connection
Bar；45. dog-ear section support frame；46. cantilever segment support frame；Secondary channel steel on 47.；48. lower pair channel steel；5. steel pipe frame；51. vertical tube；
52. transverse tube；53. inclined tube；54. strip footing；6. the lumps of wood；61. rack rod；62. lower channel steel；Channel steel on 63.；71. cantilever segment；
72. switching phase；73. dog-ear section；74. central segment.
Specific embodiment
It is described below for disclosing the present invention so that those skilled in the art can be realized the present invention.It is excellent in being described below
Embodiment is selected to be only used as illustrating, it may occur to persons skilled in the art that other obvious modifications.
Pier stud of the present invention includes the bent cap 4 on column and column, and column is divided into straight under crossbeam 2, crossbeam 2 by framework of steel reinforcement
Oblique column 3 on column 1 and crossbeam 2, it is characterised in that: the following steps are included:
Step 1: the framework of steel reinforcement of concentrated processing pier stud and the steel pipe frame 5 as bearing system, are transported after processing is completed
Construction site；
Step 2: steel pipe frame 5 is cuboid framework structure, steel pipe frame 5 is set up to respective heights, cooperates pouring for column,
It pours sequence and sequentially consists of right cylinder 1, crossbeam 2, oblique column 3；
Step 3: continuing superposition in subfoundation sets up steel pipe frame 5 to 4 respective heights of bent cap, symmetrical point of 4 lower section of bent cap
It is furnished with the steel pipe frame 5 of four column of two rows；Bent cap 4 includes the switching phase 72 connecting with oblique column 3；
Step 4: placing four third crossbeams 41 above every row's steel pipe frame 5, bent cap 4 is corresponded to above third crossbeam 41
Position at, be spaced at equal intervals several third distribution beams 42 vertical with third crossbeam 41；It is right above third distribution beam 42
At the position for answering switching phase 72, the symmetrically placed two secondary distribution beams 43 vertical with third distribution beam 42, secondary distribution beam 43 is located at
Oblique 3 two sides of column, avoid interfering oblique column 3；
It is erected step 5: equidistantly setting up several above every third distribution beam 42 by the branch that lower channel steel 62 connects
Bar 61, the lower channel steel 62 positioned at 61 bottom of rack rod are vertical with third distribution beam 42；Between being waited above every secondary distribution beam 43
Away from setting up several rack rods 61 connected by lower secondary channel steel 48, positioned at 61 bottom of rack rod lower secondary channel steel 48 with it is secondary
Distribution beam 43 is vertical；
Step 6: set up the bed die of bent cap 4 above rack rod 61, the then framework of steel reinforcement of integral hoisting bent cap 4；
Step 7: the side form of installation bent cap 4, then carries out concreting.
In 5th step, perpendicular connecting rod 44 is set up in 61 middle section of rack rod, makes rack rod 61 and connecting rod
44 combinations form frame structure；At the position that 41 both ends of third crossbeam are contacted with steel pipe frame 5, spaced set has five pieces of stiffeners
411。
Bent cap 4 further includes the central segment 74 right above crossbeam 2, and 74 both ends of central segment are successively outward extended with dog-ear section
73, the top surface of switching phase 72 and cantilever segment 71, bent cap 4 is located in same level, and the bottom surface of central segment 74 is higher than switching phase 72
Bottom surface, the bottom surface of dog-ear section 73 is the inclined-plane for connecting central segment 74 and switching phase 72, and the bottom surface of cantilever segment 71 is on outward
The inclined inclined-plane in side；It is first to place cantilever segment at respective cantilevered section 71 above rack rod 61 before setting up bed die in 6th step
Support frame 46 corresponds to and places the upper secondary channel steel 47 vertical with secondary distribution beam 43 at switching phase 72, placement folding at corresponding dog-ear section 73
Angle section support frame 45, corresponds to and places the upper channel steel 63 vertical with third distribution beam 42 at central segment 74.
