CN104213502B - Gardens Arch Bridge Ribs face stone syndeton and construction method thereof - Google Patents
Gardens Arch Bridge Ribs face stone syndeton and construction method thereof Download PDFInfo
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- CN104213502B CN104213502B CN201410442064.7A CN201410442064A CN104213502B CN 104213502 B CN104213502 B CN 104213502B CN 201410442064 A CN201410442064 A CN 201410442064A CN 104213502 B CN104213502 B CN 104213502B
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Abstract
The invention discloses a kind of gardens Arch Bridge Ribs face stone syndeton and construction method thereof, relate to gardens field of bridge construction, comprise steel concrete arch ring, built-loading, pedestrian load and face stone etc., and face stone is set to " ┌ " shape, the top inner horizontal being somebody's turn to do " ┌ " shape one horizontal bottom inner bottom surface and steel concrete arch ring is affixed and connects with the inner horizontal supporting force of bearing face stone, thus improves mechanical characteristic; Replace bar planting or standard type expansion bolt with closed type expansion bolt assembly again, it has the packing ring of band cruciform groove, can facilitate the space in arch ring concrete water mud infiltration close encapsulation type expansion bolt assembly and face stone; Simultaneously, also pass through mechanical analysis, the design formulas of face stone is proposed, change current employing experience estimate that the shortcoming that face stone connecting elements is stressed, the face stone syndeton after improvement and construction method thereof also have simple structure, easy construction, rest on a scientific basis, stressed safe and reliable, inlay the advantages such as quality is good.
Description
Technical field
The present invention relates to a kind of gardens field of bridge construction, refer in particular to gardens Arch Bridge Ribs face stone syndeton and construction method thereof.
Background technology
Modern civilization brings dull, uninteresting oppressive concrete jungle to building field, and people more yearn for the building with the Nature ground connection gas; Therefore, in the selection played and divert oneself in the suburbs, gardens belong to one of first-selected place to go." having garden all to have bridge, without bridge not Cheng Yuan ", is the element of a kind of uniqueness in traditional Chinese garden art.Wooden bridge, bamboo bridge, Teng Qiao and stone bridge are the broad form of gardens bridge, but need often maintenance with the bridge that these traditional materials build up, upgrade, poor durability, particularly stone arch bridge, due to City Ground Foundation low bearing capacity, are not suitable for building.In order to overcome this shortcoming, with the supporting part that reinforced concrete building is hidden, exposure part adopts building stones inlay or build, and also can reach effect true to nature.
The steel concrete arch ring of gardens stone arch bridge is the main upper structure of bridge, generally outside steel concrete arch ring, inlays the face stones such as granite, and the superstructure such as pier and railing also adopts building stones build or inlay face stone.At present, steel concrete arch ring is inlayed the conventional two kinds of methods of the class face stones such as granite: one is after steel concrete arch ring has been built, paste outward with epoxy resin daub and rivet anchoring again, this method mosaic technology is complicated, difficult quality guarantee, easily come off in bridge use procedure, repair time-consuming, affect again attractive in appearance, two is that face stone is built together with steel concrete arch ring, first hole at face stone medial surface, reinforcing bar is implanted with anchoring adhesive, again by the arch ring cage of reinforcement electric welding in reinforcing bar and concrete, finally build arch ring concrete, this have three defects by the method for anchoring adhesive implantation reinforcing bar in face stone: one, anchoring adhesive implants reinforced hole inner position difficulty, the reinforcing bar periphery colloid bonding being difficult to accomplish to implant is even, they are two years old, during electric welding, high temperature can cause the binding material intensity implanted between reinforcing bar and works to reduce, affect anchored force, they are three years old, diameter and the degree of depth of implanting reinforcing bar are estimated by experience, be theoretically unsound, often anchored force is too conservative and waste material or anchored force deficiency and affect face stone and inlay quality.Meanwhile, face stone now used is board-type, and stressed effect is not good enough, supporting force is poor.
Summary of the invention
Technical problem to be solved by this invention be to overcome prior art defect and provide a kind of simple structure, easy construction, stressed safe and reliable, inlay matter measured gardens Arch Bridge Ribs face stone syndeton and construction method thereof.
Technical problem of the present invention is achieved through the following technical solutions:
A kind of gardens Arch Bridge Ribs face stone syndeton, comprise as the built-loading on the steel concrete arch ring of gardens arch bridge top exposure part and steel concrete arch ring and pedestrian load, outside the top inner horizontal of described steel concrete arch ring transverse ends and end, vertical plane inlays polylith face stone respectively, the cross section of described every block face stone is all in " ┌ " shape, should the inner bottom surface of " ┌ " shape face stone top one horizontal stroke be affixed be connected in described steel concrete arch ring top inner horizontal on, the perpendicular medial surface of " ┌ " shape face stone one be affixed be connected in described steel concrete arch ring end outside on vertical plane, the medial surface that the medial surface of described " ┌ " shape face stone top one horizontal stroke and " ┌ " shape face stone one erect is respectively equipped with the fixing closed type expansion bolt assembly of many setting-ins, and the outer end of every root closed type expansion bolt assembly is all stretched into and is fixed in steel concrete arch ring.
