CN104099879A - Construction method for demolishing anti-collision walls - Google Patents
Construction method for demolishing anti-collision walls Download PDFInfo
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Abstract
The invention relates to the field of construction engineering, in particular to a construction method for demolishing anti-collision walls. The anti-collision walls are arranged on the walls of viaduct bridges and are locally connected with streetlamps. The construction method for demolishing the anti-collision walls includes steps of cutting outer side plates at the lower ends of the anti-collision walls to form observation openings; cutting lower half portions of the outer side plates at the lower ends of the anti-collision walls; cutting partition plates at the lower ends of the anti-collision walls; cutting remaining portions of the outer side plates at the lower ends of the anti-collision walls; performing force condition checking calculation on the cut anti-collision walls; performing weld joint checking calculation on the cut anti-collision walls; performing force condition checking calculation on the cut streetlamps; performing weld joint checking calculation on the cut streetlamps; demolishing the streetlamps, labels, cables and other connectors on the anti-collision walls; cutting certain portions of the anti-collision walls. The force condition checking calculation on the cut anti-collision walls includes intensity checking calculation, stability checking calculation and shearing resistance computation. The force condition checking calculation on the cut streetlamps includes intensity checking calculation, stability checking calculation and shearing resistance computation. The certain portions of the anti-collision walls are positioned above bridge decks. The construction method has the advantages that traffic is unaffected by a construction process, the construction cost can be greatly reduced, the construction efficiency and the construction quality can be guaranteed on the premise that the safety is guaranteed, and expected construction purposes can be achieved.
Description
[technical field]
The present invention relates to construction works field, specifically a kind of dismounting engineering method for anti-collision wall.
[background technology]
In the time of the other newly-increased steel work box beam ring road of next-door neighbour's original high racks, the conventional construction method of prior art is the existing dismounting of the anti-collision wall by original ring road, and sealing closes on original track and the crashproof wall of interim concrete is set carries out the lifting of steel work box beam ring road again.Its working procedure is: seal an overhead upper track and carry out hard isolation → complete removal steel anti-collision wall → steel case beam lifting.
As everyone knows, seal on overhead more than the time that will expend in a track is in half a year substantially, so just give originally with regard to crowded and more make the matter worse on overhead, caused 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, on the time, all expend greatlyr, also brought inconvenience to traffic.
[summary of the invention]
Object of the present invention takes time and effort in anti-collision wall Demolition Construction in order to solve in prior art exactly, for traffic deficiency and the defect such as make troubles, a kind of novel structure, safe and reliable is provided, can greatly reduce the dismounting engineering method for anti-collision wall of construction cost, raising efficiency of construction, described anti-collision wall is located on the bridge wall of viaduct, anti-collision wall is connected with street lamp is local, it is characterized in that the dismounting engineering method step of described anti-collision wall is:
1) outside anti-collision wall lower end, on strength plate F-2, cut observation panel, cutting-height is 1m left and right;
2) Lower Half of strength plate F-2 outside cutting lower end, cutting-height is 1-2m left and right;
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) strength plate F-2 outside cutting residue lower end;
5) anti-collision wall after cutting is carried out to stressed checking computations, the stressed checking computations of anti-collision wall comprise strength checking, Stability Checking, shearing resistance computing;
6) anti-collision wall after cutting is carried out to weld seam checking computations;
7) the street lamp pedestal after cutting is carried out to stressed checking computations, the stressed checking computations of street lamp comprise strength checking, Stability Checking, shearing resistance computing;
8) the street lamp pedestal after cutting is carried out to weld seam checking computations;
9) remove street lamp, label, cable and other attachments on anti-collision wall;
10) the above part anti-collision wall of cutting bridge floor.