Be spaced at equal intervals above cantilever segment support frame 46, dog-ear section support frame 45 and upper channel steel 63 several with it is the third-largest
It is vertical with third distribution beam 42 to correspond to placement at 43 position of secondary distribution beam above upper secondary channel steel 47 for the vertical lumps of wood 6 of beam 41
The lumps of wood 6 is laid with bed die of the thick high-quality bamboo slab rubber of 1.5cm as bent cap 4 above the lumps of wood 6.
Wherein, third crossbeam 41 is Two bors d's oeuveres 40# I-steel, and third distribution beam 42 is single 40# I-steel, third distribution beam
Spacing between 42 is 600mm, and secondary distribution beam 43 is single 40# I-steel, and lower pair channel steel 48 is 16# channel steel, upper pair channel steel 47
For 10# channel steel, the spacing between upper pair channel steel 47 is 600mm, stiffener 411 with a thickness of 1cm.
In second step, when pouring column, right cylinder 1 is first poured, pouring height is the lower position 1m of crossbeam 2, and guarantees reinforcing bar
Skeleton has enough length in reserve to carry out subsequent connection；It is poured again to the above 50cm of crossbeam, and it is enough to guarantee that framework of steel reinforcement has
Length in reserve carries out subsequent connection；Then oblique column 3 is poured to 4 bottom absolute altitude of bent cap.
After the completion of right cylinder 1 pours, steel pipe frame 5 is set up at the 2 bottom position absolute altitude 1.9m of crossbeam, in every side steel pipe frame
Four first crossbeams 21 are placed in 5 tops, and several the first perpendicular distribution beams are spaced at equal intervals above the first crossbeam 21
22, several rack rods 61 are equidistantly set up above the first distribution beam 22,61 bottom of rack rod is logical by lower channel steel 62
Long connection, the placement direction of lower channel steel 62 is vertical with the first distribution beam 22, places and the first distribution beam 22 above rack rod 61
Vertical upper channel steel 63, the cross beam support frame 26 cooperated with crossbeam 2 is placed in upper 63 both ends of channel steel top, in upper channel steel 63 and crossbeam
The lumps of wood 6 and the thick high-quality bamboo slab rubber of 1.5cm are laid with above support frame 26 as bed die, the lumps of wood 6 is vertical with upper channel steel 63；Install cross
After the bed die of beam 2, the framework of steel reinforcement of integral hoisting crossbeam 2, then the side form of crossbeam 2 is installed, concrete finally is carried out to crossbeam 2 and is poured
It builds.
Wherein, the first crossbeam 21 is Two bors d's oeuveres 32# I-steel, and the first distribution beam 22 is single 32# I-steel, the first distribution beam
Spacing between 22 is 600mm, and rack rod 61 carries jacking and collet, and the spacing between rack rod 61 is 600mm, is convenient for
It sets up.Lower channel steel 62 is 16# channel steel, and upper channel steel 63 is 10# channel steel, and the spacing between upper channel steel 63 is 600mm, the cross of the lumps of wood 6
Sectional dimension is 10cm × 10cm, and the spacing between the lumps of wood 6 is 25cm.
After the completion of crossbeam 2 pours, the template and its support bracket of crossbeam 2 are removed, retains steel pipe frame 5, continues superposition and sets up
Steel pipe frame 5 places four second crossbeams 31, second to certain altitude respectively above the steel pipe frame 5 of every 3 two sides of oblique column
It is corresponded to above crossbeam 31 and is spaced at equal intervals four second distribution beams 32 vertical with the second crossbeam 31 at oblique 3 position of column, every
32 symmetrically placed two of top of the second distribution beam of root falls rack device 33, is then falling placement liner frame 34 above rack device 33,
Oblique upright supports frame 35 is placed above liner frame 34, is tiltedly stood after the bed die of oblique column 3 is installed on oblique upright supports frame 35
The lifting of 3 framework of steel reinforcement of column, then installs the side form of oblique column 3, and the side form two sides of oblique column 3 are fixed with to pedestal 37 is drawn, lead to
It crosses to be connected to and the drawstring 36 drawn on pedestal 37 is fixed two oblique columns, 3 pairs of drawings, symmetrically and evenly poured when finally pouring oblique column 3
It builds.
