CN201933394U - Trestle bridge for mountain bridges - Google Patents
Trestle bridge for mountain bridges Download PDFInfo
- Publication number
- CN201933394U CN201933394U CN2011200320586U CN201120032058U CN201933394U CN 201933394 U CN201933394 U CN 201933394U CN 2011200320586 U CN2011200320586 U CN 2011200320586U CN 201120032058 U CN201120032058 U CN 201120032058U CN 201933394 U CN201933394 U CN 201933394U
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- CN
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- Prior art keywords
- bridge
- trestle
- wire rope
- bridge pier
- piers
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- Expired - Lifetime
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Abstract
The utility model provides a trestle bridge for mountain bridges. The trestle bridge comprises steel wire rope cable wind-proof wires, a trestle bridge bracket, a support frame and bridge piers, wherein one end of each steel wire rope cable wind-proof wire is mounted on the trestle bridge bracket, and the other end of each steel wire rope cable wind-proof wire is connected with a cable wind-proof wire connecting piece and fixed on the ground through the cable wind-proof wire connecting piece; the bridge piers are hollow rectangular piers with variable cross sections; at least two lines of bridge piers are arranged on the ground, and four bridge pieces are arranged in each line; the bridge piers are connected with each other through the trestle bridge bracket; the steel wire rope cable wind-proof wires are arranged among the lines of bridge piers; the trestle bridge bracket and the bridge piers are hooped and once form trestle bridge bracket layers at regular intervals of 4.2m; and scaffolds and people climbing ladders are arranged on the trestle bridge bracket layers. Through the design of the trestle bridge for the mountain bridges, construction can be conducted in a gradual span erection manner, so that the trestle bridge bracket can gradually rise along with the casting of pier bodies, thereby greatly improving the construction efficiency and shortening the construction period.
Description
Technical field
The utility model relates to the realm of building construction, particularly a kind of mountain area bridge trestle.
Background technology
In recent years, high speed development along with country, the continuous expansion of construction investment scale, often need carry out bridge construction in the mountain area, because the mountain area bridge construction focuses on solving the template peace of bridge pier and tears open, concrete, the vertical transport of material installation and construction, therefore need carry out the working platform setting, come convenient construction and transportation, because the mountain area mostly is high mountain gorge and compares with the water bridge of plains region, the height of bridge pier is much higher, used to adopt common tower crane to promote the mode of turning over mould constructs, but the mode that adopts the tower crane lifting to turn over mould is constructed and is run into bridge pier height 30≤h≤70m, the situation of span 〉=40m, need a pier one tower crane to construct, so construction period is longer, can't accelerating construction progress.
The utility model content
At above problem, the utility model is by a kind of mountain area of design bridge trestle, can adopt and set up mode by cross and construct, thereby make the trestle support to build and rise gradually with pier shaft, thereby improved efficiency of construction greatly, shortened construction period, for reaching this purpose, the utility model provides a kind of mountain area bridge trestle, comprise the wire rope wind cable, the trestle support, bracing frame and bridge pier, described wire rope wind cable one end is installed on the trestle support, the wire rope wind cable other end is connected with the wind cable connector, and fixes on the ground by the wind cable connector, and described bridge pier is a variable cross-section hollow rectangle pier, described ground is provided with at least 2 row bridge piers, every capable bridge pier is 4, is connected by the trestle support between the described bridge pier, and described wire rope wind cable is arranged between each row bridge pier, every 4.2m spacing of trestle support and bridge pier anchor ear once form a trestle shelf layer, and described trestle shelf layer is provided with scaffold and last people's cat ladder.
As further improvement of the utility model, during described bridge pier height 〉=279.55m, distance is no more than 3.6m between each trestle shelf layer, for security consideration when the bridge pier excessive height, each bridge pier is built when rising, and distance must not surpass 3.6m between each trestle shelf layer.
As further improvement of the utility model, during described bridge pier height＜279.55m, distance is no more than 4.8m between each trestle shelf layer, when the bridge pier height less than 279.55m, also must not surpass 4.8m for distance between each trestle shelf layer of security consideration.
