CN202144582U - Assembly type box-shaped bracket system for single column pier of bridge - Google Patents
Assembly type box-shaped bracket system for single column pier of bridge Download PDFInfo
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- CN202144582U CN202144582U CN201120239241U CN201120239241U CN202144582U CN 202144582 U CN202144582 U CN 202144582U CN 201120239241 U CN201120239241 U CN 201120239241U CN 201120239241 U CN201120239241 U CN 201120239241U CN 202144582 U CN202144582 U CN 202144582U
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Abstract
The utility model discloses an assembly type box-shaped bracket system for a single column pier of a bridge. The assembly type box-shaped bracket system is characterized in that box-shaped bracket sheets are installed at the two sides of a pier below a bent cap; each bracket sheet comprises an upper longitudinal beam, a lower longitudinal beam and symmetrically arranged inclined struts which are made of sectional steel; the bracket sheets at the two sides of the pier are oppositely pulled and fastened through a round steel pull rod to form an overall bearing system so as to improve the overall stability of the bracket; and the system is stably supported on the pier through a round steel bar, therefore, the anti-toppling capacity of a supporting system is improved during the construction of the bent cap. The box-shaped bracket has the advantages of simplicity in structural calculation, favorable stress condition, safety and stability, less labor and material consumption, high working efficiency, low cost, favorable economy, and the construction is free from the limit of topography, and the like.
Description
Technical field
The utility model relates to the construction of the bent cap on square only stub in the bridge engineering substructure in bridge construction field, is specially the only stub spelling of a kind of bridge box-shaped carriage.
Background technology
In present bridges in highway engineering construction construction, because bridge height, geology and orographic condition restriction, the form of structure of only stub and Prestressed Slab Beams has been adopted in part bridge bottom.
Common bridge construction method of bent cap is divided into two kinds of support method (setting up steel pipe frame supports as bent cap) and carriage methods (on pier stud, establish the strong point, support as bent cap with i iron or shellfish thunder frame) etc.When the bridge pier height was big, because that worker, material consume is few, cost was low, did not receive the landform restriction and generally used the carriage method to carry out bent cap and construct.
For the Prestressed Slab Beams that is designed on square only stub; Different with the common double columnar pier is; This bent cap cantilever is longer, can not satisfy intensity, the rigidity condition of structure when adopting i iron or shellfish thunder frame as the frame support bracket of bent cap singlely, therefore need improve.
The utility model content
The purpose of the utility model is to solve the deficiency that can not satisfy structural strength, rigidity condition when adopting i iron or shellfish thunder frame as the frame support bracket of bent cap singlely; Therefore the utility model designs the only stub spelling of a kind of bridge box-shaped rack system at this; Through upper and lower two shaped steel longerons of spelling and the shaped steel diagonal brace that is attached thereto; Come effectively to shorten the carriage jib-length, reach the purpose that satisfies structural strength, rigidity needs.
The utility model is achieved in that the only stub spelling of a kind of bridge of structure box-shaped rack system, it is characterized in that:
Bridge pier both sides below bent cap are equipped with the box pallet sheet; Said bracket piece includes the diagonal brace of the last longeron with section steel manufacture, following longeron and symmetric arrangement; Wherein to straining whole supporting system of solid formation, to improve the resistance to overturning of carriage, this system passes through the round steel bar stable support on bridge pier to the bracket piece of bridge pier both sides through the round steel pull bar; Improve the resistance to capsizing of supporting system in the bent cap work progress
Because the cantilever segment of bent cap is longer; Only can not bear the load that the bent cap construction is transmitted with last longeron; Therefore adopt diagonal brace upwards to support the cantilever segment of going up longeron; Downwards stand on down longeron, wherein go up longeron, hinged with the steel hinge between longeron and the diagonal brace down, the connection through two diagonal braces will said upward longeron, integral body of following longeron formation; Reduce the flexural stress that whole carriage born at the bent cap cantilever segment and the maximum defluxion of cantilever end with this, make carriage satisfy needed strength and stiffness in the bent cap construction.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system, it is characterized in that,
The said stringer supporting of going up is on two rod irons that the last ranking of crossing bridge pier column is put; Bear whole working load of bent cap as main support; Said stringer supporting down is on two rod irons that the following ranking of crossing pier stud is put; When satisfying the homeostasis sexual demand, make the working load of bent cap pass to rod iron, pass to bridge pier column by rod iron again and bear through carriage
Said rod iron is to penetrate in advance horizontally embedded in the pvc pipe on the pier stud, is with the square bar cushion block on the rod iron, and the longeron of triangle steel confrontation mouthful wedge and box pallet is installed on square bar cushion block top successively.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system, it is characterized in that: said rod iron diameter is φ 80mm.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system, it is characterized in that: said square bar cushion block is to be welded into the cuboid hollow structure with steel plate, the thick 10mm of its end face steel plate; Sidewall and the thick 5mm of bottom surface steel plate, cushion block is opened φ 90mm circular hole, and the hole holds out against pastes the top board bottom surface; After being inserted in rod iron; Cushion block itself is stable by deadweight, and the rod iron top closely contacts with cushion block top board bottom surface simultaneously, can bear load more equably.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system, it is characterized in that: said square bar cushion block is to use steel plate to be welded into the cuboid hollow structure that length is 300 * 150 * 250mm.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system; It is characterized in that: a said triangle steel confrontation mouthful wedge is to form wedge design with welded steel plate, and wedge end and inclined-plane steel plate have high 60mm bar hole, is used for wearing φ 22mm split bolt locking counterpart wedge; This structure maximum adjustable discrepancy in elevation is 109mm; The counterpart wedge is falling to setting up and being equipped with of bent cap carriage, also is used to adjust the bent cap height simultaneously, and it is met design requirement.
According to the only stub spelling of the described a kind of bridge of the utility model box-shaped rack system, it is characterized in that: a said triangle steel confrontation mouthful wedge is to use 10mm steel plate weldering system to form the wedge design that length is 250 * 150 * 150mm.
Provide the mounting method of the only stub spelling of above-mentioned a kind of bridge box-shaped rack system below, it is characterized in that: carry out following operation:
(1) bent cap template system design
The Prestressed Slab Beams template is positioned at the top; Be divided into bed die and side form two parts, wherein side form surrounds the structure setting of bed die, and purpose is the convenient side form of dismantling in advance; Said bed die and side form are the combined type set shaped steel formwork; Its plate thickness is 5mm, and wherein the every 1.5m in the side form back side establishes vertical beam and is used for template to drawing, and bent cap bed die below is with filling up 15 * 15cm sleeper in the carriage top as the beam supporting bed die; The bed die below of cantilever segment is supported with English truss.
(2) box pallet structure design
1 box pallet sheet is respectively installed in bridge pier both sides below bent cap; Prevent its sidesway with the round steel pull bar to drawing between two bracket piece, bracket piece is made up of the diagonal brace of upper and lower longeron and symmetric arrangement, adopts steel to be hinged between longeron and the diagonal brace; Because the cantilever segment of bent cap is longer; Only can not bear the load that the bent cap construction is transmitted, so adopt diagonal brace upwards to support the cantilever segment of going up longeron, prop up downwards and stand on down longeron with last longeron; Satisfy carriage needed strength and stiffness in the bent cap construction through diagonal brace and upper and lower longeron combination stressed
The upper and lower longeron frame of carriage stands on 4 rod irons that cross pier stud, to satisfy the demand of self stability, makes the working load of bent cap pass to rod iron through carriage simultaneously, passes to bridge pier column by said rod iron again and bears.