Described steel concrete arch ring is made up of arch ring cage of reinforcement and arch ring concrete, and the outer end of described every root closed type expansion bolt assembly is all fixed do electric welding with arch ring cage of reinforcement, more integral by arch ring concreting.
Described every root closed type expansion bolt assembly is standard fastening connection piece except packing ring, comprise expansion sleeve, bolt, nut, packing ring and shell fragment, the expanding end of described bolt is supporting to be arranged in expansion sleeve, the end of thread of bolt stretches in steel concrete arch ring, and fixes do electric welding with arch ring cage of reinforcement.
The described horizontal medial surface in " ┌ " shape face stone top one and " ┌ " shape face stone one erect medial surface and are respectively equipped with multiple preformed hole, the equal corresponding setting-in of expansion sleeve of described every root closed type expansion bolt assembly is fixed in each preformed hole, the height that the degree of depth of this preformed hole is greater than expansion sleeve is 5 ~ 10mm, leaves space between the equal and hole wall of each preformed hole of the bolt of every root closed type expansion bolt assembly.
Described packing ring is annular steel thin slice, thick one times of the packing ring of its Thickness Ratio standard, and the end face be affixed with face stone space is provided with the groove in cross distribution, and the degree of depth of this groove is the half of gasket thickness, and each groove is all connected with described space.
Built-loading on described steel concrete arch ring and pedestrian load be respectively building weight on steel concrete arch ring and arch bridge build up after crowd activity's load.
The inner bottom surface of described " ┌ " shape face stone top one horizontal stroke has inner horizontal supporting force, this inner horizontal supporting force is affixed the counter-force on the steel concrete arch ring top inner horizontal that connects under built-loading on steel concrete arch ring and pedestrian load's effect, and the calculating of this inner horizontal supporting force need meet following formula:
Formula one,
，
Formula two,
Formula three,
Formula four can be obtained by formula two:
Formula four,
Formula five,
In formula,
---the inner horizontal supporting force of face stone (
);
---the average length of monolithic " ┌ " shape face stone top one horizontal stroke (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
);
---the transverse width of steel concrete arch ring (
);
---the quantity of every layer of closed type expansion bolt assembly in every block face stone;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---vertical force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
---horizontal force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
Above formula is to arrange 3 layers, every layer in face stone
root closed type expansion bolt assembly is example, as arranged in face stone
during layer, by above formula
.Meanwhile, in formula four, formula five,
A, when the vertical force in every block face stone suffered by every layer of closed type expansion bolt assembly
be greater than the surrender shear strength of bolt
time, namely
, or when the arch ring cage of reinforcement of steel concrete arch ring reaches surrender shear strength, closed type expansion bolt assembly is no longer stressed, namely
, the bolt of closed type expansion bolt assembly and the inner horizontal supporting force of face stone
maximum, for
Formula six,
Formula seven,
B, when the vertical force in every block face stone suffered by every layer of closed type expansion bolt assembly
just reach the surrender shear strength of bolt
time, namely
, or when arch ring cage of reinforcement has just reached surrender shear strength, namely
, the bolt of closed type expansion bolt assembly and the inner horizontal supporting force of face stone
minimum, for
Formula eight,
Formula nine,
。
Described closed type expansion bolt assembly is at pulling force
under effect, shear stress suffered on face stone and the calculating of positive tensile stress need meet following formula:
Formula ten,
Formula 11,
Formula 12,
In formula
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, shearing force suffered by face stone (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, positive tensile stress suffered by face stone (
);
According to the calculating of above-mentioned formula ten, formula 11, formula 12, then the shear stress suffered by face stone
with positive tensile stress
drawn by following formulae discovery respectively, namely
Formula 13,
Formula 14,
In formula,
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---closed type expansion bolt assembly embed effective length in face stone (
);
---closed type expansion bolt assembly embed end effective diameter in face stone (
);
---the effective diameter on the anchored force of the closed type expansion bolt assembly face stone surface after diffusion (
);
Further, the allowable tensile stress of face stone
and allowable shearing stress
,
for the allowable tensile stress of face stone,
for the allowable shearing stress of face stone, just not the anchored force of reason closed type expansion bolt assembly excessive and cause damage or directly damage face stone.
The cross section of described face stone is subject to the acting in conjunction of built-loading on the precompression of closed type expansion bolt assembly, the inner horizontal supporting force of face stone and steel concrete arch ring and pedestrian load, and its Strength co-mputation need meet following formula:
Formula 15,
Formula 16,
According to the calculating of above-mentioned formula 15, formula 16, then the cross section normal stress of face stone and shear stress are respectively:
Formula 17,
Formula 18,
In formula
---the moment of flexure of face stone cross section (
);
---the shearing of face stone cross section (
);
---the normal stress of face stone cross section (
);
---the shear stress of face stone cross section (
);
---the module of anti-bending section of face stone cross section (
);
---the sectional area of face stone cross section (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
), face stone upper width is slightly larger than lower width, and multiple face stone splices to form arch arch ring mutually;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---the maximum anchored force of closed type expansion bolt assembly (
);
---the quantity of every layer of closed type expansion bolt assembly in every block face stone;
---the height of " ┌ " shape face stone top one horizontal stroke;
From formula 17, formula 18, when
time minimum, namely
time, the normal stress of face stone cross section, shear stress can reach maximum, require the normal stress of face stone cross section
allow normal stress and shear stress
allowable shearing stress.
