CN104099879B - A kind of dismounting engineering method for anti-collision wall - Google Patents
A kind of dismounting engineering method for anti-collision wall Download PDFInfo
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- 238000012407 engineering method Methods 0.000 title claims abstract description 12
- 238000005520 cutting process Methods 0.000 claims abstract description 72
- 238000010008 shearing Methods 0.000 claims abstract description 32
- 229910000831 Steel Inorganic materials 0.000 claims description 63
- 239000010959 steel Substances 0.000 claims description 63
- 238000013461 design Methods 0.000 claims description 37
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 9
- 230000006835 compression Effects 0.000 claims description 6
- 238000007906 compression Methods 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 4
- 230000004927 fusion Effects 0.000 claims description 2
- 238000005259 measurement Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 31
- 238000005516 engineering process Methods 0.000 abstract description 8
- 238000010586 diagram Methods 0.000 description 10
- 239000003351 stiffener Substances 0.000 description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000011161 development Methods 0.000 description 4
- 238000002955 isolation Methods 0.000 description 4
- 238000000465 moulding Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- QFXZANXYUCUTQH-UHFFFAOYSA-N ethynol Chemical group OC#C QFXZANXYUCUTQH-UHFFFAOYSA-N 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Abstract
The present invention relates to construction works field, specifically a kind of dismounting engineering method for anti-collision wall, anti-collision wall to be located on viaduct bridge wall and to be connected with street lamp local, it removes engineering method step: on anti-collision wall lower end outside plate, cut endplate → cutting under the Lower Half → cutting of observation panel → cutting lower end outside plate remain lower end outside plate → carry out forcing checking to the anti-collision wall after cutting, anti-collision wall forcing checking comprises strength checking, Stability Checking, shearing resistance computing → to cutting after anti-collision wall carry out weld seam checking computations → to cutting after street lamp carry out forcing checking, street lamp forcing checking comprises strength checking, Stability Checking, shearing resistance computing → street lamp carrying out on weld seam checking computations → dismounting anti-collision wall to the street lamp after cutting, label, cable and other attachments → cutting bridge floor are with upper part anti-collision wall.Construction technology of the present invention does not affect traffic, greatly reduces construction cost, is guaranteeing to ensure efficiency of construction, quality under safe prerequisite, and reaches construction expection object.
Description
[technical field]
The present invention relates to construction works field, specifically a kind of dismounting engineering method for anti-collision wall.
[background technology]
When being close to original high racks side and increasing steel work box beam ring road newly, the conventional construction method of prior art is existing by the dismounting of the anti-collision wall of original ring road, closes and closes on original track and arrange the lifting that interim concrete anti-collision wall carries out steel work box beam ring road again.Its working procedure is: close an overhead upper track and carry out hard isolation → all dismounting steel anti-collision walls → steel box-girder lifting.
As everyone knows, closing the time will expended in a track on overhead is in half a year more than substantially, so just to natively crowded overhead on more make the matter worse, cause the more stifled situation of overhead upper wagon flow after allowing the vehicle that passes through less.And construction technology of the prior art needs to carry out hard isolation in construction simultaneously, doing hard isolation also needs high cost to drop into.At human and material resources, the time is all expended comparatively greatly, also bring inconvenience to traffic.
[summary of the invention]
Object of the present invention takes time and effort in anti-collision wall Demolition Construction to solve in prior art exactly, for traffic such as to be made troubles at not enough and the defect, a kind of novel structure, safe and reliable is provided, greatly can reduce construction cost, improve the dismounting engineering method for anti-collision wall of efficiency of construction, described anti-collision wall is located on the bridge wall of viaduct, anti-collision wall is connected with street lamp local, it is characterized in that the dismounting engineering method step of described anti-collision wall is:
1) on anti-collision wall lower end outside strength plate F-2, cut observation panel, cutting-height is about 1m;
2) cut the Lower Half of lower end outside strength plate F-2, cutting-height is about 1-2m;
3) the lower endplate F-3a of cutting, cuts to dividing plate top and bridge top board level, the lower partition and side plate level;
4) cutting residue lower end outside strength plate F-2;
5) carry out forcing checking to the anti-collision wall after cutting, anti-collision wall forcing checking comprises strength checking, Stability Checking, shearing resistance computing;
6) weld seam checking computations are carried out to the anti-collision wall after cutting;
7) carry out forcing checking to the street lamp pedestal after cutting, street lamp forcing checking comprises strength checking, Stability Checking, shearing resistance computing;
8) weld seam checking computations are carried out to the street lamp pedestal after cutting;
9) street lamp, label, cable and other attachments on anti-collision wall is removed;
10) bridge floor is cut with upper part anti-collision wall.