As further improvement of the utility model, described scaffold is outside equipped with safety guard net, and in order to ensure staff's safety, described scaffold is outside equipped with safety guard net so that operating personnel are protected.
The utility model is by a kind of mountain area of design bridge trestle, can adopt and set up mode by cross and construct, thereby make the trestle support to build and rise gradually with pier shaft, improved efficiency of construction greatly, shortened construction period, and this patent bridge pier is a variable cross-section hollow rectangle pier, thereby has improved the support strength of bridge greatly, makes the quality of whole engineering be improved.
Description of drawings
Fig. 1 is the utility model trestle support layout plan;
Fig. 2 is the utility model trestle support facade layout planning chart;
Fig. 3 is the checking computations cell schematics;
Fig. 4 is a node carrying schematic diagram;
Fig. 5 is the stressed sketch of wire rope wind cable;
Fig. 6 is T3
MaxCalculate schematic diagram;
Fig. 7 is T2
MaxCalculate schematic diagram;
Fig. 8 is T1
MaxCalculate schematic diagram;
Member among the figure is:
1, wire rope wind cable; 2, trestle support; 3, wind cable connector; 4, bracing frame;
5, bridge pier; 6, ground;
The specific embodiment
Below in conjunction with drawings and Examples utility model is described in detail:
The utility model is by design a kind of mountain area bridge trestle, can adopt to set up mode by cross and construct, thereby make the trestle support to build and rising gradually with pier shaft, thereby improve efficiency of construction greatly, shortened construction period.
The utility model provides plane design drawing as shown in Figure 1; vertical design figure a kind of mountain area bridge trestle as shown in Figure 2; comprise wire rope wind cable 1; trestle support 2; bracing frame 4 and bridge pier 5; described wire rope wind cable 1 one ends are installed on the trestle support 2; wire rope wind cable 1 other end is connected with wind cable connector 3; and be fixed on the ground 6 by wind cable connector 3; described bridge pier 5 is a variable cross-section hollow rectangle pier; described ground is provided with at least 2 row bridge piers 5; every capable bridge pier 5 is 4; be connected by trestle support 2 between the described bridge pier 5; described wire rope wind cable 1 is arranged between each row bridge pier 5; trestle support 2 every 4.2m spacings and bridge pier 5 anchor ears once form 2 layers on a trestle support; described trestle support is provided with scaffold and last people's cat ladder for 2 layers; when described bridge pier height 〉=279.55m; distance is no more than 3.6m between each trestle shelf layer; for security consideration when the bridge pier excessive height; each bridge pier is built when rising; distance must not surpass 3.6m between each trestle shelf layer; when described bridge pier height＜279.55m; distance is no more than 4.8m between each trestle shelf layer; when the bridge pier height less than 279.55m; also must not surpass 4.8m for distance between each trestle shelf layer of security consideration; described scaffold also is provided with safety guard net outward; in order to ensure staff's safety, described scaffold is outside equipped with safety guard net so that operating personnel are protected.
This patent trestle rack cross-bar and vertical rod strength checking are as follows:
1. calculating parameter:
1. the 0.6m cross bar designs uniform total load≤14.81KN;
2. the 1.2m cross bar designs uniform total load≤11.11KN;
3. the 1.5m cross bar designs uniform total load≤8.89KN;
When 4. the cross bar step pitch is 1.2m, every vertical rod designs load≤30KN.
2. the trestle live load is got 8KN/m
2, checking computations unit such as Fig. 3 show:
3. channel plate sheer pole horizontal loading checking computations:
1. the passage live load that is subjected to of every 0.6m cross bar is: 0.6 * 0.3 * 8=1.44KN＜14.81KN, and intensity satisfies;
2. the passage live load that is subjected to of every 1.5m cross bar is: (1.5 * 0.6-0.3 * 0.6) * 8=5.76KN＜8.89KN, intensity satisfies.