The construction method concrete operation step of described gardens Arch Bridge Ribs face stone is as follows:
Step one, mechanical calculation data mart modeling " ┌ " shape face stone according to face stone, and " ┌ " shape face stone and steel concrete arch ring should be affixed and connect position dabbing, with strengthen with steel concrete arch ring in conjunction with effect;
Step 2, utilize electric impact drill the horizontal medial surface in top one of " ┌ " shape face stone and a perpendicular medial surface will to get out respectively the preformed hole of multiple corresponding size, the expansion sleeve of the interior all setting-in fixing seal type expansion bolt assemblies of each preformed hole and bolt, can make expansion sleeve, nut, shell fragment, packing ring and face stone swelling integral by tightening nut;
Step 3, on the bow member set up in advance, the face stone fixing closed type expansion bolt assembly with many setting-ins to be placed in outside the top inner horizontal of steel concrete arch ring transverse ends and end in vertical plane position, and need according to construction the appropriate length reserving bolt, then bolt outer end and this arch ring cage of reinforcement are fixed as electric welding;
Step 4, build arch ring concrete, and add hard oscillation in the junction of closed type expansion bolt assembly and arch ring cage of reinforcement, to make the concrete cement paste of arch ring infiltrate the space closed in face stone preformed hole, thus make face stone and reinforced concrete arch cast integral jointly stressed.
Compared with prior art, the face stone be embedded on steel concrete arch ring is mainly designed to " ┌ " shape by the present invention, this inner bottom surface of horizontal bottom, " ┌ " shape top one and the top inner horizontal of steel concrete arch ring are affixed and connect with the inner horizontal supporting force of bearing face stone, thus improve the mechanical characteristic of face stone; Bar planting or standard type expansion bolt is replaced again with closed type expansion bolt assembly, sealing type expansion bolt assembly has the packing ring of a band cruciform groove, and default preformed hole internal pore is connected on all perpendicular with " ┌ " shape face stone one with the medial surface of " ┌ " the shape face stone top one horizontal stroke medial surface of groove, thus the concrete cement paste of arch ring can be infiltrated and space in close encapsulation type expansion bolt assembly and face stone, play protection closed type expansion bolt assembly to enter from extraneous steam, extend the application life of closed type expansion bolt assembly; Simultaneously, also pass through mechanical analysis, the design formulas of a set of face stone is proposed, change general employing experience at present and estimate the shortcoming that face stone connecting elements is stressed, accomplish too not guard and to waste material or anchored force not enough and affect the quality of inlaying of face stone, thus face stone syndeton after improving and construction method thereof there is simple structure, easy construction, rest on a scientific basis, stressed safe and reliable, inlay the advantages such as quality is good.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention.
Fig. 2 is B-B sectional view of Fig. 1.
Fig. 3 is the sectional structure schematic diagram of steel concrete arch ring.
Fig. 4 is the cross-sectional structure schematic diagram (being provided with closed type expansion bolt assembly) of face stone.
Fig. 5 is the structural representation of closed type expansion bolt assembly.
Fig. 6 is the structural representation of packing ring.
Fig. 7 is face stone
elasticity supporting reaction affects line chart.
Fig. 8 is face stone Force Calculation schematic diagram.
Fig. 9 is the right view of Fig. 8.
Figure 10 is face stone A-A cross section Force Calculation schematic diagram.
Figure 11 is the right view of Figure 10.
Figure 12 is the Force Calculation schematic diagram of closed type expansion bolt assembly anchoring place on face stone.
Figure 13 is the Force Calculation schematic diagram of face stone and steel concrete arch ring.
Figure 14 is the structural representation of embodiment 1.
Figure 15 is the right view of Figure 14.
Figure 16 is the structural representation of embodiment 2.
Figure 17 is the right view of Figure 16.
Detailed description of the invention
To elaborate again to the embodiment of the present invention by above-mentioned accompanying drawing below.
As shown in Fig. 1 ~ Figure 17,1. vertical plane, 14. top inner horizontals, 2. face stone, 21. preformed holes, 22. medial surfaces, 23. inner bottom surfaces, 24. spaces, 3. closed type expansion bolt assembly, 31. expansion sleeves, 32. packing rings, 321. grooves, 33. shell fragments, 34. nuts, 35. bolts, 4. built-loading, 5. pedestrian load outside steel concrete arch ring, 11. arch ring cage of reinforcement, 12. arch ring concrete, 13. ends.
Gardens Arch Bridge Ribs face stone syndeton and construction method thereof, as shown in Figure 1 and Figure 2, relate to a kind of gardens field of bridge construction, its essential structure mainly comprises built-loading 4 on steel concrete arch ring 1 and steel concrete arch ring and pedestrian load 5, this built-loading 4 and pedestrian load 5 be respectively building weight on steel concrete arch ring 1 and arch bridge build up after crowd activity's load.