Wherein, the second crossbeam 31 is Two bors d's oeuveres 40# I-steel, and the second distribution beam 32 is Two bors d's oeuveres 32# I-steel, the second distribution beam
Spacing between 32 is 600mm, and drawstring 36 is 25 fining twisted steel of Φ.Falling rack device 33 is sandbox, when demoulding, is discharged in sandbox
Sand decline sandbox height, the template of oblique column 3 moves down therewith, completes demoulding.
Oblique column 3 is after pouring completion demoulding, and there are horizontal components for oblique column 3, in order to ensure tiltedly standing before bent cap 4 is constructed
Column 3 and 2 intersection of crossbeam do not generate crack, need to carry out fixing drawing to two oblique columns 3.Technical measures are as follows: in oblique column 3
Framework of steel reinforcement on by welding the pre-buried iron plate of pre-buried two pieces of symmetrical 50cm × 50cm × 1cm, to column concreting
After the completion, Two bors d's oeuveres 16# channel steel and floor of putting more energy into are welded after pre-buried iron plate being dug out as pedestal, then pass through 25 finish rolling screw thread of Φ
Two oblique columns 3 fix drawing by steel.It is computed, control stretching force is 128.4kN, pressure 261.55MPa, elongation
For 1.85cm.
Steel pipe frame 5 includes four vertical tubes 51 parallel to each other and eight transverse tubes 52 vertical with vertical tube 51, vertical tube 51 and cross
Pipe 52, which interconnects, constitutes cuboid framework；Before setting up steel pipe frame 5, strip footing 54 first is poured on cushion cap and status road
As the basis of steel pipe frame 5, the projection size of strip footing 54 in the vertical direction is 1.6m × 2.9m；It is adopted between steel pipe frame 5
It is connected with M16 high-strength bolt, there are five types of Dimension Types for steel pipe frame 5, are classified according to the height of vertical tube 51, height includes
0.75m,1m,2m,3m,4m；Vertical tube 51 is DN219mm steel pipe, and wall thickness t is 8mm, the rectangle that the axis projections of vertical tube 51 are constituted
Size is 1.2m × 2.4m；Transverse tube 52 is DN102mm steel pipe, and wall thickness t is 5mm, and transverse tube 52 is fixed on apart from 51 end of vertical tube
At the 25cm of face；Height is respectively equipped with the inclined tube 53 of a connection vertical tube 51 on four sides for the steel pipe frame 5 of 2m, 3m, 4m, often
51 upper and lower ends of root vertical tube are respectively fixed with an inclined tube 53, and the junction of inclined tube 53 and vertical tube 51 is at a distance of 51 end face of vertical tube
50cm, inclined tube 53 are DN102mm steel pipe, and wall thickness t is 5mm.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and what is described in the above embodiment and the description is only the present invention
Principle, various changes and improvements may be made to the invention without departing from the spirit and scope of the present invention, these variation and
Improvement is both fallen in the range of claimed invention.The present invention claims protection scope by appended claims and its
Equivalent defines.