(3), carriage seat structure design
The carriage bearing is employed in the prior horizontally embedded φ 80mm rod iron that in the pvc pipe on the pier stud, penetrates as bearing bracket, cover square bar cushion block on the rod iron, and the longeron of triangle steel confrontation mouthful wedge and box pallet is installed on the cushion block top successively,
The steel cushion block is to be welded into to be of a size of 300 * 150 * 250mm cuboid hollow structure the thick 10mm of its end face steel plate, sidewall and the thick 5mm of bottom surface steel plate with steel plate; Cushion block is opened φ 90mm circular hole, and the hole holds out against pastes the top board bottom surface, after being inserted in rod iron; Cushion block itself is stable by deadweight; The rod iron top closely contacts with cushion block top board bottom surface simultaneously, can bear load more equably
Triangle steel confrontation mouthful wedge is 250 * 150 * 150mm wedge design that forms with 10mm steel plate weldering system; Wedge end and inclined-plane steel plate have high 60mm bar hole; Be used for wearing φ 22mm split bolt locking counterpart wedge, this structure maximum adjustable discrepancy in elevation is 109mm, and the counterpart wedge is falling to setting up and being equipped with of bent cap carriage; Simultaneously also be used to adjust the bent cap height, it is met design requirement.
(4), pier stud construction and built-in fitting are installed
The general employing of square column formula bridge pier turned over method constructing and overhanging model, pre-buried φ 110mmPVC pipe when construction to 3.95m and 0.85m height at the bottom of bent cap, and the flat pier stud of wearing of pvc pipe forms the preformed hole that rod iron is installed.
(5), the box rack system is installed
A. pier stud form removal and concrete strength begin installation bracket after reaching 80% design strength,
B. rod iron is penetrated the pier stud preformed hole, the about 50cm of its end exposure pier stud is inserted in the steel cushion block again, and cushion block is close to pier stud,
C. lift box pallet, the bracket piece of bridge pier both sides used pull bar is connected,
D., the counterpart wedge is installed between upper and lower longeron of carriage and steel cushion block, and it is high to adjust the carriage top mark with the counterpart wedge, to meeting design requirement, locks counterpart wedge after adjustment is accomplished in order to control bent cap absolute altitude,
E. check and the fastening bracket system.
(6), Prestressed Slab Beams construction
A. put wooden crossbeam and bed die behind the analog bracket successively, calibration bent cap plan-position and end absolute altitude,
Before b uses the carriage construction first, rack system is carried out the precompressed test, adopt sand pocket Loading Method step by step, maximum load is 110% of template and a concrete load, and whether the security and stability and the deflection thereof that detect carriage through piling prepressing satisfy code requirement,
C. the bent cap reinforcing bar is made at the reinforcing bar canopy, and carries out template, reinforcement installation by the flow process of bed die → beam rib steel muscle → metal bellows and steel strand, ground tackle location → side form → wing plate reinforcing bar,
D. to only stub bent cap concrete according to building to the program of two ends and first beam rib, rear fender by the centre, concrete puts in storage with tank car transportation, tower crane handling, the tamping of internal vibration rod,
E. generally dismounting in second day behind the worker of bent cap side form, striking time is as the criterion not injure the concrete corner angle, immediately the bent cap exposed parts is covered geotextiles watering wet curing after the form removal,
F. the bent cap concrete strength reach 85% and reach 5 days the length of time after, adopt the mode stretch-draw prestressing force steel bundle of single-ended stretch-draw, Stress Control is used in stretch-draw, the steel strand elongation is checked,
G. in time carry out hole path pressure grouting and sealing off and covering anchorage work behind the prestressed stretch-draw, accomplish the Prestressed Slab Beams construction.
(7), unload unconventional and uninhibited
After the bent cap construction is accomplished, unclamp the split bolt of carriage below counterpart wedge, unload unconventional and uninhibited.
(8), cover removed beam bottom board and carriage
Dismantle bent cap bed die and crossbeam successively, then unclamp box pallet to pull bar, the dismounting carriage is removed supporting rod iron and shutoff preformed hole at last.
The beneficial effect of the utility model: the box-shaped carriage has that structural calculation is easy, stress condition and security and stability are good, and construction do not receive landform restriction, work efficiency high, practice thrift plurality of advantages such as cost, good economy performance.Compare with the steel pipe support structure of routine, the box-shaped carriage has and takes up room for a short time, does not need ground to handle and reinforce, and consumes advantages such as artificial, that material is few, and the carriage peace is torn open conveniently, cost is low, the duration is short.Compare with the triangle bracket structure, the box-shaped carriage has Stability Analysis of Structures, resistance to capsizing is strong, bearing capacity good, the supporting-point of carriage is located advantages such as convenient.
Description of drawings
Fig. 1-1 Prestressed Slab Beams spelling box pallet structure chart (positive facade).
Fig. 1-2 Prestressed Slab Beams spelling box pallet structure chart (I-I section among Fig. 1-1).
Fig. 2-1 bent cap load distribution map.
Longeron force analysis figure on Fig. 3-1 carriage.
Longeron Deflection Analysis figure on Fig. 3-2.
Fig. 4-1 carrier structure figure.
Fig. 4-2 BH bar force analysis figure.
Fig. 4-3 H hinge force analysis figure.
Fig. 5-1 time longeron force analysis figure
Fig. 6 steel cushion block structural representation.
Fig. 7 counterpart wedge structural representation.
Fig. 8 triangle bracket structural representation.
The specific embodiment
Below in conjunction with accompanying drawing the utility model is made detailed description:
The purpose of the utility model is to solve the deficiency that is occurred when adopting i iron or shellfish thunder frame as the frame support bracket of bent cap singlely; Designed the only stub spelling of a kind of bridge box-shaped rack system at this; Through upper and lower two shaped steel longerons of spelling and the shaped steel diagonal brace that is attached thereto; Come effectively to shorten the carriage jib-length, reach the purpose that satisfies structural strength, rigidity needs.
As shown in the figure: the only stub spelling of a kind of bridge box-shaped rack system; Bridge pier both sides below bent cap are equipped with the box pallet sheet; Said bracket piece includes the diagonal brace 103 of the last longeron 101 with section steel manufacture, following longeron 102 and symmetric arrangement; Wherein the bracket piece of bridge pier both sides forms a whole supporting system admittedly through 104 pairs of tensions of round steel pull bar, improving the resistance to overturning of carriage, this system through two rows totally 4 strong point 105 stable support on bridge pier; Improve the resistance to capsizing of supporting system in the bent cap work progress, 4 strong points are exactly 4 rod irons that penetrate bridge pier.
Because the cantilever segment of bent cap is longer; Only can not bear the load that the bent cap construction is transmitted with last longeron 101; Therefore adopt diagonal brace 103 upwards to support the cantilever segment of going up longeron 101; Downwards stand on down longeron 102, wherein go up longeron 101, cut with scissors 108 hingedly between longeron 102 and the diagonal brace 103 with steel down, the connection through two diagonal braces 103 is with said upward longeron 101, integral body of following longeron 102 formations; Reduce the flexural stress that whole carriage born at the bent cap cantilever segment and the maximum defluxion of cantilever end with this, make carriage satisfy needed strength and stiffness in the bent cap construction.