Described steel concrete arch ring 1 is the primary structure on arch bridge top, it is as the exposure part on arch bridge top, gardens, arch ring cage of reinforcement 11 is as shown in Figure 3 formed with the arch ring concrete 12 of building one, in steel concrete arch ring 1 horizontal expansion and the two ends of exposing are respectively equipped with vertical plane 13 outside top inner horizontal 14 and end, and the face stone 2 outside top inner horizontal 14 and end, vertical plane 13 will inlayed polylith respectively and makes with granite stone material, mutually disconnect discontinuous between adjacent two blocks of face stones, gap between block and block fills epoxy resin daub, whole arch bridge and surrounding enviroment can be played to coordinate and attractive in appearance by inlaying of face stone 2.
Described every block face stone 2 be all according to the Mechanical Data of arch bridge be processed into as shown in Figure 4 cross section in " ┌ " shape, be somebody's turn to do the height of " ┌ " shape face stone, namely the h as shown in Fig. 9, Figure 11, the horizontal height in top one of " ┌ " shape face stone, the h namely as shown in Fig. 9, Figure 11
1; The inner bottom surface 23 of described " ┌ " shape face stone top one horizontal stroke is affixed and is connected on the top inner horizontal 14 of steel concrete arch ring 1, the perpendicular medial surface 22 of " ┌ " shape face stone one be affixed be connected in steel concrete arch ring 1 end outside on vertical plane 13, " ┌ " shape face stone 2 be affixed connect touch surperficial dabbing, with strengthen with steel concrete arch ring 1 in conjunction with effect; Simultaneously, the medial surface 22 of face stone 2 also needs default multi-layer sealed type expansion bolt assembly 3, every layer many closed type expansion bolt assemblies 3, the outer end of every root closed type expansion bolt assembly 3 is all fixed do electric welding with arch ring cage of reinforcement 11, then is built integral with the steel concrete arch ring 1 jointly forming arch bridge by arch ring concrete 12.
For the purpose of being easy to diagram and illustrate, the medial surface 22 that the present embodiment is reduced to face stone 2 presetting three-layer sealed type expansion bolt assembly 3, establishes three closed type expansion bolt assemblies 3 for every layer.
The inner bottom surface 23 of described " ┌ " shape face stone 2 top one horizontal stroke has inner horizontal supporting force, this inner horizontal supporting force is affixed the counter-force on the steel concrete arch ring 1 top inner horizontal 14 that connects under built-loading 4 on steel concrete arch ring 1 and pedestrian load 5 act on, it can improve the mechanical characteristic of face stone 2, namely the bracket of face stone is equivalent to, be bearing on the top inner horizontal 14 of steel concrete arch ring 1, the difficult drop-off when face stone 2 is stressed, increases firmness.
As shown in Fig. 1, Fig. 5 ~ Fig. 9, the inner horizontal supporting force computational process of face stone 2 is as follows:
The first, first calculate face stone 2 and steel concrete arch ring 1 Load Transverse Distribution, if Fig. 7 is face stone
elasticity supporting reaction affects line chart, wherein q
2for evenly distributed load, i.e. pedestrian load.
Face stone 2 and steel concrete arch ring 1 Load Transverse Distribution simplified mathematical model are:
, become block face stone 2 to be embedded in outside the two ends of steel concrete arch ring 1 transverse direction, mutually disconnect discontinuous between block and block, during steel concrete arch ring 1 overall longitudinal stress, disregard the stressed of face stone 2.
, closed type expansion bolt assembly 3 on every block face stone 2 is connected with arch ring cage of reinforcement 11 electric welding of steel concrete arch ring 1, when the horizontal local pressure of steel concrete arch ring 1 calculates, using the thickness of the transverse width of steel concrete arch ring 1, every block face stone 2 and height as the length of elastically supported beam, width and height, be hinged between face stone 2 and steel concrete arch ring 1.
, utilize lever principle method calculate Load Transverse Distribution
(1) built-loading: account for steel concrete arch ring 1 width ratio according to face stone 2 and share out equally.
(2) carload Transverse Distribution: the thickness of face stone 2 is generally less than 50
, the most narrow spacing face stone outward flange 50 of doughnut
cloth carries, and the carload Transverse Distribution that lever principle method calculates is 0.
(3) pedestrian load's standard value and Transverse Distribution
Aperture is less than 50
, pedestrian load 3.0
; Bridge calculates and is equal to or greater than 150 across footpath
time, pedestrian load's standard value is 2.5
; Bridge calculates and is being greater than 50 across footpath
be less than 150
time can obtain pedestrian load's standard value by linear interpolation; The continuous structure do not waited across footpath adopts max calculation across pedestrian load's standard value in footpath; The highway bridge pedestrian load standard value of pedestrian City Regions, suburb, cities and towns is above-mentioned standard value 1.15 times; Special People's Bank of China bridge pedestrian load standard value is 3.5
.
Pedestrian load's Transverse Distribution:
.