4. vertical rod bottom vertical load checking computations:
⑴ deadweight:
Every layer 1. the cross bar deadweight that is subjected to of node (1. Fig. 4 node carries schematic diagram) be:
1. 1.5m cross bar+0.5 1.2m cross bar=6.28+0.5 * 5.12=0.0884KN
Cross bar have the 55+6=61 layer (by support in the highest absolute altitude+296.35, (296.35-231.55) ÷ 1.2+1=55 layer is respectively reinforced 2 road cross bars owing to pull wind rope place at per pass, three roads pull the wind rope add up to increase by 6 layers) then cross bar descend load and be altogether:
0.0884×61=5.3924KN
2. vertical rod deadweight: totally 55 1.2m vertical rod 55 * 7.41=4.0755KN
3. top layer transmits the passage live load and is:
1.5×0.6×8=7.2KN
4. vertical rod bottom load is:
(4.0755+5.3924) * and 1.2+7.2 * 1.4=25.98KN＜30KN, vertical rod intensity satisfies.
This patent wire rope is pulled wind rope intensity and is calculated as follows
1. characteristi cvalue o fwindload calculates:
ω
k=β
zμ
sμ
zω
o
Look into loading code for design of building structures, in the formula:
Wind reference pressure ω
o=0.45KN/m
2
Shapefactorofwindload μ
s=1.3;
(1) the characteristi cvalue o fwindload ω of 70m place
K1
1. look into loading code for design of building structures table 7.2.1, height variation factor of wind pressure μ
z=1.86;
2. wind fluttering factor β
z=1+ ξ υ ψ
z/ μ
z
Basic natural vibration period T
1=0.013H=0.91s,
ω
oT
1 2=0.3726, according to load specification sheet 7.4.3, pulsation enhancement coefficient ξ=2.21;
Overall height H=70m, width B=6+6.5=12.5m, H/B=5.6, according to load specification sheet 7.4.4-3, pulsation influence coefficient υ=0.53;
According to the load specification sheet F.1.2, mode factor ψ
z=1;
Wind fluttering factor then
β
z=1+2.21×0.53×1/1.86=1.63；
③ω
k1=β
zμ
sμ
zω
o=1.63×1.3×1.86×0.45=1.77KN/m
2
(2) the characteristi cvalue o fwindload ω of 50m place
k
1. look into loading code for design of building structures table 7.2.1, height variation factor of wind pressure μ
z=1.67;
2. wind fluttering factor β
z=1+ ξ υ ψ
z/ μ
z
According to the load standard, pulsation enhancement coefficient ξ and pulsation influence coefficient υ are with the 70m eminence;
According to the load specification sheet F.1.2, mode factor ψ
z=0.68;
Wind fluttering factor then
β
z=1+2.21×0.53×0.68/1.67=1.48
③ω
k2=β
zμ
sμ
zω
o=1.48×1.3×1.67×0.45=1.45KN/m
2
(3) the characteristi cvalue o fwindload ω of 30m place
K3
1. look into loading code for design of building structures table 7.2.1, height variation factor of wind pressure μ
z=1.42;
2. wind fluttering factor β
z=1+ ξ υ ψ
z/ μ
z
According to the load standard, pulsation enhancement coefficient ξ and pulsation influence coefficient υ are with the 70m eminence;
According to the load specification sheet F.1.2, mode factor ψ
z=0.30;
Wind fluttering factor then
β
z=1+2.21×0.53×0.30/1.42=1.25
③ω
k3=β
zμ
sμ
zω
o=1.25×1.3x×1.42×0.45=1.04KN/m
2
2. wire rope is pulled the calculating of wind rope:
Wire rope is pulled the stressed sketch of wind rope such as Fig. 5 wire rope and is pulled the stressed sketch of wind rope and show:
(1) T3 calculates (Fig. 6 T3 calculates schematic diagram)
T3=1.414ω
k3BH
3×30%
=1.414×1.04×12.5×35×0.3
=193KN
(2) T2 calculates (Fig. 7 T2 calculates schematic diagram)
T2=1.414ω
k2BH
2×30%
=1.414×1.45×12.5×25×0.3
=192KN
(3) T1 calculates (Fig. 8 T3 calculates schematic diagram)
T1=1.414ω
k1BH
1×30%
=1.414×1.77×12.5×15×0.3
=140KN
Annotate: consider the permeability of scaffold, the wind-force that passes on the steel pipe calculates by 30% of whole load-bearing area.The wire rope wind cable adopts 4 φ, 28 wire rope (cross-sectional area F=2.95cm
2, elastic modulus E
k=7.56 * 10
3Mpa).