The stressed Method for Checking of described anti-collision wall is:
A. measure strength board size and the cross section geometric parameter of anti-collision wall, by in the known cross section geometric parameter input MTStool software after measuring, draw cross section mechanics parameter, cross section mechanics parameter comprises: anti-collision wall section area, anti-collision wall x shaft section resistance moment, the anti-collision wall x axle radius of gyration, anti-collision wall web thickness, anti-collision wall fusion length, anti-collision wall x shaft section area moment;
B. determine anti-collision wall anti-collision level according to the Bridge guardrail collision load regulation in " JTG/T D81-2006 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, 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 member 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 GB 50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent bending moment coefficient, according to the regulation value in " Code for design of steel structures GB 50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
the modulus of elasticity that wherein E is steel; f
2for stability Design value; When result of calculation meets
time, meet stability requirement;
E. shearing resistance checking computations; Shearing resistance checking computations are pressed
formula calculates, in formula: S
xfor anti-collision wall x shaft section area moment, l
xfor x shaft section moment of inertia, 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, measure stiffener both sides leg of a fillet weld height, then adopt by the known parameters recording
the intensity of formula calculation combination weld seam under Moment, in formula: σ
mfor the weld strength of stiffener, W
the combination of x weld seamfor 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 while being all less than weld strength design load, meets weld strength requirement.
The described stressed Method for Checking of cutting way of escape lamp seat is:
A. strength checking; Specify to calculate after the impact of bearing on each cross section, moment of flexure, concentric force, shearing, according to formula according to street lamp deadweight and according to the Bridge guardrail collision load in " JTG/T D81-2006 highway traffic safety facilities design detailed rules and regulations "
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 GB 50017-2003 ", 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 member 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 GB 50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent bending moment coefficient, according to the regulation value in " Code for design of steel structures GB 50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
the modulus of elasticity that wherein E is steel; f
2for stability Design value; When result of calculation meets
time, meet stability requirement;
C. shearing resistance checking computations; Shearing resistance checking computations are pressed
formula calculates, in formula: S
xfor street lamp pedestal x shaft section area moment, l
xfor x shaft section moment of inertia, 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.
Handle relevant formality in cutting construction Qian Xianyaodao traffic department, speed limit label is set and full-time traffic safety expeditor is set.Workman stands in the operating platform as personnel on straight wall ladder truck, uses oxyacetylene gas cutting to carry out section construction operation.When cutting construction, on edge, anti-collision wall top, hanger is installed, hanger is along anti-collision wall length 1.5m, hanger is provided with 2 chain blocks, first on the plate of need cutting, welds hanger, starts cutting after temporary fixed by chain block, preventing from cutting the rear plate ground of directly dropping causes the accident, hanger bottom completely spreads galvanized sheet iron, forms the basin of starting to exchange fire, and prevents that the Mars of cutting directly in the face of pedestrian, vehicle etc. damage with falling.The steel plate cutting 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 neither can affect traffic, also greatly reduces construction cost in the present invention.Solve the deficiency that has affected normal traffic operation in prior art executing a man-hour requirement traffic road of sealing.Can guarantee under safe prerequisite, to ensure efficiency of construction, quality, with without closing traffic road, do not affect and under the normal current state of any traffic, reach efficiently and safely construction expection object.
[brief description of the drawings]
Fig. 1 is construction technology schematic diagram of the prior art;
Fig. 2 is the structural representation adopting after construction technology of the present invention;
Fig. 3 is the anti-collision wall structural representation that needs dismounting in the embodiment of the present invention;
Fig. 4 is the anti-collision wall standard section structural representation in the embodiment of the present invention;
Fig. 5 is illuminating lamp holder and the watch-dog basis profile in the embodiment of the present invention;
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 the cutting rear stressed checking computations figure of street lamp in lower end in the present invention;
As shown in the figure, figure comprises: 1. the viaduct 2. newly-increased ring road steel case beams 5. in temporary steel structural collision protection wall 3. tracks 4. Q235A cable steel sleeve 6. hanger 7. chain blocks 8. that Q235A cable steel sleeve G-8. wall thickness that outside strength plate F-2., under strength plate F-3. dividing plate F-3a., endplate G-1. wall thickness is 3.5mm inside layer F-1. Q235A cable steel sleeve G-2. wall thickness is 4mm the is 3mm basin 9. straight-arm high altitude vehicle 10. street lamp pedestal 22. raw steel structural collision protection walls of starting to exchange fire of mating formation;
Specifying Fig. 2 is 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 this professional people.Should be appreciated that specific embodiment described herein, only in order to explain the present invention, is 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 case beam, by southwest splice sections northeastward, is then crossed over the west south section of turning to, and connected north orientation south splicing three part compositions, the about 1010m of total length.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.The section of spelling floor elevation is consistent with viaduct grade elevation mutually for steel case beam within the scope of this, and spelling mutually gap design is 2cm.Therefore, the anti-collision wall of spelling mutually existing viaduct, position 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, and thickness of slab 14mm adopts Q235C steel; F-2 is outside strength plate, and thickness of slab 10mm adopts Q235C steel; F-3 is dividing plate, and thickness of slab 14mm adopts Q235C steel, spacing 1m.G-1 is Q235A cable steel sleeve, and wall thickness is 3.5mm, and G-8 is steel sleeve, and wall thickness is 3mm.