The second, calculate the inner horizontal supporting force of face stone 2:
As shown in Figure 8, Figure 9, every block face stone 2 is under built-loading 4 and pedestrian load 5 act on, and the three-layer sealed type expansion bolt assembly 3 arranged in every block face stone 2 and the level of arch ring cage of reinforcement 11 junction draw (pressure) power, vertical force is respectively
, the inner horizontal supporting force of face stone 2 is
, the calculating of this inner horizontal supporting force need meet following formula:
Formula one,
Formula two,
Formula three,
Formula four can be obtained by formula two:
Formula four,
Formula five,
In formula,
---the inner horizontal supporting force of face stone (
);
---the average length of monolithic " ┌ " shape face stone top one horizontal stroke (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
), face stone upper width is greater than lower width;
---the transverse width of steel concrete arch ring (
);
---the quantity of every layer of closed type expansion bolt assembly in every block face stone;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone, namely external load (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---vertical force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
---horizontal force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
Above formula is to arrange 3 layers, every layer in face stone
root closed type expansion bolt assembly is example, as arranged in face stone
during layer, by above formula
.Meanwhile, in formula four, formula five,
A, when the vertical force in every block face stone 2 suffered by every layer of closed type expansion bolt assembly 3
be greater than the surrender shear strength of bolt
time, namely
, or when the arch ring cage of reinforcement 11 of steel concrete arch ring 1 reaches surrender shear strength, closed type expansion bolt assembly 3 is no longer stressed, namely
, the bolt 35 of closed type expansion bolt assembly 3 and the inner horizontal supporting force of face stone 2
maximum, for
Formula six,
Formula seven,
B, when the vertical force in every block face stone 2 suffered by every layer of closed type expansion bolt assembly 3
just reach the surrender shear strength of bolt 35
time, namely
, or when arch ring cage of reinforcement 11 has just reached surrender shear strength, namely
, the bolt 35 of closed type expansion bolt assembly 3 and the inner horizontal supporting force of face stone 2
minimum, for
Formula eight,
Formula nine,
。
The arrange structure of described three-layer sealed type expansion bolt assembly 3 on face stone 2 medial surface 22 is: the medial surface 22 of " ┌ " shape face stone 2 top one horizontal stroke arranges one deck closed type expansion bolt assembly 3, the medial surface 22 that " ┌ " shape face stone 2 one is perpendicular arranges two-layer closed type expansion bolt assembly 3, and every layer is and is horizontally disposed with three closed type expansion bolt assemblies 3; Therefore, also need on the medial surface 22 of " ┌ " shape face stone 2 respectively corresponding every root closed type expansion bolt assembly 3 carry out position that setting-in fixes gets out corresponding size preformed hole 21 with electric impact drill.
Described every root closed type expansion bolt assembly 3 is steel fastener, and it comprises expansion sleeve 31, bolt 35, nut 34, packing ring 32 and shell fragment 33; Wherein, expansion sleeve 31, bolt 35, nut 34 and shell fragment 33 are the expansion bolt parts of standard, and namely the expanding end of bolt 35 is supporting is arranged in expansion sleeve 31, and the end of thread of bolt 35 exposes and attaching nut 34 and shell fragment 33; The described expansion sleeve 31 with bolt expanding end is inlaid in the preformed hole 21 of " ┌ " shape face stone 2, and the length that the degree of depth of this preformed hole need be greater than expansion sleeve 31 is 5 ~ 10mm, therefore will form space 24 between the hole wall of bolt 35 and preformed hole 21.
Described packing ring 32 sets up part for special in closed type expansion bolt assembly 3, it adopts annular steel thin slice, thick one times of the packing ring of Thickness Ratio standard, the end face be affixed with face stone 2 space 24 has the cross groove 321 intersected, groove is arc-shaped slot, the degree of depth of groove 321 is the half of packing ring 32 thickness, each groove 321 is all connected with the space 24 in preformed hole 21, therefore the cement paste infiltration of arch ring concrete 12 can be made and the space 24 between blind bolt 35 and preformed hole 21, play protection closed type expansion bolt assembly 3 to enter from extraneous steam, extend the application life of closed type expansion bolt assembly 3.
Described bolt 35 end of thread need stretch in steel concrete arch ring 1, the appropriate length that bolt 35 is reserved outside need be chosen according to construction needs, and the arch ring cage of reinforcement 11 of bolt 35 outer end and steel concrete arch ring 1 is fixed as electric welding, what then realize face stone 2 and bold concrete arch ring 1 by arch ring concrete 12 builds one.
Described closed type expansion bolt assembly 3 is at pulling force
, namely under maximum anchored force effect, shear stress suffered on face stone 2 and the calculating of positive tensile stress need meet following formula as shown in figure 12:
Formula ten,
Formula 11,
Formula 12,
In formula
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, shearing force suffered by face stone (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, positive tensile stress suffered by face stone (
);
According to the calculating of above-mentioned formula ten, formula 11, formula 12, then the shear stress suffered by face stone
with positive tensile stress
drawn by following formulae discovery respectively, namely
Formula 13,
Formula 14,
In formula,
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---closed type expansion bolt assembly embed effective length in face stone (
);
---closed type expansion bolt assembly embed end effective diameter in face stone (
);
---the effective diameter on the anchored force of the closed type expansion bolt assembly face stone surface after diffusion (
);
Further, the allowable tensile stress of face stone
and allowable shearing stress
,
for the allowable tensile stress of face stone,
for the allowable shearing stress of face stone, just not the anchored force of reason closed type expansion bolt assembly excessive and cause damage or directly damage face stone.