Also include round steel bar 105 as bearing bracket; The said longeron 101 of going up is supported on two rod irons 105 that the last ranking of crossing bridge pier column puts; Bear whole working load of bent cap as main support, said longeron 102 down is supported on two rod irons 105 that the following ranking of crossing pier stud puts, and when satisfying the homeostasis sexual demand, makes the working load of bent cap pass to rod iron 105 through carriage; Passing to bridge pier column by rod iron 105 again bears; Said rod iron 105 diameters are φ 80mm, and this rod iron 105 is to penetrate in advance horizontally embedded in the pvc pipe on the pier stud, is with square bar cushion block 106 on the rod iron 105; Square bar cushion block 106 tops (are meant above the square bar cushion block and install, be i.e. the meaning of top face) longeron 101,102 that triangle steel confrontation mouthful wedge 107 and box pallet are installed successively.
Said square bar cushion block 106 is to be welded into steel plate to be of a size of 300 * 150 * 250mm rectangular structure, and the steel cushion block is a hollow structure, the thick 10mm of its end face steel plate; Sidewall and the thick 5mm of bottom surface steel plate, cushion block 106 is opened φ 90mm circular hole, and the hole holds out against pastes the top board bottom surface; After being inserted in rod iron 105; Cushion block 106 itself is stablized by deadweight, and rod iron 105 tops closely contact with cushion block 106 top board bottom surfaces simultaneously, can bear load more equably.Therefore steel cushion block 103 is hollow structures, and circular hole is established in its end face steel plate below, and rod iron is closely contacted with the top board bottom surface.
Said triangle steel confrontation mouthful wedge 107 is 250 * 150 * 150mm wedge designs that form with 10mm steel plate weldering system; Wedge end and inclined-plane steel plate have high 60mm bar hole; Be used for wearing φ 22mm split bolt locking counterpart wedge 107, this structure maximum adjustable discrepancy in elevation is 109mm, and counterpart wedge 107 is falling to setting up and being equipped with of bent cap carriage; Simultaneously also be used to adjust the bent cap height, it is met design requirement.
The mounting method of box-shaped rack system comprises:
Like Fig. 1-1～Fig. 1-2: the design of bent cap template system
The Prestressed Slab Beams template is positioned at the top; Be divided into bed die 111 and side form 112 two parts, the wherein structure setting of side form 112 encirclement bed dies 111, purpose is the convenient side form 112 of dismantling in advance; Said bed die 111 is the combined type set shaped steel formwork with side form 112; Its plate thickness is 5mm, and wherein the every 1.5m in side form 112 back sides establishes vertical beam and is used for template to drawing, and bent cap bed die 111 belows are with filling up 15 * 15cm sleeper in the carriage top as crossbeam 113 supporting bed dies 111.
Bent cap holder (propping up) frame scheme comparison
To only stub bent cap, needed strength and stiffness condition when single employing i iron or shellfish thunder frame can not satisfy the construction of bent cap cantilever segment during as carriage.
Higher because of bridge pier, the landform of original ground is precipitous under the bent cap, adopts when taking a lot of work, the steel pipe frame of expense material is low, less economical as the scheme work efficiency of bent cap support.
Like Fig. 8; When adopting triangle bracket as the bent cap carriage; High to its lower fulcrum built-in fitting positioning accuracy request, carriage is difficult for the location, and the concentrated lower fulcrum that acts on of the working load of bent cap two ends cantilever segment; To produce bigger horizontal thrust to this fulcrum when the construction loading of bent cap two ends is inhomogeneous, thereby cause that pier stud is bent.This structural mechanics condition is complicated, resistance to capsizing a little less than.
Box pallet crosses on 4 rod irons 105 of pier stud owing to its upper and lower longeron 101,102 all is shelved on; Flexural stress mainly occurs on the upper and lower longeron 101,102 of carriage; When accepting load that rod iron 105 transmits, pier stud only bears vertical pressure; Simpler than triangle bracket mechanical calculation, easy for installation, structure is more stable; Practice thrift recruitment, materials, reduction of erection time than steel pipe support.
The box pallet structure design
1 box pallet sheet is respectively installed in bridge pier both sides below bent cap; Draw anti-its sidesway with 104 pairs on round steel pull bar between two bracket piece, bracket piece is made up of the diagonal brace 103 of upper and lower longeron 101,102 and symmetric arrangement, adopts steel to cut with scissors 108 between longeron 101,102 and the diagonal brace 103 and is connected; Because the cantilever segment of bent cap is longer; Only can not bear the load that the bent cap construction is transmitted, so adopt diagonal brace 103 upwards to support the cantilever segment of going up longeron 101, prop up downwards and stand on down longeron 102 with last longeron; Satisfy carriage needed strength and stiffness in the bent cap construction through diagonal brace 103 and upper and lower longeron 101,102 combination stressed
101,102 of the upper and lower longerons of carriage stand on 4 rod irons 105 that cross pier stud, to satisfy the demand of self stability, make the working load of bent cap pass to rod iron 105 through carriage simultaneously, pass to bridge pier column by said rod iron 105 again and bear.
The design of carriage seat structure
The carriage bearing is employed in the prior horizontally embedded φ 80mm rod iron 105 that in the pvc pipe on the pier stud, penetrates as bearing bracket, cover square bar cushion block 106 on the rod iron 105, and the longeron 101,102 of triangle steel confrontation mouthful wedge 107 and box pallet is installed on cushion block 106 tops successively,
Steel cushion block 106 is to be welded into steel plate to be of a size of 300 * 150 * 250mm rectangular structure, the thick 10mm of its end face steel plate, sidewall and the thick 5mm of bottom surface steel plate; Cushion block 106 is opened φ 90mm circular hole, and the hole holds out against pastes the top board bottom surface, after being inserted in rod iron 105; Cushion block 106 itself is stablized by deadweight; Rod iron 105 tops closely contact with cushion block 106 top board bottom surfaces simultaneously, can bear load more equably
Triangle steel confrontation mouthful wedge 107 is 250 * 150 * 150mm wedge designs that form with 10mm steel plate weldering system; Wedge end and inclined-plane steel plate have high 60mm bar hole; Be used for wearing φ 22mm split bolt locking counterpart wedge 107, this structure maximum adjustable discrepancy in elevation is 109mm, and counterpart wedge 107 is falling to setting up and being equipped with of bent cap carriage; Simultaneously also be used to adjust the bent cap height, it is met design requirement.
Pier stud construction and built-in fitting are installed
The general employing of square column formula bridge pier turned over method constructing and overhanging model, pre-buried φ 110mmPVC pipe when construction to 3.95m and 0.85m height at the bottom of bent cap, and the flat pier stud of wearing of pvc pipe forms the preformed hole that rod iron 105 is installed.