Claims (8)
- The overhead pier stud construction method of double-layer integrallyization 1. a kind of public affairs rail is built together, pier stud includes the bent cap on column and column, is stood Column is divided into the oblique column on the right cylinder and crossbeam under crossbeam, crossbeam by framework of steel reinforcement, it is characterised in that: includingStep 1: the framework of steel reinforcement of concentrated processing pier stud and the steel pipe frame as bearing system, transport construction after processing is completed Place；Step 2: steel pipe frame is cuboid framework structure, steel pipe frame is set up to respective heights, cooperates pouring for column, pours suitable Sequence sequentially consists of right cylinder, crossbeam, oblique column；Step 3: continuing superposition in subfoundation sets up steel pipe frame to bent cap respective heights, bent cap lower section is symmetrically distributed with two The steel pipe frame of four column of row；Bent cap includes the switching phase connecting with oblique column；Step 4: four third crossbeams are placed above every row's steel pipe frame, at the position for corresponding to bent cap above third crossbeam, etc. Spacing places several third distribution beams vertical with third crossbeam；At the position for corresponding to switching phase above third distribution beam, The symmetrically placed two secondary distribution beams vertical with third distribution beam, secondary distribution beam are located at oblique column two sides；Step 5: equidistantly setting up several rack rods connected by lower channel steel above every third distribution beam, it is located at The lower channel steel of rack rod bottom is vertical with third distribution beam；Equidistantly set up above every secondary distribution beam several pass through under The rack rod of secondary channel steel connection, the lower secondary channel steel positioned at rack rod bottom are vertical with secondary distribution beam；Step 6: set up the bed die of bent cap above rack rod, the then framework of steel reinforcement of integral hoisting bent cap；Step 7: the side form of installation bent cap, then carries out concreting.
- The overhead pier stud construction method of double-layer integrallyization 2. a kind of public rail according to claim 1 is built together, it is characterised in that: In 5th step, perpendicular connecting rod is set up in rack rod middle section, and rack rod and connecting rod is made to combine to form frame knot Structure；At the position that third crossbeam both ends are contacted with steel pipe frame, spaced set has five pieces of stiffeners.
- The overhead pier stud construction method of double-layer integrallyization 3. a kind of public rail according to claim 1 is built together, it is characterised in that: Bent cap further includes the central segment right above crossbeam, and central segment both ends are successively outward extended with dog-ear section, switching phase and cantilever Section, the top surface of bent cap are located in same level, and the bottom surface of central segment is higher than the bottom surface of switching phase, and the bottom surface of dog-ear section is connection The inclined-plane of central segment and switching phase, the bottom surface of cantilever segment are the inclined-plane of inclined upward outward；In 6th step, set up bed die it Before, it is first to place cantilever segment support frame at respective cantilevered section above rack rod, it places at corresponding switching phase and hangs down with pair distribution beam Straight upper secondary channel steel, corresponds to and places dog-ear section support frame at dog-ear section, place at corresponding central segment vertical with third distribution beam Upper channel steel.
- The overhead pier stud construction method of double-layer integrallyization 4. a kind of public rail according to claim 3 is built together, it is characterised in that: Several lumps of wood vertical with third crossbeam are spaced at equal intervals above cantilever segment support frame, dog-ear section support frame and upper channel steel, It is corresponded to above upper secondary channel steel at secondary distribution beam position and places the lumps of wood vertical with third distribution beam, be laid with above the lumps of wood Bed die of the thick high-quality bamboo slab rubber of 1.5cm as bent cap.
- The overhead pier stud construction method of double-layer integrallyization 5. a kind of public rail according to claim 1 is built together, it is characterised in that: In second step, when pouring column, right cylinder is first poured, pouring height is the position 1m under crossbeam, and guarantees that framework of steel reinforcement has enough Length in reserve carry out subsequent connection；Poured again to the above 50cm of crossbeam, and guarantee framework of steel reinforcement have enough length in reserve into The subsequent connection of row；Then oblique column is poured to lid bottom elevation.
- The overhead pier stud construction method of double-layer integrallyization 6. a kind of public rail according to claim 5 is built together, it is characterised in that: After the completion of right cylinder pours, steel pipe frame is set up at the position horizontal bottom elevation 1.9m, places four above every side steel pipe frame The first crossbeam of root is spaced at equal intervals several the first perpendicular distribution beams, in the first distribution beam above the first crossbeam Side equidistantly sets up several rack rods, rack rod bottom by the elongated connection of lower channel steel, the placement direction of lower channel steel with First distribution beam is vertical, and the upper channel steel vertical with the first distribution beam is placed above rack rod, above upper channel steel both ends placement and The cross beam support frame of beam engagement is laid with the lumps of wood and the thick high-quality bamboo slab rubber conduct of 1.5cm above upper channel steel and cross beam support frame Bed die, the lumps of wood are vertical with upper channel steel；After the bed die for installing crossbeam, the framework of steel reinforcement of integral hoisting crossbeam, then crossbeam is installed Side form finally carries out concreting to crossbeam.