Described anti-collision wall forcing checking method is:
A. strength board size and the cross section geometric parameter of anti-collision wall is measured, by in the known cross section geometric parameters input MTStool software after measurement, draw cross section mechanics parameter, cross section mechanics parameter comprises: anti-collision wall section area, anti-collision wall x-axis cross section resistance moment, the anti-collision wall x-axis radius of gyration, anti-collision wall web thickness, anti-collision wall fusion length, anti-collision wall x-axis first moment of area;
B. determine anti-collision wall anti-collision level according to the Bridge guardrail collision load regulation in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations ", and calculate anti-collision wall by strength board size and bear shear V
max| anti-collision wall, then calculate anti-collision wall concentric force N by every meter, cross section quality and strength board size
anti-collision wall;
C. anti-collision wall strength checking; First according to formula M
anti-collision wall=V
anti-collision wall× s
anti-collision wall, show that anti-collision wall bears moment M
anti-collision wall, in formula: M
anti-collision wallfor anti-collision wall bears moment of flexure, V
anti-collision wallfor anti-collision wall bears shearing, s
anti-collision wallfor rum point is from the distance of bridge floor, get 0.93m; Secondly, according to formula
checking computations anti-collision wall flexural strength, in formula: N
anti-collision wallfor concentric force, A
nfor section area, M
xfor the moment of flexure of main shaft x, γ
xfor to the moulding development coefficient in the cross section of main shaft x, W
nxfor the cross section resistance moment of main shaft x, M
yfor the moment of flexure of main shaft y, γ
yfor to the moulding development coefficient in the cross section of main shaft y, W
nyfor the cross section resistance moment of main shaft y, γ
x, γ
yaccording to the regulation value in " Code for design of steel structures GB50017-2003 ", f
1for the flexural strength design load of steel, when result of calculation meets formula
time, then anti-collision wall intensity meets the demands;
D. Stability Checking; According to formula
checking computations stability, in formula: N
anti-collision wallfor anti-collision wall concentric force;
for the stability reduction coefficient of axially loaded compression in Moment plane, by equivalent slenderness ratio λ
xdetermine,
wherein l is the calculated length of component to main shaft, i be member section to main shaft gyration radius, then according to the coefficient of stability table of the compressed member in " Code for design of steel structures GB50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent moment factor, according to the regulation value in " Code for design of steel structures GB50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
wherein E is the modulus of elasticity of steel; f
2for stability Design value; When result of calculation meets
time, then meet stability requirement;
E. shearing resistance checking computations; Shearing resistance checking computations are pressed
formulae discovery, in formula: S
xfor anti-collision wall x-axis first moment of area, l
xfor x-axis second moment of area, T
wfor web thickness; f
3for shear Design value; When meeting
Time, for meeting shearing resistance requirement.
The Method for Checking of described anti-collision wall weld seam and street lamp pedestal weld seam is: first, measures stiffener both sides leg of a fillet weld height, then is adopted by the known parameters recorded
the intensity of formulae discovery composite welds under Moment, in formula: σ
mfor the weld strength of stiffener, W
x weld seam combinesfor the cross section resistance moment of stiffener weld seam, f
4for weld strength design load;
in formula: A
weld seamfor the section area of weld seam; σ
nfor the intensity of composite welds under the effect of axle power;
in formula: τ is shear stress, V is shearing, A
shearfor shearing area; Draw σ
m, σ
n, after τ according to σ=[(σ
n+ σ
m+ σ
m)
2/ 1.22
2+ τ
2]
0.5calculate weld seam combined stress, in formula: σ is weld seam combined stress; Work as σ
m, σ
n, τ, σ be when being all less than weld strength design load, meets weld strength requirement.