Described face stone intensity, with the cross section of face stone, namely the cross section of A-A shown in Figure 10 ~ Figure 13 is stressed least favorable cross section, this A-A cross section is subject to the acting in conjunction of built-loading 4 on the precompression of closed type expansion bolt assembly 3, the inner horizontal supporting force of face stone 2 and steel concrete arch ring 1 and pedestrian load 5, and its Strength co-mputation need meet following formula:
Formula 15,
Formula 16,
According to the calculating of above-mentioned formula 15, formula 16, then A-A cross section normal stress of face stone 2 and shear stress are respectively:
Formula 17,
Formula 18,
In formula
---the moment of flexure of face stone cross section (
);
---the shearing of face stone cross section (
);
---the normal stress of face stone cross section (
);
---the shear stress of face stone cross section (
);
---the module of anti-bending section of face stone cross section (
);
---the sectional area of face stone cross section (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
), face stone upper width is slightly larger than lower width, and multiple face stone splices to form arch arch ring mutually;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---the quantity of every layer of closed type expansion bolt assembly in every block face stone;
---the height of " ┌ " shape face stone top one horizontal stroke;
From formula 17, formula 18, when
time minimum, namely
time, the normal stress in face stone A-A cross section, shear stress can reach maximum, require the normal stress in facing A-A cross section
allow normal stress and shear stress
allowable shearing stress.
The construction method of described gardens Arch Bridge Ribs face stone, its concrete operation step is as follows:
Step one, mechanical calculation data mart modeling " ┌ " shape face stone 2 according to face stone, and position dabbing should be amplexiformed mutually with steel concrete arch ring 1 by " ┌ " shape face stone 2, with strengthen with steel concrete arch ring 1 in conjunction with effect;
Step 2, utilize electric impact drill the horizontal medial surface in top one 22 of " ┌ " shape face stone 2 and a perpendicular medial surface 22 will get out respectively the preformed hole 21 of multiple corresponding size, the expansion sleeve 31 of the interior all setting-in fixing seal type expansion bolt assemblies 3 of each preformed hole and bolt 35, can make expansion sleeve 31, nut 34, shell fragment 33, packing ring 32 integral with face stone 2 swelling by tightening nut 34;
Step 3, on the bow member set up in advance, the face stone 2 fixing closed type expansion bolt assembly 3 with many setting-ins to be placed in outside the top inner horizontal 14 of steel concrete arch ring 1 transverse ends and end on vertical plane 13 position, and need according to construction the appropriate length reserving bolt 35, then bolt outer end and this arch ring cage of reinforcement 11 are fixed as electric welding;
Step 4, build arch ring concrete 12, and add hard oscillation at closed type expansion bolt assembly 3 and the junction of arch ring cage of reinforcement 11, to make the cement paste of arch ring concrete 12 infiltrate the space 24 closed in face stone 2 preformed hole 21, thus it is jointly stressed to make face stone 2 and steel concrete arch ring 1 form one.
The present invention describes the syndeton of this gardens Arch Bridge Ribs face stone again in detail with two specific embodiments.
Embodiment 1
As shown in Figure 14, Figure 15, bridge superstructure adopts three hole multiple arch bridges, and arch is circular arc line, single hole calculates across footpath 8.6m, rise 1.075m, and ratio of rise to span is 1:8, arch ring adopts 40cm thick rectangle steel reinforced concrete arch bar, and the wide 6.7m of plate, arch springing place all adopts hinged.The mean breadth of face stone 2 is
, the height h of face stone is 40mm, the top one horizontal height h of face stone
1for 10mm, the average length of face stone top one horizontal stroke
for 20mm, the horizontal average length b deducting a perpendicular horizontal width in face stone top one is 7mm; The data such as closed type expansion bolt assembly are in table 1.
Table 1 is each component part tables of data of closed type expansion bolt assembly
Embodiment 2
As shown in Figure 16, Figure 17, this bridge adopts single span arch bridge, and clear span is 6.0m, and main arch adopts 38cm thick rectangle reinforced concrete rectangular slab, and plate is wide 6.8 meters, both sides and steel concrete one word wall consolidation.The width of face stone 2 is
, the height h of face stone is 38mm, the top one horizontal height h of face stone
1for 10mm, the average length of face stone top one horizontal stroke
for 20mm, the horizontal average length b deducting a perpendicular horizontal width in face stone top one is 7mm; The data such as closed type expansion bolt assembly are in table 2.
Claims (10)
1. a gardens Arch Bridge Ribs face stone syndeton, comprise as the built-loading (4) on the steel concrete arch ring (1) of gardens arch bridge top exposure part and steel concrete arch ring and pedestrian load (5), outside the top inner horizontal (14) of described steel concrete arch ring (1) transverse ends and end, vertical plane (13) inlays polylith face stone (2) respectively, it is characterized in that:
The cross section of a, described every block face stone (2) is all in " ┌ " shape, should the inner bottom surface (23) of " ┌ " shape face stone (2) top one horizontal stroke be affixed be connected in described steel concrete arch ring (1) top inner horizontal (14) on, the perpendicular medial surface (22) of " ┌ " shape face stone (2) be affixed be connected in described steel concrete arch ring (1) end outside on vertical plane (13);
The medial surface (22) that the medial surface (22) of b, described " ┌ " shape face stone (2) top one horizontal stroke and " ┌ " shape face stone (2) erect is respectively equipped with the fixing closed type expansion bolt assembly (3) of many setting-ins, and the outer end of every root closed type expansion bolt assembly (3) is all stretched into and is fixed in steel concrete arch ring (1).