- The overhead pier stud construction method of double-layer integrallyization 7. a kind of public rail according to claim 6 is built together, it is characterised in that: After the completion of crossbeam pours, the template and its support bracket of crossbeam are removed, retain steel pipe frame, continue superposition and set up steel pipe frame to certain Highly, four second crossbeams are placed respectively above the steel pipe frame of every oblique column two sides, it is corresponding tiltedly vertical above the second crossbeam Four second distribution beams vertical with the second crossbeam are spaced at equal intervals at column position, it is symmetrically placed above every second distribution beam Two fall rack device, are then falling placement liner frame above rack device, are placing oblique upright supports frame above liner frame, tiltedly standing The lifting for carrying out oblique column framework of steel reinforcement after the bed die of oblique column is installed on column support frame, then the side form of oblique column is installed, tiltedly The side form two sides of column are fixed with to pedestal is drawn, and are fixed two oblique columns to drawing to the drawstring drawn on pedestal by being connected to, It is symmetrically and evenly poured when finally pouring oblique column.
- The overhead pier stud construction method of double-layer integrallyization 8. a kind of public rail according to claim 1 is built together, it is characterised in that: Steel pipe frame includes four vertical tubes parallel to each other and eight transverse tubes vertical with vertical tube, and vertical tube constitutes rectangular with transverse tube interconnection Body frame；Before setting up steel pipe frame, basis of the strip footing as steel pipe frame, bar shaped base are first poured on cushion cap and status road The projection size of plinth in the vertical direction is 1.6m × 2.9m；It is connected between steel pipe frame using M16 high-strength bolt, steel pipe frame has five Kind Dimension Types, classify, height includes 0.75m, 1m, 2m, 3m, 4m according to the height of vertical tube；Vertical tube is DN219mm steel Pipe, wall thickness t are 8mm, and the rectangular dimension that the axis projections of vertical tube are constituted is 1.2m × 2.4m；Transverse tube is DN102mm steel pipe, Its wall thickness t is 5mm, and transverse tube is fixed at the 25cm of vertical tube end face；Height is on four sides of the steel pipe frame of 2m, 3m, 4m It is respectively equipped with the inclined tube of a connection vertical tube, every vertical tube upper and lower ends are respectively fixed with an inclined tube, the company of inclined tube and vertical tube Place is met at a distance of vertical tube end face 50cm, inclined tube is DN102mm steel pipe, and wall thickness t is 5mm.
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| CN112376428A (en) * | 2020-10-19 | 2021-02-19 | 上海市政工程设计研究总院（集团）有限公司 | Construction method for public rail integrated double-layer viaduct beam of full precast beam |
| CN112411383A (en) * | 2020-11-11 | 2021-02-26 | 重庆城建控股(集团)有限责任公司 | Large cantilever concrete bent cap few-embedded-part assembled bracket and construction method thereof |
| CN112921781A (en) * | 2021-01-07 | 2021-06-08 | 王爱妹 | Viaduct |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2022095618A1 (en) * | 2020-11-06 | 2022-05-12 | 中建科工集团有限公司 | Multi-layer bridge construction method and construction supporting system |
| CN112411383A (en) * | 2020-11-11 | 2021-02-26 | 重庆城建控股(集团)有限责任公司 | Large cantilever concrete bent cap few-embedded-part assembled bracket and construction method thereof |
| CN112921781A (en) * | 2021-01-07 | 2021-06-08 | 王爱妹 | Viaduct |
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