Described cutting way of escape lamp seat forcing checking method is:
A. strength checking; According to street lamp deadweight and according to the Bridge guardrail collision load in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " specify to calculate each cross section is born impact, moment of flexure, concentric force, after shearing, according to formula
checking computations intensity, in formula: N is the concentric force of street lamp pedestal, A
nfor section area, M
xfor the moment of flexure of main shaft x, γ
xfor to the moulding development coefficient in the cross section of main shaft x, W
nxfor the cross section resistance moment of main shaft x, M
yfor the moment of flexure of main shaft y, γ
yfor to the moulding development coefficient in the cross section of main shaft y, W
nyfor the cross section resistance moment of main shaft y, γ
x, γ
yaccording to the regulation value in " Code for design of steel structures GB50017-2003 ", f
1for the flexural strength design load of steel, when meeting
time, meet requirement of strength;
B. Stability Checking; According to formula
checking computations stability, in formula: N is the concentric force of street lamp pedestal;
for the stability reduction coefficient of axially loaded compression in Moment plane, by equivalent slenderness ratio λ
xdetermine,
wherein l is the calculated length of component to main shaft, i be member section to main shaft gyration radius, then according to the coefficient of stability table of the compressed member in " Code for design of steel structures GB50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent moment factor, according to the regulation value in " Code for design of steel structures GB50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
wherein E is the modulus of elasticity of steel; f
2for stability Design value; When result of calculation meets
time, then meet stability requirement;
C. shearing resistance checking computations; Shearing resistance checking computations are pressed
formulae discovery, in formula: S
xfor street lamp pedestal x-axis first moment of area, l
xfor x-axis second moment of area, T
wfor web thickness; f
3for shear Design value; When meeting
Time, for meeting shearing resistance requirement.
Described observation panel is of a size of long 1mm, wide 100mm.
Before cutting construction, first to arrive traffic department handle relevant formality, speed limit label is set and full-time traffic safety expeditor is set.Worker stands as the operating platform of personnel, uses oxyacetylene gas cutting to carry out section construction operation on straight wall ladder truck.During cutting construction, edge, anti-collision wall top is provided with hanger, hanger is along anti-collision wall length 1.5m, hanger is provided with 2 chain blocks, first on the plate that need cut, welds hanger, starts cutting after temporary fixed by chain block, prevent from cutting rear plate ground of directly dropping to cause the accident, completely spread galvanized sheet iron bottom hanger, formed and to start to exchange fire basin, prevent the Mars cut from directly falling damage in the face of pedestrian, vehicle etc.The steel plate cut down is placed on the operating platform of high altitude vehicle, then is transported to ground.
Described hanger adopts L50*3 and L50*5 angle steel to be welded.
Compared with the existing technology, its advantage is to adopt construction technology of the present invention both can not affect traffic, also greatly reduces construction cost in the present invention.Solve in prior art the deficiency that have impact on normal traffic executing man-hour requirement to close a traffic road and run.Can guarantee to ensure efficiency of construction, quality under safe prerequisite, to reach construction expection object under the state without the need to closing traffic road, not affecting any traffic normal pass efficiently and safely.
[accompanying drawing explanation]
Fig. 1 is construction technology schematic diagram of the prior art;
Fig. 2 is the structural representation after adopting construction technology of the present invention;
Fig. 3 is the anti-collision wall structural representation needing in the embodiment of the present invention to remove;
Fig. 4 is the anti-collision wall standard section structural representation in the embodiment of the present invention;
Fig. 5 is illuminating lamp holder in the embodiment of the present invention and watch-dog basis profile;
Fig. 6 is the anti-collision wall first step cutting structure schematic diagram in the embodiment of the present invention;
Fig. 7 is the anti-collision wall second step cutting structure schematic diagram in the embodiment of the present invention;
Fig. 8 is anti-collision wall the 3rd step cutting structure schematic diagram in the embodiment of the present invention;
Fig. 9 is the schematic diagram after the anti-collision wall cutting in the embodiment of the present invention;
Figure 10 is the cutting elevational schematic view in the embodiment of the present invention
Figure 11 is the standard section figure behind the anti-collision wall excision lower end in the embodiment of the present invention;
Figure 12 is the calculation diagram in inventive embodiments;
Figure 13 is cutting rear street lamp forcing checking figure in lower end in the present invention;
As shown in the figure, figure comprises: 1. the Q235A cable steel sleeve G-8. wall thickness of viaduct 2. temporary steel structural collision protection wall 3. track 4. to increase inside ring road steel box-girder 5. pave-load layer F-1. outside strength plate F-2. endplate G-1. wall thickness under strength plate F-3. dividing plate F-3a. newly to be the Q235A cable steel sleeve G-2. wall thickness of 3.5mm be 4mm is that Q235A cable steel sleeve 6. hanger 7. chain block 8. of 3mm is started to exchange fire basin 9. straight-arm high altitude vehicle 10. street lamp pedestal 22. raw steel structural collision protection wall;
Fig. 2 is specified to be Figure of abstract of the present invention.