The box rack system is installed
A. pier stud form removal and concrete strength begin installation bracket after reaching 80% design strength,
C. use tower crane (or mobile crane) lifting box pallet, the bracket piece of bridge pier both sides used pull bar 104 is connected,
D., counterpart wedge 107 is installed between upper and lower longeron 101,102 of carriage and steel cushion block 106, and it is high to adjust the carriage top marks with counterpart wedge 107, to meeting design requirement, locks counterpart wedge 107 after adjustment is accomplished in order to control bent cap absolute altitude,
E. check and the fastening bracket system;
The Prestressed Slab Beams construction
A. put wooden crossbeam 113 and bed die 111 behind the analog bracket successively, calibration bent cap plan-position and end absolute altitude,
Before b uses the carriage construction first, rack system is carried out the precompressed test, adopt sand pocket Loading Method step by step, maximum load is 110% of template and a concrete load, and whether the security and stability and the deflection thereof that detect carriage through piling prepressing satisfy code requirement,
C. the bent cap reinforcing bar is made at the reinforcing bar canopy, and carries out template, reinforcement installation by the flow process of bed die 111 → beam rib steel muscle → metal bellows and steel strand, ground tackle location → side form 112 → wing plate reinforcing bar,
D. to only stub bent cap concrete according to building to the program of two ends and first beam rib, rear fender by the centre.Concrete puts in storage with tank car transportation, tower crane handling, the tamping of internal vibration rod,
E. generally dismounting in second day behind the worker of bent cap side form 112, striking time is as the criterion not injure the concrete corner angle, immediately the bent cap exposed parts is covered geotextiles watering wet curing after the form removal,
F. the bent cap concrete strength reach 85% and reach 5 days the length of time after, adopt the mode stretch-draw prestressing force steel bundle of single-ended stretch-draw, Stress Control is used in stretch-draw, the steel strand elongation is checked,
G. in time carry out hole path pressure grouting and sealing off and covering anchorage work behind the prestressed stretch-draw, accomplish the Prestressed Slab Beams construction;
Unload unconventional and uninhibited
After the bent cap construction is accomplished, unclamp the split bolt of carriage below counterpart wedge 107, unload unconventional and uninhibited;
Cover removed beam bottom board 111 and carriage
Dismantle bent cap bed die 111 and crossbeam 113 successively, then unclamp box pallet to pull bar 104, the dismounting carriage is removed supporting rod iron 105 and shutoff preformed hole at last.
Box pallet carries out mechanical calculation according to the following steps:
1. bent cap working load Distribution calculation
Draft by least favorable load combination, bent cap steel bar concrete load, template system load, personnel and equipment load and wind load stack are calculated, multiply by 1.05 the concrete cast overload coefficient and 1.20 the concrete cast coefficient of impact when wherein bent cap steel bar concrete load calculates.
All loads all distribute by the bent cap total length to be made line load (representing with q) and divides equally stressed by the bracket piece of bridge pier both sides.
2. longeron 101 force analysis on the carriage
1) the utilization three moments euqation is found the solution the moment of flexure of longeron at the bearing section.
2) each end reaction of utilization internal force equation solution supporting longeron.
3) make bending moment diagram, obtain the maximal bending moment that beam is born, calculate maximum stress in bend, determine whether to satisfy the allowable bending stress requirement of longeron.
4) make shear force diagram, obtain the maximum shear that beam is born, calculate maximum shear stress, determine whether to satisfy the allowable shearing stress requirement of longeron.
5) maximum defluxion that longeron is produced under the bent cap working load in the calculating confirms whether longeron satisfies rigidity requirement.
3. carriage diagonal brace 103 and diagonal brace are connected the force analysis of hinge 108 with last longeron 101
Choose single channel-section steel as carriage diagonal brace 103, the Q235 round steel cuts with scissors 108 as diagonal brace and being connected of last longeron 101, and diagonal brace is confirmed according to stressed needs with the model specification that is connected hinge.
1) calculates axial compression and the compressive stress that the carriage diagonal brace is born, determine whether to satisfy the allowable compressive stress and the strut stability requirement of diagonal brace.
2) connect the hinge force analysis, calculate its shear stress with connection diagonal brace, the hole wall bearing pressure of going up longeron whether meet the demands.
3) the suffered axial tension stress of longeron in the calculating confirms whether it satisfies the allowable tensile stress requirement of longeron.
4. longeron 102 and diagonal brace 103 are connected hinge 108 force analysis under the carriage with following longeron 102
Choose single i iron as longeron under the carriage 102, the Q235 round steel cuts with scissors 108 as diagonal brace 103 and being connected of following longeron 102, and following longeron is confirmed according to stressed needs with the model specification that is connected hinge.
1) make force analysis to connecting hinge, calculate its shear stress with connection diagonal brace, time longeron the hole wall bearing pressure whether meet the demands.
2) find the solution down the suffered internal force of longeron by simply supported beam, make bending moment diagram and shear force diagram, calculate the permissible stress requirement whether its flexural stress and shear stress satisfy longeron.
3) maximum defluxion that longeron is produced under the bent cap working load under the calculating confirms whether longeron satisfies rigidity requirement.
5. carriage bearing force analysis
Adopt Q235 round steel (model specification is confirmed according to stressed needs) as rod iron 105 frame support brackets, get maximum end reaction and calculate the rod iron shear strength, confirm whether it satisfies the allowable shearing stress requirement.
6. carriage is selected with shaped steel and the calculating of lifting weight
After accomplishing the force analysis of rack system; Confirm to be applicable to that longeron 101 adopts the long 40b i iron of 12m on the carriage of this bent cap; Diagonal brace 103 adopts the long 25a channel-section steel of 4.75m; Following longeron 102 adopts the long 25a i iron of 4.0m, and each node of carriage all adopts φ 100mm round steel (grade of steel: Q235) make hinge knot 108.
For improving the anti-extrusion ability of carriage, all weld the thick hot rolling general steel plate of 8mm at i iron two side channel internal orifices, channel-section steel groove internal orifice at each pin joint 108 place's shaped steel.Steel plate is the centre of form with the hinge heart, long 35cm, and wide 20cm (being applicable to 25 type shaped steel) or 30cm (being applicable to 40 type shaped steel) connect with the shaped steel full weld along its periphery.
Calculate the lifting weight of carriage, select needed hanging device.
For example the bent cap frame support bracket is carried out mechanical calculation below
One, design considerations " road and bridge construction reckoner ", " highway bridge and culvert construction technique normalizing " JTJ041-2000, " Code for design of steel structures " GB50017-2003; The design controlling value of various materials adopts " Code for design of steel structures "; Q235 steel axial stress is 215MPa; Flexural stress 215MPa, shear stress 125MPa, hole wall bearing pressure are 325MPa.
Bent cap is a single-columned pier steel bar concrete Prestressed Slab Beams, and its physical dimension is identical, is long 11.60m, wide 3.0m, bent cap maximum height 3.0m, structure concrete 57.40m
3, construction weight is 143.5t.
Shown in Fig. 1-1, Fig. 1-2,, in the design, adopt spelling box pallet structure to support as template because of the bent cap cantilever is grown (one-sided arm length 4.05m).
Two, bent cap load distribution situation
The bent cap load is drafted by the combination of least favorable load, and following load is the line load that the monolithic carriage is born.
1, steel bar concrete load
The steel bar concrete load is considered the concrete cast overload coefficient (1.05) and the concrete cast coefficient of impact (1.20).
1) load (Fig. 2-1 load distribution map b) that applied of uniform section height concrete:
Beam-ends sectional area: S
1=3.0*0.3+ (3.0+1.6) * 0.70/2+1.6*0.6=3.47 m
2
q1=3.47*2.5*9800*1.05*1.20/2=53559.45?N/m
Consider that pier stud top Cast-in-place concrete bent cap load is born by pier stud, so be distributed in the semi girder part by the bent cap concrete load that carriage bore, makes b among load distribution map such as Fig. 2-1.
2) load (Fig. 2-1 load distribution map c) that applied of variable cross-section height concrete:
I-I sectional area: S among Fig. 1-1
2=3.0*0.3+ (3.0+1.6) * 0.7/2+1.6*2.0=5.71 m
2
q2=(5.71-3.47)*2.5*9800*1.05*1.20/2=34574.4?N/m
Make c among load distribution map such as Fig. 2-1, can be known by figure, load is pressed triangle and is distributed, and can be reduced to evenly distributed load (this moment, load was more unfavorable than reality) like c ' among Fig. 2-1.