2. gardens according to claim 1 Arch Bridge Ribs face stone syndeton, it is characterized in that described steel concrete arch ring (1) is made up of arch ring cage of reinforcement (11) and arch ring concrete (12), the outer end of described every root closed type expansion bolt assembly (3) is all fixed do electric welding with arch ring cage of reinforcement (11), then builds integral by arch ring concrete (12).
3. gardens according to claim 2 Arch Bridge Ribs face stone syndeton, it is characterized in that described every root closed type expansion bolt assembly (3) includes expansion sleeve (31), bolt (35), nut (34), packing ring (32) and shell fragment (33), the expanding end of described bolt (35) is supporting to be arranged in expansion sleeve (31), the end of thread of bolt (35) stretches in steel concrete arch ring (1), and fixes do electric welding with arch ring cage of reinforcement (11).
4. gardens according to claim 3 Arch Bridge Ribs face stone syndeton, it is characterized in that the described perpendicular medial surface (22) of " ┌ " shape face stone (2) top one horizontal medial surface (22) and " ┌ " shape face stone (2) is respectively equipped with multiple preformed hole (21), the equal corresponding setting-in of expansion sleeve (31) of described every root closed type expansion bolt assembly (3) is fixed in each preformed hole (21), the height that the degree of depth of this preformed hole is greater than expansion sleeve (31) is 5 ~ 10mm, the bolt (35) of every root closed type expansion bolt assembly (3) all and between the hole wall of each preformed hole (21) leaves space (24).
5. gardens according to claim 4 Arch Bridge Ribs face stone syndeton, it is characterized in that described packing ring (32) is annular steel thin slice, thick one times of the packing ring of its Thickness Ratio standard, the end face be affixed with face stone (2) space (24) is provided with the groove (321) in cross distribution, the degree of depth of this groove is the half of packing ring (32) thickness, and each groove (321) is all connected with described space (24).
6. gardens according to claim 1 Arch Bridge Ribs face stone syndeton, it is characterized in that built-loading (4) on described steel concrete arch ring (1) and pedestrian load (5) be respectively building weight on steel concrete arch ring (1) and arch bridge build up after crowd activity's load.
7. gardens according to claim 1 Arch Bridge Ribs face stone syndeton, it is characterized in that the inner bottom surface (23) of described " ┌ " shape face stone (2) top one horizontal stroke has inner horizontal supporting force, this inner horizontal supporting force is the counter-force on steel concrete arch ring (1) top inner horizontal (14) of lower and described inner bottom surface (23) company of being affixed of built-loading (4) on steel concrete arch ring (1) and pedestrian load (5) effect, and the calculating of this inner horizontal supporting force need meet following formula:
Formula one,
，
Formula two,
Formula three,
Formula four can be obtained by formula two:
Formula four,
Formula five,
In formula,
---the inner horizontal supporting force of face stone (
);
---the average length of monolithic " ┌ " shape face stone top one horizontal stroke (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
);
---the transverse width of steel concrete arch ring (
);
---the quantity of every layer of closed type expansion bolt assembly in every block face stone;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---vertical force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
---horizontal force in every block face stone suffered by every layer of closed type expansion bolt assembly (
);
Above formula is
root closed type expansion bolt assembly, as arranged in face stone (2)
during layer, by above formula
; Meanwhile, in formula four, formula five,
A, when the vertical force in every block face stone (2) suffered by every layer of closed type expansion bolt assembly (3)
be greater than the surrender shear strength of bolt (35)
time, namely
, or when the arch ring cage of reinforcement (11) of steel concrete arch ring (1) reaches surrender shear strength, closed type expansion bolt assembly (3) is no longer stressed, namely
, the bolt (35) of closed type expansion bolt assembly (3) and the inner horizontal supporting force of face stone (2)
maximum, for
Formula six,
Formula seven,
B, when the vertical force in every block face stone (2) suffered by every layer of closed type expansion bolt assembly (3)
just reach the surrender shear strength of bolt (35)
time, namely
, or when arch ring cage of reinforcement (11) has just reached surrender shear strength, namely
, the bolt (35) of closed type expansion bolt assembly (3) and the inner horizontal supporting force of face stone (2)
minimum, for
Formula eight,
Formula nine,
。
8. gardens according to claim 1 Arch Bridge Ribs face stone syndeton, it is characterized in that described closed type expansion bolt assembly (3) is under pulling force p effect, the calculating of the upper suffered shear stress of face stone (2) and positive tensile stress need meet following formula:
Formula ten,
Formula 11,
Formula 12,
In formula
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, shearing force suffered by face stone (
);
---at the maximum pull of closed type expansion bolt assembly
under effect, positive tensile stress suffered by face stone (
);
According to the calculating of above-mentioned formula ten, formula 11, formula 12, then the shear stress suffered by face stone (2)
with positive tensile stress
drawn by following formulae discovery respectively, namely
Formula 13,
Formula 14,
In formula,
---the angle of flare of face stone (
);
---the maximum anchored force of closed type expansion bolt assembly, i.e. pulling force (
);
---closed type expansion bolt assembly embed effective length in face stone (
);
---closed type expansion bolt assembly embed end effective diameter in face stone (
);
---the effective diameter on the anchored force of the closed type expansion bolt assembly face stone surface after diffusion (
);
Further, the allowable tensile stress of face stone (2)
and allowable shearing stress
,
for the allowable tensile stress of face stone,
for the allowable shearing stress of face stone, just not the anchored force of reason closed type expansion bolt assembly (3) excessive and cause damage or directly damage face stone.