[detailed description of the invention]
Below in conjunction with accompanying drawing, the invention will be further described, and the structure of this device and principle are very clearly concerning the people of this specialty.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
The present invention carries out embodiment to a viaduct interchange ramp new construction and implements test, and steel box-girder, by southwest splice sections northeastward, then crosses over the west south section of turning to, and connected north orientation south splicing three part composition, and total length is about 1010m.Wherein southwest splice sections beam face absolute altitude 16.2m ~ 26.5m northeastward, the west south section of turning to beam face absolute altitude 26.5m ~ 30.7m ~ 28.8m, north orientation south splice sections beam face absolute altitude 28.8m ~ 16.7m.Southwest northeastward splice sections from 0 axle to 10 axle, overall length 273.5m.Steel box-girder within the scope of this mutually section of spelling floor elevation is consistent with viaduct grade elevation, and spelling gap design is mutually 2cm.Therefore, the anti-collision wall of spelling existing viaduct, position mutually needs to remove, and as shown in Figure 3, illuminating lamp holder and watch-dog basis profile are as shown in Figure 5 for schematic diagram.Wherein, wherein F-1 is inner side strength plate, thickness of slab 14mm, adopts Q235C steel; F-2 is outside strength plate, thickness of slab 10mm, adopts Q235C steel; F-3 is dividing plate, thickness of slab 14mm, adopts Q235C steel, spacing 1m.G-1 is Q235A cable steel sleeve, and wall thickness is 3.5mm, G-8 is steel sleeve, and wall thickness is 3mm.
Steel anti-collision wall Demolition Construction flow process is mainly: speed limit label setting → steel anti-collision wall lower end outside strength plate F-2 cuts street lamp, label and cable etc. on endplate F-3a under observation panel → cutting lower end outside strength plate F-2 → cutting → cutting residue lower end outside strength plate F-2 → newly-increased ring road steel beam lifting → dismountings anti-collision wall → cut bridge floor with upper part steel anti-collision wall.The dismounting of this ring road section of spelling steel anti-collision wall lower end mutually, adopt straight wall ladder truck, model is S-80 type, operation height 26.38m, and as the operating platform of personnel, use oxyacetylene gas cutting to carry out construction operation, cutting flow process as shown in figs. 6-9.Fig. 6 is first step cutting schematic diagram, cuts long 1m, the observation panel of wide 100mm, observe the position of cable sleeve pipe between stiffener.Second step cutting as shown in Figure 7, is determined strength plate safe cutting position, outside and cuts away outside strength plate.As shown in Figure 8, cutting internal partition, the schematic diagram after cutting as shown in Figure 9 in 3rd step cutting.As shown in Figure 10, in figure, hanger adopts L50*3 and L50*5 angle steel to be welded to cutting elevational schematic view, and hanger is along anti-collision wall length 1.5m.Hanger is arranged 0.5T chain block 2, first on the plate that need cut, weld hanger, cutting after temporary fixed by chain block, can be started, prevent from cutting rear plate ground of directly dropping and cause the accident.Completely spread galvanized sheet iron bottom hanger, form basin of starting to exchange fire, cut slag when guaranteeing cutting operation and do not drop on traffic route.During cutting construction, straight wall high altitude vehicle travels operation on road surface, i.e. the basis of this engineering and post construction area.The dismounting of steel anti-collision wall starts to carry out in newly-increased ring road steel box-girder lifting for first 5 days.The steel plate cut down is placed on the operating platform of high altitude vehicle, then is transported to ground.Learn according to the technical data that high altitude vehicle producer provides: S-80 type straight wall high altitude vehicle supporting capacity is 227kg; Limit for tonnage 2 people on high altitude vehicle, altogether 160kg; Therefore cutting plates weight need control within 60Kg.According to drawing, dividing plate lower end cutting area is 0.157m
2, heavy 17.25kg, therefore can once cut; The heavy 80.61Kg of outside strength plate every meter of length, therefore a Cutting Length is 0.7m; The heavy 14.13kg of the outside strength plate welded with steel box-girder every meter of length, therefore a Cutting Length is 4m.
As calculated, after steel anti-collision wall presses the cutting of such scheme lower end, by A, A
mcollision load suffered by level concrete concrete guardrail, meets the demands.Owing to can take speed limit measure by the passing road of side of constructing, general interim anti-collision wall is concrete anti-collision wall simultaneously, therefore the crashworthiness of steel anti-collision wall after designing requirement cutting will meet concrete concrete guardrail guardrail crashworthiness.