Then have: q2 '=34574.4/2=17287.2 N/m
2, template system load (Fig. 2-1 load distribution map d)
The heavy 9t of press cover beam bottom board, the heavy 16t of side form calculates.
1) bed die load
The bed die load is distributed in semi girder part: q3=(9/2) * 9800/ (4.05+0.10)/2=5313.25 N/m
2) side form load
The side form load is distributed in the support stringer total length, is reduced to by beam length and is uniformly distributed with (this moment, load was more unfavorable than reality):
q4=16*9800/11.80/2=6644.07?N/m
Bed die and side form load combination back are mapped like d among Fig. 2-1.
3, personnel, equipment and wind load (Fig. 2-1 load distribution map e)
Personnel, equipment load: q5=2500*3.0/2=3750 N/m
Wind load (pressing fresh gale power):
Q6=267.8*[(3.7*3.0)+2*(3.95+0.10)*(3.0+1.6)/2]/11.80/2
=267.8*29.73/11.80/2=337.36N/m
Mapping is like Fig. 2-1 load distribution map e.
Superpose behind the above 1-3 item load, make a among bent cap load distribution map such as Fig. 2-1.
Three, longeron 101 force analysis on the carriage
Adopt 40b i iron steel as longeron on the box pallet 101.
1, finds the solution each moment at the support
Utilization continuous beam three moments euqation is found the solution, and bearing is numbered shown in (c) among Fig. 3-1.L
1=L
3=2.85m，L
2=3.10m。Basic statically determinate system gets each span and is all simply supported beam, these simply supported beams under external load function bending moment diagram shown in Fig. 3-1 (c).Moment of flexure when trying to achieve each section simply supported beam thus:
L
1, L
3Section: M
1max=M
3max=1/8* (qL
2)=1/8* (86891.33*2.85
2)=88221.85 Nm
L
2Section: M
2max=1/8* (qL
2)=1/8* (10731.43*3.10
2)=12891.13 Nm
And can solve the bending moment diagram area:
ω
1=ω
3=?(2/3)*88221.85*2.85=167621.515?N·m
2
ω
2=(2/3)*12891.13*3.10=26641.669?N·m
2
The position of form center of above bending moment diagram area:
a
1=2.85/2=1.425?m
a
2=b
2=3.10/2=1.55?m
b
3=2.85/2=1.425?m
Beam has sponson at left end, and the moment of flexure of beam section is on the bearing 0:
M
0=-(1/2)*q*L
2=-(1/2)*?86891.33*1.50
2=-97752.75?N·m
By the three moments euqation fundamental formular:
To span L
1And span L
2Write out three moments euqation.At this moment n=1, M
N-1=M
0=-97752.75N * m, M
n=M
1, M
N+1=M
2, L
n=L
1=2.85m, L
N+1=L
2=3.10m, a
n=a
1=1.425m, b
N+1=b
2=1.55m.The substitution three moments euqation:
-97752.75*2.85+2*(2.85+3.1)*M
1+3.1*M
2=-(6*167621.515*1.425/2.85+6*26641.669*1.55/3.10)
Dissolve: 11.9M
1+ 3.1M
2=-304194.2145 (1)
Beam has sponson at right-hand member, and the moment of flexure of beam section is on the bearing 3:
M
3=-(1/2)*q*L
2=-(1/2)*?86891.33*1.50
2=-97752.75?N·m
Again to span L
2And span L
3Write out three moments euqation.At this moment n=2, M
N-1=M
1, M
n=M
2, M
N+1=M
3=0, L
n=L
2=3.10m, L
N+1=L
3=2.85m, a
n=a
2=1.55m, b
N+1=b
3=1.425m.The substitution three moments euqation:
3.10*M
1+2*(3.10+2.85)*M
2+2.85*(-97752.75)=-(6*26641.669*1.55/3.1+6*167621.515*1.425/2.85)
Dissolve: 3.10M
1+ 11.9M
2=-304194.2145 (2)
Then: M
1=(304194.2145-11.9M
2)/3.10 (2-1)
With formula (2-1) substitution formula (1), can get:
11.9*(-304194.2145-11.9M
2)/3.10+3.10M
2=-304194.2145
3.10M
2-11.9*11.9M
2/3.10=-304194.2145+11.9*304194.2145/3.10
-42.5806M
2=863519.0605
M
2=863519.0605/42.5806
Solve: M
2=-20279.64 Nm
M
1=(-304194.2145-11.9M
2)/3.10=[-304194.2145-11.9*(-20279.64)]/3.10
=-20279.64?N·m
2, find the solution each end reaction
(1) finds the solution R
C', R
B, R
D', R
E
Like Fig. 3-1 b), it is stressed to get AC section beam calculating bearing, and known bearing C goes up the beam section effect has moment M
1=-20279.64 Nm are by Σ M
B=0, it is following to set up formula:
86891.33*2.85
2/2-86891.33*1.5
2/2-?M
1-2.85*R
C’=0
Solve: R
C'=275414.3077/2.85=96636.6 N
By Σ M
B=0, it is following to set up formula:
2.85?R
B=86891.33*4.35
2/2+M
1
Solve: R
B=801820.956/2.85=281340.69 N
By Σ Y=86891.33*4.35-(R
B+ R
C')=0, checking is calculated errorless.
Because of DF section beam with the structural shape of AC section and stressed all identical, can get thus:
R
D’=?R
C’=96636.6?N，R
E=R
B=281340.69?N
(2) find the solution R
C" and R
D"
It is stressed to get CD section beam calculating bearing, and known bearing C goes up the beam section effect has moment M
1=-20279.64 Nm are by Σ M
C=0, it is following to set up formula:
3.10*R
D”=10731.43*3.10
2/2+?M
1-?M
2
Solve: R
D"=16633.72 N
By Σ M
D=0, it is following to set up formula:
3.10*R
C”=10731.43*3.10
2/2+?M
2-?M
1
Solve: R
C"=16633.72 N
By Σ Y=2*86891.33*4.35+10731.43*3.10-(R
B+ R
c'+R
C"+R
D'+R
D"+R
E)=0 can know that calculating is errorless.
So R
C=R
C'+R
C"=96636.6+16633.72=113270.32 N
R
D=?R
D’+?R
D”?=96636.6+16633.72=113270.32?N
(3) make bending moment diagram
Known each bearing is stressed, makes longeron bending moment diagram such as Fig. 3-1 d),
Wherein:
M
Among the BC=(2.85/2) * R
B-86891.33* (1.5+2.85/2)
2/ 2
=(2.85/2)*281340.69-86891.33*(1.5+2.85/2)
2/2
=29205.67?N·m
M
Among the DE=M
Among the BC=29205.67 Nm
M
Among the CD=(2.85+1.55) * R
B+ 1.55*R
C-86891.33*4.35* (4.35/2+1.55)-10731.43*1.55
2/ 2
=(2.85+1.55)*281340.69+1.55*113270.32-86891.33*4.35*(4.35/2+1.55)?-10731.43*1.55
2/2
=-7388.49?N·m
M
C=?M
D=M
1=M
2=-20279.64?N·m
Can know that by bending moment diagram maximal bending moment occurs in longeron B, E cross section, that is: M
Max=97752.75 Nm
Last longeron adopts single 40b i iron, its cross section resistance moment W
x=1139.0cm
3
Maximum deflection normal stress: σ=M then
Max/ W=97752.75 Nm/ (1139.0*10
-6) m
3
=85.82N/mm
2＜[σ
s]=215MPa meets requirement of strength.