According to above-mentioned data, this patent trestle support intensity and wire rope are pulled wind rope stressing conditions and are all met national safety standard as can be known, and can adopt and set up mode by cross and construct, thereby make the trestle support to build and rise gradually with pier shaft, thereby improved efficiency of construction greatly, shortened construction period, and this patent bridge pier is a variable cross-section hollow rectangle pier, thereby improved the support strength of bridge greatly, made the quality of whole engineering be improved.
The above; it only is preferred embodiment of the present utility model; be not to be the restriction of the utility model being made any other form, and, still belong to the utility model scope required for protection according to any modification or equivalent variations that technical spirit of the present utility model is done.
Claims (4)
1. mountain area bridge trestle, comprise wire rope wind cable (1), trestle support (2), bracing frame (4) and bridge pier (5), described wire rope wind cable (1) one end is installed on the trestle support (2), wire rope wind cable (1) other end is connected with wind cable connector (3), and be fixed on the ground (7) by wind cable connector (3), it is characterized in that: described bridge pier (5) is a variable cross-section hollow rectangle pier, described ground (7) is provided with at least 2 row bridge piers (5), every capable bridge pier (5) is 4, be connected by trestle support (2) between the described bridge pier (5), described wire rope wind cable (1) is arranged between each row bridge pier (5), every 4.2m spacing of trestle support (2) and bridge pier (5) anchor ear once form a trestle support (2) layer, and described trestle support (2) layer is provided with scaffold and last people's cat ladder.
2. a kind of mountain area according to claim 1 bridge trestle is characterized in that: described bridge pier (5) highly 〉=during 279.55m, distance is no more than 3.6m between each trestle support (2) layer.
3. a kind of mountain area according to claim 1 bridge trestle is characterized in that: described bridge pier (5) highly＜during 279.55m, distance is no more than 4.8m between each trestle support (2) layer.
4. according to claim 1 or 2 or 3 described a kind of mountain area bridge trestles, it is characterized in that: described scaffold is outside equipped with safety guard net.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200320586U CN201933394U (en) | 2011-01-30 | 2011-01-30 | Trestle bridge for mountain bridges |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011200320586U CN201933394U (en) | 2011-01-30 | 2011-01-30 | Trestle bridge for mountain bridges |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201933394U true CN201933394U (en) | 2011-08-17 |
Family
ID=44444922
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011200320586U Expired - Lifetime CN201933394U (en) | 2011-01-30 | 2011-01-30 | Trestle bridge for mountain bridges |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN201933394U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635061A (en) * | 2012-04-18 | 2012-08-15 | 中建二局第三建筑工程有限公司 | Mountain stream river-crossing cable-stayed chain trestle and hoisting method thereof |
| CN103866687A (en) * | 2014-03-19 | 2014-06-18 | 北京工业大学 | Energy-dissipation self-resetting bridge pier column structure |
-
2011
- 2011-01-30 CN CN2011200320586U patent/CN201933394U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102635061A (en) * | 2012-04-18 | 2012-08-15 | 中建二局第三建筑工程有限公司 | Mountain stream river-crossing cable-stayed chain trestle and hoisting method thereof |
| CN102635061B (en) * | 2012-04-18 | 2014-05-07 | 中建二局第三建筑工程有限公司 | Mountain stream river-crossing cable-stayed chain trestle and hoisting method thereof |
| CN103866687A (en) * | 2014-03-19 | 2014-06-18 | 北京工业大学 | Energy-dissipation self-resetting bridge pier column structure |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term |
Granted publication date: 20110817 |
|
| CX01 | Expiry of patent term |