9. gardens according to claim 1 Arch Bridge Ribs face stone syndeton, it is characterized in that the cross section of described face stone (2) is subject to the acting in conjunction of built-loading (4) on the precompression of closed type expansion bolt assembly (3), the inner horizontal supporting force of face stone (2) and steel concrete arch ring (1) and pedestrian load (5), its Strength co-mputation need meet following formula:
Formula 15,
Formula 16,
According to the calculating of above-mentioned formula 15, formula 16, then the cross section normal stress of face stone (2) and shear stress are respectively:
Formula 17,
Formula 18,
In formula
---the moment of flexure of face stone cross section (
);
---the shearing of face stone cross section (
);
---the normal stress of face stone cross section (
);
---the shear stress of face stone cross section (
);
---the module of anti-bending section of face stone cross section (
);
---the sectional area of face stone cross section (
);
---monolithic " ┌ " shape face stone top one is horizontal deduct a perpendicular horizontal width average length (
);
---the mean breadth of monolithic " ┌ " shape face stone (
), face stone upper width is slightly larger than lower width, and multiple face stone splices to form arch arch ring mutually;
---built-loading suffered on face stone (
);
---pedestrian load suffered on face stone (
);
---face stone inner horizontal supporting force be evenly distributed intensity (
);
---the maximum anchored force of closed type expansion bolt assembly (
);
---the quantity of every layer of closed type expansion bolt assembly (3) in every block face stone (2);
---the height of " ┌ " shape face stone top one horizontal stroke;
From formula 17, formula 18, when
time minimum, namely
time, the normal stress of face stone (2) cross section, shear stress can reach maximum, require the normal stress of face stone (2) cross section
allow normal stress and shear stress
allowable shearing stress.
10. application rights requires a construction method for the gardens Arch Bridge Ribs face stone described in 1, it is characterized in that the concrete operation step of this construction method is as follows:
Step one, mechanical calculation data mart modeling " ┌ " shape face stone (2) according to face stone (2), and position dabbing should be amplexiformed mutually with steel concrete arch ring (1) by " ┌ " shape face stone, with strengthen with steel concrete arch ring (1) in conjunction with effect;
Step 2, utilize electric impact drill the horizontal medial surface in the top one (22) of " ┌ " shape face stone (2) and a perpendicular medial surface (22) will to get out respectively the preformed hole (21) of multiple corresponding size, the expansion sleeve (31) of interior all setting-in fixing seal types expansion bolt assembly (3) of each preformed hole and bolt (35), can make expansion sleeve (31), nut (34), shell fragment (33), packing ring (32) and face stone (2) swelling integral by tightening nut (34);
Step 3, on the bow member set up in advance, the face stone (2) fixing closed type expansion bolt assembly (3) with many setting-ins to be placed in outside the top inner horizontal (14) of steel concrete arch ring (1) transverse ends and end on vertical plane (13) position, and need according to construction the appropriate length reserving bolt (35), then bolt (35) outer end and this arch ring cage of reinforcement (11) are fixed as electric welding;
Step 4, build arch ring concrete (12), and add hard oscillation at closed type expansion bolt assembly (3) and the junction of arch ring cage of reinforcement (11), to make the cement paste of arch ring concrete (12) infiltrate the space (24) closed in face stone (2) preformed hole (21), thus it is jointly stressed to make face stone (2) and steel concrete arch ring (1) form one.
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| CN111563341B (en) * | 2020-04-30 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Evaluation method for anchorage depth of embedded foundation of arch abutment of deck arch bridge |
| CN114635366A (en) * | 2022-04-21 | 2022-06-17 | 南京同力建设集团股份有限公司 | Arch bridge arch crown stone mold replacing construction method |
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| GB2474936B (en) * | 2007-10-03 | 2012-05-16 | Steven Caffall Finch | Panels and shields for lining railway arches |
| CN201212125Y (en) * | 2008-06-16 | 2009-03-25 | 江西中煤建设工程有限公司 | Arch bridge of box shaped main arch ring inlaid with reinforced concrete slab |
| JP4567794B2 (en) * | 2009-02-13 | 2010-10-20 | 有限会社吉本本家石材店 | Stone bridge railing reinforcement structure |
| CN101858133B (en) * | 2010-06-29 | 2011-11-16 | 易科美德（天津）环保建材有限公司 | Wall connecting piece of plug-in type low-carbon heat preservation energy-saving board |
| CN204080614U (en) * | 2014-09-02 | 2015-01-07 | 浙江绿艺园林工程有限公司 | Gardens Arch Bridge Ribs face stone syndeton |
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Address after: 325000 Puzhou Phase III Industrial Zone, Binjiang Street, Lucheng District, Wenzhou City, Zhejiang Province, 29 Patentee after: Zhejiang Green Art Construction Co., Ltd. Address before: Room 1301, Wenzhou Avenue Railway Building, Wenzhou City, Zhejiang Province, 325000 Patentee before: ZHEJIANG GREEN ART GARDEN & PARK ENGINEERING CO., LTD. |