(4) make shear force diagram
Can know that by shear force diagram maximum shear occurs in the B of longeron
RightAnd E
A left sideThe cross section, that is:
Q
Max=151003.69 N, 40b i iron steel sectional area A=94.07cm
2, the maximum shear stress that longeron bears in the calculating:
τ
Max=151003.69N/ (94.07 * 10
2Mm
2)=16.05 MPa＜[τ
s]=125MPa meets requirement of strength;
(5) calculate amount of deflection
Can know that by bending moment diagram maximum defluxion should be created in the cantilever end of longeron, promptly occur in A, F point.
Calculate for simplifying,, only get AC section longeron and carry out Deflection Analysis (Fig. 3-2), 40b i iron moment of inertia I=22781cm because of CD section longeron is very little to the influence of A point amount of deflection
4
By formula f
A=qaL
3(4a
2/ L
2+ 3a
3/ L
3-1)/[24EI] can get:
f
A=86891.33*1.5*2.85
3*(4*1.5
2/2.85
2+3*1.5
3/2.85
3-1)/[24*2.1*10
11*22781*10
-8]
=1.43*10<sup TranNum="483">-3</sup>m=1.43mm<[f<sub TranNum="484">s</sub>]=a/400=1500/400=3.75mm
In the following formula, a=1.5m, L=2.85m, through checking computations, last longeron 101 rigidity meet the demands.
Four, carriage force analysis
1, B hinge 108 and BH bar 103, E hinge 108 and EI bar 103 force analysis
Because of BH bar 103 is a symmetrical structure with EI bar 103, its stressing conditions is also identical, so only need make the stressing conditions analysis of B hinge and BH bar, the stressing conditions of E hinge and EI bar can in like manner draw.
(1) BH bar 103 force analysis
Intercepting BH bar is made force diagram such as Fig. 4-2.
Among the figure, Y
B=R
B=281340.69 N
With the B hinge is node, then has:
F
BH=?Y
B/sinα
=281340.69/sin45°28′53″
=394574.64?N
X
B=?Y
B/tanα
=281340.69/tan?45°28′53″
=276652.42?N
In the following formula, α=tan
-1(3.0/2.95)=45 ° 28 ' 53 ".
Plan selects for use single 25a channel-section steel as the BH rod member, calculates its intensity and rigidity.
By rod member axial compression F
BH=394574.64 N, the 25a channel cross-section amasss A=3491mm
2Can get:
σ=N/A=394574.64/3491=113.03 MPa<[σ<sub TranNum=" 512 ">s</sub>]=215 MPa, rod member intensity meets the demands.
By 25a channel-section steel radius of gyration i
x=98.1mm:
Rod member slenderness ratio: λ=L/i
x=4207/98.1=42.88
In the following formula: < img TranNum=" 518 " file=" 592449DEST_PATH_IMAGE002.GIF " he=" 22 " img-content=" drawing " img-format=" jpg " inline=" no " orientation=" portrait " wi=" 128 "/>=4.207m=4207mm
Look into " Code for design of steel structures " (GB50017-2003), get φ=0.882
Then have: σ=< [f]=215 MPa, rod member stability meets the demands N/ φ A=394574.64/ (0.882*3491)=128.15 MPa.
(2) B cuts with scissors 108 force analysis
The B hinge adopts φ 100mm round steel (Q235 steel), and its shear stress is:
τ=394574.64/ (π r
2)=394574.64/ (π * 0.05
2)=50.24 MPa＜[τ
s]=125 MPa meets the demands.
(3) shaped steel rotating shaft place hole wall bearing pressure
1), 25a channel-section steel wall thickness δ=7mm, rotating shaft place aperture is φ 100mm, then the hole wall bearing pressure is:
σ=394574.64/ (d* δ)=394574.64/ (100*7)=563.68 MPa＜[σ s]=325 MPa can not meet the demands.
With the B hinge heart is the center,
Channel-section steel groove internal orifice adds weldering (full weld connects), and to paste the Q235 steel plate of long 35cm, wide 23.5cm, thick δ=8mm stressed jointly as the stiffener participation, and then channel-section steel hole wall bearing pressure is:
σ=394574.64/ (d* δ)=394574.64/ [100* (7+8)]=263.05MPa＜[σ s]=325 MPa meets the demands.
2), 40b i iron steel wall thickness δ=12.5mm, aperture 100mm, then its hole wall bearing pressure is:
σ=394574.64/ (d* δ)=394574.64/ [100* (12.5)]=315.66 MPa＜[σ s]=325 MPa meets the demands.
For improving 40b i iron steel hole wall bearing capacity, be the center with the B hinge, the Q235 steel plate that adds the long 35cm of weldering (connecing along peripheral full weld) subsides, wide 38.5cm, thick δ=8mm at shaped steel two side channel internal orifices is participated in stressed jointly as stiffener.
(4), go up longeron 101 axially loaded analyses
By Fig. 4-2, last longeron bears axial tension X
B=276652.42N, 40b i iron steel sectional area A=9407mm
2, then:
σ=N/A=276652.42/9407=29.41 MPa<[σ<sub TranNum=" 541 ">s</sub>]=215 MPa, rod member intensity meets the demands.
2, H hinge 108, I cut with scissors 108 force analysis
Make force analysis figure such as Fig. 4-3, carry out force analysis.
Can know that by diagram the load that the H hinge is born is promptly had by the transmission of BH rod member:
Y
H?=F
BH*?sinα
=394574.64*sin45°28′53″
=?281340.69?N
X
H?=F
BH*?cosα
=394574.64*cos45°28′53″
=276652.42?N
The H hinge adopts φ 100mm round steel (Q235 steel), and its shear stress is:
τ=394574.64/(πr
2)
=394574.64/(π*0.05
2)
=50.24 MPa＜[τ
s]=125 MPa meets the demands.
With the H hinge heart is the center, and the Q235 steel plate that adds the long 35cm of weldering (full weld connects) subsides, wide 23.5cm, thick δ=8mm at channel-section steel groove internal orifice is stressed jointly as the stiffener participation, and then channel-section steel hole wall bearing pressure is:
σ=394574.64/ (d* δ)=394574.64/ [100* (7+8)]=263.05MPa＜[σ s]=325 MPa meets the demands.
I hinge stressing conditions and H hinge symmetry, consistent.The hole wall bearing pressure of following longeron calculates at next joint.
Five, longeron 102 force analysis under the carriage
(1) finds the solution G, J end reaction and 102 power of GJ rod member
Make longeron force diagram such as Fig. 5-1 down, wherein:
Y
I?=Y
H=281340.69?N
X
I?=X
H=276652.42?N
If ∑ M
G=0, the formula of building is following:
(2*1.55)*R
J=(1.55+1.45)Y
I+(1.55-1.45)?Y
H
R
J=(3.0*281340.69+0.10*281340.69)/3.10
=281340.69?N
In like manner, establish ∑ M
J=0, can get R
G=281340.69 N
F
GJ=X
I=X
H=276652.42 N, the rod member axial compression.
(2) make bending moment diagram
Known each point is stressed, makes longeron bending moment diagram such as Fig. 5-1 (a) down, can be known by M figure, and maximal bending moment is created under the HI section on the longeron, is M
Max=28134.07 Nm.
Intend and adopt single 25a i iron conduct longeron down, its cross section resistance moment W
x=401.36cm
3, maximum deflection normal stress: σ=M is then arranged
Max/ W=28134.07 Nm/ (401.36*10
-6) m
3
=70.10 N/mm
2＜[σ
s]=215 MPa meets requirement of strength.