Guardrail crashworthiness table in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " is as follows:
Table 1 guardrail crashworthiness
Anti-collision wall Method for Checking is as follows:
As shown in figure 11, Figure 11 is the anti-collision wall standard section figure after the present invention excises lower end, and cutting dividing plate F-3a top, posterior end and bridge top board are put down, and dividing plate F-3a bottom and bridge side plate level, wherein F-4a thickness of slab 14mm, F-6a thickness of slab 14mm, is Q235C steel.According to the specification in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations ", act on the collision load on Bridge guardrail, its size and application point distribution can be determined by table 2.The distribution table of Vmax collision load suffered by the concrete guardrail in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " draws:
The distribution of collision load suffered by table 2 concrete concrete guardrail
According to afore mentioned rules, the steel anti-collision wall behind cutting lower end carries out forcing checking by A level is crashproof.Therefore an impact standard value of to pick up the car is 53KN/m.Rum point is by calculating from bridge floor 930mm.Because F-6a spacing is 1m, therefore each T-shaped cross section to be born impact be 53KN.
As shown in figure 12, during anti-collision wall collision, stressed cross section is by T-shaped Cross section calculation, and depth of section is 250mm for calculation diagram.Cross section known parameters and measuring geometric parameters as follows, cross section model is T-250*1000*14*14; User Defined cross section; Section material type: Q235; Every meter, cross section quality: 234.23kg/m; Depth of section H=250mm; Breadth of section B=1000mm; Web thickness T
w=14mm; Edge of a wing thickness T
f=14mm; Handing-over arc radius R
w=8mm.Cross section mechanics parameter can be drawn by above parameters input MTStool software.Cross section mechanics parameter is as follows, and the centre of form is apart from the left side, cross section C
x=50cm, the centre of form is apart from the following C in cross section
y=21.91cm, section area A=173.31cm
2; X is to shearing area A
x=116.66cm
2; Y is to shearing area A
y=35cm
2; X-axis second moment of area; I
x=5733.77cm
4; Y-axis second moment of area I
y=116672cm
4; Cross section torsional moment inertia I
z=116.269cm
4; Xy shaft section moment of inertia I
x=0cm
4; X-axis cross section resistance moment W
x=261.62cm
3; X-axis maximum cross-section resistance moment W
xmax=1858.99cm
3; Y-axis cross section resistance moment W
y=2333.44cm
3; Y-axis maximum cross-section resistance moment W
ymax=2333.44cm
3; X-axis radius of gyration ix=5.75cm; Y-axis radius of gyration i
y=25.94cm; X-axis first moment of area S
x=336.2cm
3; Y-axis first moment of area S
y=1755.9cm
3.
Forcing checking:
Anti-collision wall bears shear V max=53KN,
Anti-collision wall bears moment M max=53KN*0.93m=49.29KN.m
Anti-collision wall bears axial pressure Nmax=2.34KN
1. strength checking:
σ＝N/A+M/1.05/Wx＝2.34KN/173.31cm
2+49.29KN.m/1.05/261.62cm
3＝179.56N/mm
2<[σ]＝215N/mm
2
Therefore meet requirement of strength.
2. Stability Checking
This anti-collision wall component λ=980/57.5=17, tables look-up
2.34KN/173.31cm
2/0.978+1.0*49.29KN.m/1.05/261.62cm
3/(1-0.8*0.00002)
＝179.56N/mm
2＜[σ]＝215N/mm
2
Therefore meet stability requirement.
3. shearing resistance computing
σ＝49.29KN*336.2cm
3/5733.77cm
4/14mm＝20.6N/mm
2<[f]＝125N/mm
2
Therefore meet shearing resistance requirement.
Weld seam checks:
Shear V=53KN, moment M=49.29KN.m, axial compression N=2.34KN, stiffener both sides leg of a fillet weld height 8mm, weld strength design load: f=160N/mm
2,
Wx
weld seam combines=310.8cm
3, σ
m=Mx/Wx
weld seam=158.6N/mm
2< [f]=160N/mm
2,
Meet the demands.
σ
n＝2.34KN/179.92cm
2＝0.13N/mm
2<[f]＝160N/mm
2
τ＝V/A＝53KN/11666mm
2＝4.54N/mm
2<[f]＝160N/mm
2
Weld seam combined stress:
σ＝[(σN+σMx+σMx)
2/1.22
2+τ
2]
0.5
σ＝[(0.13+158.6)
2/1.22/1.22+4.54
2]
0.5＝130.2N/mm
2<[f]＝160N/mm
2
Meet weld seam requirement!