Steel anti-collision wall Demolition Construction flow process is mainly: outside speed limit label setting → steel anti-collision wall lower end, outside the upper cutting of strength plate F-2 observation panel → cutting lower end, the lower endplate F-3a → cutting of strength plate F-2 → cutting remains strength plate F-2 outside lower end → increase newly street lamp, label and cable etc. on ring road steel beam lifting → dismounting anti-collision wall → the cut above part steel of bridge floor anti-collision wall.This ring road is the dismounting of the section of spelling steel anti-collision wall lower end mutually, adopts straight wall ladder truck, and model is S-80 type, and operation height 26.38m, as personnel's operating platform, uses oxyacetylene gas cutting to carry out construction operation, and cutting flow process is as shown in Fig. 6～Fig. 9.Fig. 6 is first step cutting schematic diagram, the long 1m of cutting between stiffener, the observation panel of wide 100mm, the position of observation cable sleeve pipe.Second step cuts as shown in Figure 7, determines the outside safe cutting position of strength plate and cuts away outside strength plate.The 3rd step is cut as shown in Figure 8, cutting internal partition, and the schematic diagram after cutting is as shown in Figure 9.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.2 of 0.5T chain blocks are set on hanger, first on the plate of need cutting, weld hanger, can start cutting after temporary fixed by chain block, prevent from cutting the rear plate ground of directly dropping and cause the accident.Hanger bottom completely spreads galvanized sheet iron, forms the basin of starting to exchange fire, and cuts slag and do not drop on traffic route while guaranteeing cutting operation.When cutting construction, straight wall high altitude vehicle travel operation on road surface, the i.e. basis of this engineering and post construction area.The dismounting of steel anti-collision wall lifts first 5 days at newly-increased ring road steel case beam and starts to carry out.The steel plate cutting down is placed on the operating platform of high altitude vehicle, then is transported to ground.The technical data providing according to high altitude vehicle producer is learnt: the straight wall high altitude vehicle of S-80 type supporting capacity is 227kg; Limit for tonnage 2 people on high altitude vehicle, altogether 160kg; Within therefore cutting plates weight need be controlled at 60Kg.Known 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 every meter of length of strength plate, therefore a Cutting Length is 0.7m; With the heavy 14.13kg of every meter of length of outside strength plate of steel box beam Welding, therefore a Cutting Length is 4m.
As calculated, steel anti-collision wall is pressed after the cutting of such scheme lower end, by A, A
mthe suffered collision load of level concrete concrete guardrail, meets the demands.Owing to can taking speed limit measure by the passing road of construction one side, general interim anti-collision wall is the crashproof wall of concrete simultaneously, therefore the crashworthiness of the steel anti-collision wall after designing requirement cutting will meet concrete concrete guardrail guardrail crashworthiness.
Guardrail crashworthiness table in " JTG/T D81-2006 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 that the present invention excises the anti-collision wall standard section figure behind lower end, and cutting dividing plate F-3a top, posterior end and bridge top board are flat, dividing plate F-3a bottom and bridge side plate level, and wherein F-4a thickness of slab 14mm, F-6a thickness of slab 14mm, is Q235C steel.According to the specification in " JTG/T D81-2006 highway traffic safety facilities design detailed rules and regulations ", act on the collision load on Bridge guardrail, its size and application point distribute and can determine by table 2.Vmax is drawn by the distribution table of the suffered collision load of concrete guardrail in " JTG/T D81-2006 highway traffic safety facilities design detailed rules and regulations ":
The distribution of the suffered collision load of table 2 concrete concrete guardrail
According to afore mentioned rules, the steel anti-collision wall of cutting behind lower end carries out stressed checking computations by A level is crashproof.An impact standard value therefore pick up the car is 53KN/m.Rum point is by calculating from bridge floor 930mm.Because F-6a spacing is 1m, be 53KN therefore bear impact on each T-shaped cross section.