(3) make shear force diagram
Can know that by shear force diagram maximum shear occurs in down the GH section and the IJ section of longeron, that is:
Q
Max=281340.69 N, 25a i iron sectional area A=48.51cm
2, the maximum shear stress that longeron bears in the calculating:
τ
Max=281340.69N/ (48.51 * 10
2Mm
2)=58.0 MPa＜[τ
s]=125 MPa meets requirement of strength;
(4) Calculation of Deflection
f<sub TranNum=" 614 ">H</sub>=f<sub TranNum=" 615 ">I</sub>[(2*0.10+0.10) * 3.10 for=281340.69*0.10*<sup TranNum=" 616 ">2</sup>-4*0.10<sup TranNum=" 617 ">2</sup>* 3.10+2*0.10<sup TranNum=" 618 ">3</sup>-0.10<sup TranNum=" 619 ">2</sup>* 2.90-0.10<sup TranNum=" 620 ">3</sup>]/[6*2.1*10<sup TranNum=" 621 ">11</sup>* 5017*10<sup TranNum=" 622 ">-8</sup>* 3.10]=0.39mm<[f<sub TranNum=" 623 ">s</sub>]=3100/400=7.75mm, rigidity meets the demands.
(5) H cuts with scissors 108 force analysis
The H hinge adopts φ 100mm round steel (Q235 steel), and its shear stress is:
τ=394574.64/ (π r
2)=394574.64/ (π * 0.05
2)=50.24 MPa＜[τ
s]=125MPa meets the demands.
(6) the hole wall bearing pressure is located in 25a i iron rotating shaft (H, I):
25a i iron wall thickness δ=8mm; Aperture 80mm; With the B hinge heart is the center, and the Q235 steel plate that adds the long 35cm of weldering (connecing along peripheral full weld) subsides, wide 23.5cm, thick δ=8mm at shaped steel two side channel internal orifices is stressed jointly as the stiffener participation, and then shaped steel hole wall bearing pressure is:
σ=394574.64/ (d* δ)=394574.64/ [80* (8+2*8)]=205.51 MPa＜[σ s]=325 MPa meets the demands.
(7) GJ rod member 102 axial compressions and strut stability checking computations
Axial compression: F
GJ=276652.42 N, 25a i iron sectional area A=4851mm
2Can get:
σ=N/A=276652.42/4851=57.03 MPa<[σ<sub TranNum=" 638 ">s</sub>]=215 MPa, rod member intensity meets the demands.
By 25a i iron radius of gyration i
x=101.7mm:
Rod member slenderness ratio: λ=L/i
x=3100/101.7=30.48
Look into " Code for design of steel structures " (GB50017-2003), get φ=0.809
Then have: σ=< [f]=215 MPa, rod member stability meets the demands N/ φ A=276652.42/ (0.809*4851)=70.49 MPa.
Six, upper and lower bearing 105 Force Calculation of carriage
Can know that by " three, carriage on longeron force analysis " in this calculated description carriage is positioned at C, D point place end reaction is R
C=R
D=113720.32 N.
Can know that by " five, carriage under longeron force analysis " in this calculated description carriage is positioned at G, J point place end reaction is R
G=R
J=281340.69 N.
All adopt φ 80 round steel (Q235 steel) as bearing with upper bracket, get maximum end reaction calculating shear strength and get final product, be i.e. Qmax=R
G=R
J=281340.69 N.Its shear stress is:
τ=281340.69/ (π r
2)=281340.69/ (π * 0.04
2)=55.97 MPa＜[τ
s]=125 MPa meets the demands.
Seven, result of calculation
Can know that by the second～five calculating the stressed of carriage and bearing thereof meets the demands.Wherein:
For improving the anti-extrusion ability of shaped steel, all weld the thick hot rolling general steel plate of 8mm at i iron two side channel internal orifices, channel-section steel groove internal orifice.Steel plate is the centre of form to cut with scissors 108 hearts, long 35cm, and wide 20cm (being applicable to 25 type shaped steel) or 30cm (being applicable to 40 type shaped steel) connect with the shaped steel full weld along its periphery.
Carriage adopts 4 φ 80mm rod irons 105 (grade of steel: Q235) support.Calculate and the rigidity check through intensity, each rod member, each hinge, each bearing all can satisfy force request.
Eight, monolithic carriage lifting weight is calculated
12.0m long 40b i iron steel: 12.0m*73.845Kg/m=886.14 kg
4.00m long 25a i iron: 4.00 m *, 38.08 Kg/m=152.32 kg
4.50m long 25a channel-section steel: 4.50 m *, 27.404 Kg/m=123.32 kg
The 25 shaped steel steel plate (totally 6) of putting more energy into: 6* (0.35*0.235*0.008) * 7850=30.99 kg
The 40 shaped steel steel plate (totally 4) of putting more energy into: 6* (0.35*0.385*0.008) * 7850=50.77 kg
The long φ 100mm of 25cm steel hinge (totally 4): 4*0.25* (0.05
2π) * 7850=61.65 kg,
Monolithic carriage lifting theoretical weight: G=886.14+152.32+123.32+30.99+50.77+61.65=1305.19 kg.
Economic benefit
Scheme with steel pipe frame construction bent cap is compared, and adopts the method for box pallet construction bent cap can significantly practice thrift engineering cost, bracket piece machine-shaping on ground, and carriage is installed simple and fast, and structural safety is stable.
Box pallet is with steel pipe frame construction bent cap cost contrast table table 1
Visible by table 1, when construction one flap beam, the construction cost of steel pipe frame scheme is 14000 yuan, and adopts only 1300 yuan of the construction costs of box pallet scheme, less than 1/10th of steel pipe frame cost, and remarkable in economical benefits.
When the steel pipe frame scheme was adopted in the bent cap construction, built generally needed 5～7 days, only need compare a large amount of construction periods that shortened with the steel pipe frame scheme less than 2 hour time and box pallet is installed.
Social benefit
Must clear up and the brace reinforcing original ground during employing steel pipe frame scheme, big to the destruction and the pollution of original ground, box pallet then need not carry out the ground processing because of direct frame stands on the bridge pier column.Box pallet has reduced destruction and the pollution to ground by contrast, and efficiency of construction is higher than steel pipe frame, has good social benefit.
Technical benefits
Compare with the steel pipe frame scheme, simple in structure, the carriage peace of box pallet torn open conveniently, short construction period.Compare with the triangle bracket scheme, the resistance to capsizing of box pallet is strong, and the carriage location is convenient.Compare other two kinds of schemes, box pallet safety and stability, stress condition more is better, has good technical benefits.
Be applied to the box pallet of this worker method; When design adopt at present in the common bent cap construction of two-columned pier employed 40b i iron as box pallet on longeron carry out structure design and processing; When satisfying the structure service condition, gather materials on the spot, reduced material cost.Simultaneously, all with being articulated and connected, compare between each rod member of formation box pallet, avoided damage, and adopt the carriage of articulated form easy to loading and unloading rod member with being welded into rigidly connected method, stressed clear and definite, Stability Analysis of Structures, safety more becomes.
Energy-saving benefit
Compare with the steel pipe frame scheme, box pallet has the worker, material consumes and lacks, and reduces hold facility, has reduced electric power and fuel consumption, has the good energy-conservation benefit.