The forcing checking of lower end cutting way of escape lamp seat is as follows:
As shown in figure 13, Figure 13 is street lamp forcing checking figure after the cutting of lower end, after the cutting of anti-collision wall lower end, and the eccentric 452mm of street lamp relative surplus anti-collision wall.The eccentric bending moment of street lamp top oil lamp is favourable to anti-collision wall, therefore does not consider, the deadweight of a consideration street lamp, is set to G.Under street lamp pedestal, anti-collision wall is strengthened, and internal partition spacing is 0.7m herein.Cross section parameter is as follows, cross section model: T-250*700*14*14, section material type: Q235, and cross section geometric parameter is as follows, depth of section H=250mm; Breadth of section B=700mm; Web thickness T
w=14mm; Edge of a wing thickness T
f=14mm; Handing-over arc radius R
w=8mm.
Show that cross section mechanics parameter is as follows after input MTStool software, the centre of form is apart from the left side, cross section C
x=35cm, the centre of form is apart from the following C in cross section
y=21.15cm, section area A=131.31cm
2, x is to shearing area A
x=81.66cm
2, y to shearing area, A
y=35cm
2, x-axis second moment of area I
x=5411.76cm
4, y-axis second moment of area I
y=40022.3cm
4, cross section torsional moment inertia I
z=88.8288cm
4, xy shaft section moment of inertia I
xy=0cm
4, x-axis cross section resistance moment W
x=255.83cm
3, x-axis maximum cross-section resistance moment W
xmax=1406.76cm
3, y-axis cross section resistance moment W
y=1143.49cm
3, y-axis maximum cross-section resistance moment W
ymax=1143.49cm
3, x-axis radius of gyration i
x=6.41cm, y-axis radius of gyration i
y=17.45cm, x-axis first moment of area S
x=313.21cm
3, y-axis first moment of area S
y=863.4cm
3.
Forcing checking:
When not being impacted, anti-collision wall bears moment of flexure
Mmax＝(2.32+G/2)KN*0.452m＝(1.05+0.226G)KN.m
When not being impacted, anti-collision wall bears axial pressure Nmax=2.32KN+0.5G
Strength checking:
σ＝N/A+M/1.05/Wx＝(2.32+0.5GKN)/121.87cm
2+(1.05+0.226G)KN.m/1.05/186.66cm
3<[σ]＝215N/mm
2
Try to achieve: GMax=175.4KN
Get street lamp deadweight G=3.5KN
Cutting way of escape lamp seat position anti-collision wall is impacted checking computations:
Each T-shaped cross section being born impact is 53*0.7=37.1KN
Moment M=37.1*0.93KN.m+1.84KN.m (deadweight eccentric bending moment)=36.343KN.m
Pressure N=4.07KN
Shear V=37.1KN
1. strength checking:
σ＝N/A+M/1.05/Wx＝4.07KN/131.31cm
2+36.343KN.m/1.05/255.83cm
3＝135.4N/mm
2<[σ]＝215N/mm
2
Therefore meet requirement of strength.
2. Stability Checking:
This anti-collision wall component λ=980/64.1=15.3, tables look-up
N’
Ex＝π
2EA/(1.1λ
2)＝3.142*3.142*2.06*100000N/mm
2*131.31cm
2/(1.1*15.3*15.3)＝1.04*1e
8
4.07KN/131.31cm
2/0.982+1.0*36.343KN.m/1.05/255.83cm
3/(1-0.8*0.00004)＝135.6N/mm
2<[σ]＝215N/mm
2
Therefore meet stability requirement.
3. shearing resistance checking computations:
σ＝37.1KN*313.21cm
3/5411.76cm
4/14mm＝15.34N/mm
2<[f]＝125N/mm
2
Therefore meet shearing resistance requirement!
Weld seam checks:
Shear V=37.1KN, moment M=36.343KN.m, axial compression N=4.07KN, stiffener both sides leg of a fillet weld height 8mm, weld strength design load: f=160N/mm
2, Wx
weld seam combines=302.77cm
3
σ
m＝Mx/Wx＝120N/mm
2<[f]＝160N/mm
2
Meet the demands;
σ
n＝4.07KN/137.92cm
2＝0.3N/mm
2<[f]＝160N/mm
2
τ＝V/A＝53KN/12470mm
2＝4.25N/mm
2<[f]＝160N/mm
2
Weld seam combined stress:
σ＝[(σN+σMx+σMx)
2/1.22
2+τ
2]
0.5
σ＝[(0.3+120)
2/1.22/1.22+4.25
2]
0.5＝98.7N/mm
2<[f]＝160N/mm
2
Therefore meet weld seam requirement.