As shown in figure 12, when anti-collision wall collision, stressed cross section is by T-shaped Cross section calculation for calculation diagram, and depth of section is 250mm.Cross section known parameters and measuring geometric parameters are as follows, and 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.To in above parameter input MTStool software, can draw cross section mechanics parameter.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 following C apart from 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 shaft section moment of inertia; I
x=5733.77cm
4; Y shaft section moment of inertia I
y=116672cm
4; The antitorque moment of inertia I in cross section
z=116.269cm
4; Xy shaft section moment of inertia I
x=0cm
4; X shaft section resistance moment W
x=261.62cm
3; X axle maximum cross-section resistance moment W
xmax=1858.99cm
3; Y shaft section resistance moment W
y=2333.44cm
3; Y axle maximum cross-section resistance moment W
ymax=2333.44cm
3; X axle radius of gyration ix=5.75cm; Y axle radius of gyration i
y=25.94cm; X shaft section area moment S
x=336.2cm
3; Y shaft section area moment S
y=1755.9cm
3.
Stressed checking computations:
Anti-collision wall bears shear V max=53KN,
Anti-collision wall bears moment M max=53KN*0.93m=49.29KN.m
Anti-collision wall Axial Compression Loads power 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 member λ=980/57.5=17, table 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 checking computations:
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 combination=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 stressed checking computations of lower end cutting way of escape lamp seat are as follows:
As shown in figure 13, Figure 13 is the stressed checking computations figure of street lamp 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 do not consider, only considers the deadweight of street lamp, is made as 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, and section material type: Q235, 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.
After input MTStool software, show that cross section mechanics parameter is as follows, the centre of form is apart from the left side, cross section C
x=35cm, the centre of form is following C apart from cross section
y=21.15cm, section area A=131.31cm
2, x is to shearing area A
x=81.66cm
2, y is to shearing area, A
y=35cm
2, x shaft section moment of inertia I
x=5411.76cm
4, y shaft section moment of inertia I
y=40022.3cm
4, the antitorque moment of inertia I in cross section
z=88.8288cm
4, xy shaft section moment of inertia I
xy=0cm
4, x shaft section resistance moment W
x=255.83cm
3, x axle maximum cross-section resistance moment W
xmax=1406.76cm
3, y shaft section resistance moment W
y=1143.49cm
3, y axle maximum cross-section resistance moment W
ymax=1143.49cm
3, x axle radius of gyration i
x=6.41cm, y axle radius of gyration i
y=17.45cm, x shaft section area moment S
x=313.21cm
3, y shaft section area moment S
y=863.4cm
3.
Stressed checking computations:
While not being impacted, anti-collision wall bears moment of flexure
Mmax＝(2.32+G/2)KN*0.452m＝(1.05+0.226G)KN.m
Anti-collision wall Axial Compression Loads power Nmax=2.32KN+0.5G while not being impacted
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
The checking computations that are impacted of cutting way of escape lamp seat position anti-collision wall:
On each T-shaped cross section, bearing 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 member λ=980/64.1=15.3, table 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 checking computations:
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 combination=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 be in cutting starting point before cutting construction, the 0 minimum 150m of reverse vehicle heading place of axis place hangs the traffic marking board of " men working is slowed down and gone slowly ", " speed limit 40 ".Cutting disassembling projection line both sides, anti-collision wall lower end respectively add the below ground region of 3m and must isolate with warning line or traffic fence, and arrange special messenger to guard.Anti-collision wall internal electrical cable all has steel pipe sleeve pipe, when cutting construction, can play a good protection to cable; But for guaranteeing safety, before the cutting of lower end, must do the interim power-off of Internal cable, and confirm.When cutting, cutting speed is also controlled in the oblique below of flame, prevents that flame overstand from causing steel sleeve inner cable line loss wound.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 is carried out after newly-built ring road steel pile equipment, and 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 being executed man-hour requirement complete removal and set up interim anti-collision wall temporarily, and track 3 needs sealing, causes vehicle impassable, and traffic is impacted.Use effect after former anti-collision wall being optimized after construction technology of the present invention as shown in Figure 2, existing steel work anti-collision wall 2 is optimized to rear track 3 without sealing, vehicle can normally pass through, on traffic without impact.