Claims (7)
1. the only stub spelling of bridge box-shaped rack system is characterized in that:
Bridge pier both sides below bent cap are equipped with the box pallet sheet; Said bracket piece includes the diagonal brace (103) of the last longeron (101) with section steel manufacture, following longeron (102) and symmetric arrangement; Wherein to straining whole supporting system of solid formation, to improve the resistance to overturning of carriage, this system passes through round steel bar (105) stable support on bridge pier to the bracket piece of bridge pier both sides through round steel pull bar (104); Improve the resistance to capsizing of supporting system in the bent cap work progress
Because the cantilever segment of bent cap is longer; Only can not bear the load that the bent cap construction is transmitted with last longeron (101); Therefore adopt diagonal brace (103) upwards to support the cantilever segment of going up longeron (101); Downwards stand on down longeron (102), wherein go up longeron (101), hinged with steel hinge (108) between longeron (102) and the diagonal brace (103) down, the connection through two diagonal braces (103) is with said upward longeron (101), integral body of following longeron (102) formation; Reduce the flexural stress that whole carriage born at the bent cap cantilever segment and the maximum defluxion of cantilever end with this, make carriage satisfy needed strength and stiffness in the bent cap construction.
2. the only stub spelling of a kind of bridge according to claim 1 box-shaped rack system is characterized in that,
The said longeron (101) of going up is supported on two rod irons (105) that the last ranking of crossing bridge pier column puts; Bear whole working load of bent cap as main support; Said down longeron (102) is supported on two rod irons (105) that the following ranking of crossing pier stud puts; When satisfying the homeostasis sexual demand, make the working load of bent cap pass to rod iron (105), pass to bridge pier column by rod iron (105) again and bear through carriage
Said rod iron (105) is to penetrate in advance horizontally embedded in the pvc pipe on the pier stud; Be with square bar cushion block (106) on the rod iron (105), the longeron (101,102) of triangle steel confrontation mouthful wedge (107) and box pallet is installed on square bar cushion block (106) top successively.
3. the only stub spelling of a kind of bridge according to claim 2 box-shaped rack system, it is characterized in that: said rod iron (105) diameter is φ 80mm.
4. the only stub spelling of a kind of bridge according to claim 2 box-shaped rack system, it is characterized in that: said square bar cushion block (106) is to be welded into the cuboid hollow structure with steel plate, the thick 10mm of its end face steel plate; Sidewall and the thick 5mm of bottom surface steel plate, cushion block is opened φ 90mm circular hole, and the hole holds out against pastes the top board bottom surface; After being inserted in rod iron (105); Cushion block itself is stable by deadweight, and rod iron (105) top closely contacts with cushion block top board bottom surface simultaneously, can bear load more equably.
5. the only stub spelling of a kind of bridge according to claim 4 box-shaped rack system is characterized in that: said square bar cushion block (106) is to use steel plate to be welded into the cuboid hollow structure that length is 300 * 150 * 250mm.
6. the only stub spelling of a kind of bridge according to claim 2 box-shaped rack system; It is characterized in that: a said triangle steel confrontation mouthful wedge (107) is to form wedge design with welded steel plate, and wedge end and inclined-plane steel plate have high 60mm bar hole, is used for wearing φ 22mm split bolt locking counterpart wedge; This structure maximum adjustable discrepancy in elevation is 109mm; Counterpart wedge (107) is falling to setting up and being equipped with of bent cap carriage, also is used to adjust the bent cap height simultaneously, and it is met design requirement.
7. the only stub spelling of a kind of bridge according to claim 6 box-shaped rack system is characterized in that: a said triangle steel confrontation mouthful wedge (107) is to use 10mm steel plate weldering system to form the wedge design that length is 250 * 150 * 150mm.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201120239241U CN202144582U (en) | 2011-07-08 | 2011-07-08 | Assembly type box-shaped bracket system for single column pier of bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201120239241U CN202144582U (en) | 2011-07-08 | 2011-07-08 | Assembly type box-shaped bracket system for single column pier of bridge |
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| CN201120239241U Withdrawn - After Issue CN202144582U (en) | 2011-07-08 | 2011-07-08 | Assembly type box-shaped bracket system for single column pier of bridge |
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| CN (1) | CN202144582U (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102286925A (en) * | 2011-07-08 | 2011-12-21 | 四川路航建设工程有限责任公司 | Bridge single column pier assembled box bracket system and mounting method thereof |
| CN103088756A (en) * | 2013-02-01 | 2013-05-08 | 葛洲坝集团第二工程有限公司 | Steel bar bearing constructing method of bent cap construction platform |
| CN103628416A (en) * | 2013-12-18 | 2014-03-12 | 中铁大桥局股份有限公司 | Stiffening girder counter-straining near-pier bracket of suspension bridge |
| CN106092474A (en) * | 2016-05-31 | 2016-11-09 | 中国航空工业集团公司西安飞机设计研究所 | A kind of wing hanging engine vibration-damping STS system test set |
| CN107100081A (en) * | 2017-06-15 | 2017-08-29 | 中铁十六局集团第三工程有限公司 | A kind of Sarasota crossbeam installs supporting construction |
| RU176337U1 (en) * | 2017-07-21 | 2018-01-17 | Загид Гаджиевич Хучбаров | FORMWORK CONCRETE FOR BRACKET OF INTERMEDIATE BRIDGE SUPPORT |
| CN110656588A (en) * | 2019-10-12 | 2020-01-07 | 孔令绅 | Portable supporting and protecting structure for elevated road and bridge and assembling method thereof |
| CN110700102A (en) * | 2019-10-12 | 2020-01-17 | 重庆建工建筑产业技术研究院有限公司 | Construction method of prestressed steel structure front-pull rear-lock cast-in-place platform |
-
2011
- 2011-07-08 CN CN201120239241U patent/CN202144582U/en not_active Withdrawn - After Issue
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102286925A (en) * | 2011-07-08 | 2011-12-21 | 四川路航建设工程有限责任公司 | Bridge single column pier assembled box bracket system and mounting method thereof |
| CN103088756A (en) * | 2013-02-01 | 2013-05-08 | 葛洲坝集团第二工程有限公司 | Steel bar bearing constructing method of bent cap construction platform |
| CN103628416A (en) * | 2013-12-18 | 2014-03-12 | 中铁大桥局股份有限公司 | Stiffening girder counter-straining near-pier bracket of suspension bridge |
| CN103628416B (en) * | 2013-12-18 | 2016-06-29 | 中铁大桥局集团有限公司 | Stiffening girder of suspension bridge is to pulling type pier side bracket |
| CN106092474A (en) * | 2016-05-31 | 2016-11-09 | 中国航空工业集团公司西安飞机设计研究所 | A kind of wing hanging engine vibration-damping STS system test set |
| CN107100081A (en) * | 2017-06-15 | 2017-08-29 | 中铁十六局集团第三工程有限公司 | A kind of Sarasota crossbeam installs supporting construction |
| RU176337U1 (en) * | 2017-07-21 | 2018-01-17 | Загид Гаджиевич Хучбаров | FORMWORK CONCRETE FOR BRACKET OF INTERMEDIATE BRIDGE SUPPORT |
| CN110656588A (en) * | 2019-10-12 | 2020-01-07 | 孔令绅 | Portable supporting and protecting structure for elevated road and bridge and assembling method thereof |
| CN110700102A (en) * | 2019-10-12 | 2020-01-17 | 重庆建工建筑产业技术研究院有限公司 | Construction method of prestressed steel structure front-pull rear-lock cast-in-place platform |
| CN110700102B (en) * | 2019-10-12 | 2024-01-09 | 重庆建工建筑产业技术研究院有限公司 | Construction method of pre-stress steel structure front-pull rear-lock cast-in-situ platform |
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