After the cutting of overhead splice sections steel anti-collision wall lower end, need speed limit 40Km/h.Therefore need in cutting starting point before cutting construction, namely the 0 minimum 150m place of the reverse vehicle heading in axis place hangs the traffic marking board of " men working, slow down ", " speed limit 40 ".The below ground region that cutting disassembling projection line both sides, anti-collision wall lower end respectively add 3m must with warning line or the isolation of traffic fence, and arrange special messenger to guard.Anti-collision wall internal electrical cable all has steel pipe sleeve pipe, can play a good protection during cutting construction to cable; But for guaranteeing safety, the interim power-off of Internal cable must be done before the cutting of lower end, and confirm.During cutting, the oblique below of flame also controls cutting speed, prevents flame overstand from causing steel sleeve inner cable line loss to hinder.After the cutting disassembling of steel anti-collision wall lower end, still retain light pole and monitoring vertical rod.
The cutting work of steel anti-collision wall upper end, carry out after newly-built ring road steel box-girder installs, operating personnel carry out cutting construction on newly-built steel box girder bridge face.Now need place interim hard shoulder on steel anti-collision wall limit.
As shown in Figure 1, Fig. 1 is construction method conventional in prior art, and raw steel structural collision protection wall 2 is all removed and sets up interim anti-collision wall temporarily executing man-hour requirement, and track 3 needs to close, and causes vehicle impassable, impacts traffic.As shown in Figure 2, be optimized rear track 3 without the need to closing to existing steel work anti-collision wall 2, vehicle can normal pass, on traffic without impact for effect after being optimized former anti-collision wall after using construction technology of the present invention.
Claims (4)
1. for a dismounting engineering method for anti-collision wall, described anti-collision wall is located on the bridge wall of viaduct, and anti-collision wall is connected with street lamp local, it is characterized in that the dismounting engineering method step of described anti-collision wall is:
1) in anti-collision wall lower end outside strength plate (F-2), cut observation panel, cutting-height is 1m;
2) cut the Lower Half of lower end outside strength plate (F-2), cutting-height is 1 ~ 2m;
3) the lower endplate (F-3a) of cutting, cuts to dividing plate top and bridge top board level, the lower partition and side plate level;
4) cutting residue lower end outside strength plate (F-2);
5) carry out forcing checking to the anti-collision wall after cutting, anti-collision wall forcing checking comprises strength checking, Stability Checking, shearing resistance checking computations;
6) weld seam checking computations are carried out to the anti-collision wall after cutting;
7) carry out forcing checking to the street lamp pedestal after cutting, street lamp pedestal forcing checking comprises strength checking, Stability Checking, shearing resistance checking computations;
8) weld seam checking computations are carried out to the street lamp pedestal after cutting;
9) street lamp, label, cable and other attachments on anti-collision wall is removed;
10) bridge floor is cut with the anti-collision wall of upper part.
2. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, is characterized in that described anti-collision wall forcing checking method is:
A. the strength board size of anti-collision wall and the cross section geometric parameter of anti-collision wall is measured, by in the known cross section geometric parameters input MTStool software after measurement, draw cross section mechanics parameter, cross section mechanics parameter comprises: anti-collision wall section area, anti-collision wall x-axis cross section resistance moment, the anti-collision wall x-axis radius of gyration, anti-collision wall web thickness, anti-collision wall fusion length, anti-collision wall x-axis first moment of area;
B. determine anti-collision wall anti-collision level according to the Bridge guardrail collision load regulation in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations ", and pass through strength board size and calculate anti-collision wall according to the Bridge guardrail collision load regulation in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " to bear shear V
max| anti-collision wall, then calculate anti-collision wall concentric force N by every meter, cross section quality and strength board size
anti-collision wall;
C. anti-collision wall strength checking; First according to formula M
anti-collision wall=V
anti-collision wall× s
anti-collision wall, show that anti-collision wall bears moment M, in formula: M
anti-collision wallfor anti-collision wall bears moment of flexure, V
anti-collision wallfor anti-collision wall bears shearing, s
anti-collision wallfor rum point is from the distance of bridge floor, get 0.93m; Secondly, according to formula
checking computations anti-collision wall flexural strength, in formula: N
anti-collision wallfor anti-collision wall concentric force, A
nfor section area, M
xfor the moment of flexure of main shaft x, γ
xfor the plastic ratio of member section to main shaft x, W
nxfor the cross section resistance moment of main shaft x, M
yfor the moment of flexure of main shaft y, γ
yfor the plastic ratio of member section to main shaft y, W
nyfor the cross section resistance moment of main shaft y, γ
x, γ
yaccording to the regulation value in " Code for design of steel structures GB50017-2003 ", f
1for the flexural strength design load of steel, when result of calculation meets formula
time, then anti-collision wall intensity meets the demands;
D. Stability Checking; According to formula
checking computations stability, in formula: N
anti-collision wallfor anti-collision wall concentric force;
for the stability reduction coefficient of axially loaded compression in Moment plane, by equivalent slenderness ratio λ
xdetermine,
wherein l is the calculated length of component to main shaft, i be member section to main shaft gyration radius, then according to the coefficient of stability table of the compressed member in " Code for design of steel structures GB50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent moment factor, according to the regulation value in " Code for design of steel structures GB50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
wherein E is the modulus of elasticity of steel; f
2for stability Design value; When result of calculation meets
time, then meet stability requirement;
E. shearing resistance checking computations; Shearing resistance checking computations are pressed
formulae discovery, in formula: S
xfor anti-collision wall x-axis first moment of area, l
xfor x-axis second moment of area, T
wfor web thickness; f
3for shear Design value; When meeting
time, for meeting shearing resistance requirement.
3. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, is characterized in that described cutting way of escape lamp seat forcing checking method is:
A. strength checking; According to street lamp deadweight and according to the Bridge guardrail collision load in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " specify to calculate each cross section is born impact, moment of flexure, concentric force, after shearing, according to formula
checking computations intensity, in formula: N
street lamp pedestalfor the concentric force of street lamp pedestal, A
nfor section area, M
xfor the moment of flexure of main shaft x, γ
xfor the plastic ratio of member section to main shaft x, W
nxfor the cross section resistance moment of main shaft x, M
yfor the moment of flexure of main shaft y, γ
yfor the plastic ratio of member section to main shaft y, W
nyfor the cross section resistance moment of main shaft y, γ
x, γ
yaccording to the regulation value in " Code for design of steel structures GB50017-2003 ", f
1for the flexural strength design load of steel, when meeting
time, meet requirement of strength;
B. Stability Checking; According to formula
checking computations stability, in formula: N
street lamp pedestalfor the concentric force of street lamp pedestal;
for the stability reduction coefficient of axially loaded compression in Moment plane, by equivalent slenderness ratio λ
xdetermine,
wherein l is the calculated length of component to main shaft, i be member section to main shaft gyration radius, then according to the coefficient of stability table of the compressed member in " Code for design of steel structures GB50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent moment factor, according to the regulation value in " Code for design of steel structures GB50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
wherein E is the modulus of elasticity of steel; f
2for stability Design value; When result of calculation meets
time, then meet stability requirement;
C. shearing resistance checking computations; Shearing resistance checking computations are pressed
formulae discovery, in formula: S
xfor street lamp pedestal x-axis first moment of area, l
xfor x-axis second moment of area, T
wfor web thickness; f
3for shear Design value; When meeting
time, for meeting shearing resistance requirement.
4. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, is characterized in that described observation panel is of a size of long 1m, wide 100mm.
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| CN104652299B (en) * | 2015-02-05 | 2016-05-11 | 中铁六局集团有限公司 | Construction method is shifted out in the whole hole of a kind of existing bridges and culverts of electric railway |
| CN106351133B (en) * | 2016-10-19 | 2018-04-17 | 中国水利水电第八工程局有限公司 | A kind of continuous Dumpage type method for dismounting of multispan elevated bridge |
| CN110083848B (en) * | 2018-01-25 | 2023-01-31 | 中铁二院工程集团有限责任公司 | Simplified calculation method for fillet weld on side surface of H-shaped and box-shaped rod piece |
| CN110309622B (en) * | 2019-07-11 | 2023-06-06 | 广东电网有限责任公司 | Power transmission tower structure collapse analysis method |
| CN112813800B (en) * | 2021-03-09 | 2024-06-25 | 上海市城市建设设计研究总院（集团）有限公司 | Replacement connection structure of integral anti-collision wall with side plates of elevated road and construction method of replacement connection structure |
| CN113309016A (en) * | 2021-06-22 | 2021-08-27 | 武汉市汉阳市政建设集团有限公司 | Method for dismantling and recycling single beam of prefabricated small box girder bridge |
| CN119914298B (en) * | 2025-03-31 | 2025-08-15 | 湖南省交通规划勘察设计院有限公司 | Receiving construction method of rectangular jacking pipe in station main body enclosing stage |
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