Claims (7)
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 is local, it is characterized in that the dismounting engineering method step of described anti-collision wall is:
1) the upper cutting of strength plate (F-2) observation panel outside anti-collision wall lower end;
2) Lower Half of strength plate (F-2) outside cutting lower end;
3) the lower endplate (F-3a) of cutting;
4) strength plate (F-2) outside cutting residue lower end;
5) anti-collision wall after cutting is carried out to stressed checking computations, the stressed checking computations of anti-collision wall comprise strength checking, Stability Checking, shearing resistance computing;
6) anti-collision wall after cutting is carried out to weld seam checking computations;
7) the street lamp pedestal after cutting is carried out to stressed checking computations, the stressed checking computations of street lamp comprise strength checking, Stability Checking, shearing resistance computing;
8) the street lamp pedestal after cutting is carried out to weld seam checking computations;
9) remove street lamp, label, cable and other attachments on anti-collision wall;
10) the above part anti-collision wall of cutting bridge floor.
2. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, is characterized in that the described stressed Method for Checking of anti-collision wall is:
A. measure strength board size and the cross section geometric parameter of anti-collision wall, by in the known cross section geometric parameter input MTStool software after measuring, draw cross section mechanics parameter, cross section mechanics parameter comprises: anti-collision wall section area, anti-collision wall x shaft section resistance moment, the anti-collision wall x axle radius of gyration, anti-collision wall web thickness, anti-collision wall fusion length, anti-collision wall x shaft section area moment;
B. the Bridge guardrail collision load regulation in basis " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " is determined anti-collision wall anti-collision level, and specifies that by strength board size and according to the Bridge guardrail collision load in " JTG/TD81-2006 highway traffic safety facilities design detailed rules and regulations " calculating anti-collision wall bears 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 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, 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 member 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 GB 50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent bending moment coefficient, according to the regulation value in " Code for design of steel structures GB 50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
the modulus of elasticity that wherein E is steel; f
2for stability Design value; When result of calculation meets
time, meet stability requirement;
E. shearing resistance checking computations; Shearing resistance checking computations are pressed
formula calculates, in formula: S
xfor anti-collision wall x shaft section area moment, l
xfor x shaft section moment of inertia, 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 anti-collision wall weld seam and the Method for Checking of street lamp pedestal weld seam are: first, measure stiffener both sides leg of a fillet weld height, then adopt by the known parameters recording
formula calculates weld seam and is combined in the intensity under Moment, in formula: σ
mfor the weld strength of stiffener, W
the combination of x weld seamfor 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 while being all less than weld strength design load, meets weld strength requirement.
4. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, is characterized in that the described stressed Method for Checking of cutting way of escape lamp seat is:
A. strength checking; Specify to calculate after the impact of bearing on each cross section, moment of flexure, concentric force, shearing, according to formula according to street lamp deadweight and according to the Bridge guardrail collision load in " JTG/T D81-2006 highway traffic safety facilities design detailed rules and regulations "
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 member 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 GB 50017-2003 ", draw corresponding
value; A is section area, β
mxfor equivalent bending moment coefficient, according to the regulation value in " Code for design of steel structures GB 50017-2003 "; W
lxfor gross cross-sectional modulus spacing to larger pressurized in Moment plane; N '
exfor parameter,
the modulus of elasticity that wherein E is steel; f
2for stability Design value; When result of calculation meets
time, meet stability requirement;
C. shearing resistance checking computations; Shearing resistance checking computations are pressed
formula calculates, in formula: S
xfor street lamp pedestal x shaft section area moment, l
xfor x shaft section moment of inertia, T
wfor web thickness; f
3for shear Design value; When meeting
Time, for meeting shearing resistance requirement.
5. 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 1mm, wide 100mm.
6. a kind of dismounting engineering method for anti-collision wall as claimed in claim 1, while it is characterized in that cutting construction, on edge, anti-collision wall top, hanger is installed, hanger is along anti-collision wall length 1.5m, hanger is provided with 2 chain blocks, first on the plate of need cutting, weld hanger, start cutting after temporary fixed by chain block; Hanger bottom completely spreads galvanized sheet iron, forms the basin of starting to exchange fire.
7. a kind of dismounting engineering method for anti-collision wall as claimed in claim 6, is characterized in that described hanger adopts L50*3 and L50*5 angle steel to be welded.
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