CN103114862B - Loop butting tunnel lining construction method - Google Patents
Loop butting tunnel lining construction method Download PDFInfo
- Publication number
- CN103114862B CN103114862B CN201310060932.0A CN201310060932A CN103114862B CN 103114862 B CN103114862 B CN 103114862B CN 201310060932 A CN201310060932 A CN 201310060932A CN 103114862 B CN103114862 B CN 103114862B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- group
- template group
- backform
- template
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a loop butting tunnel lining construction method which is used for performing a field operation of secondary tunnel lining concreting. The construction method is characterized in that at least two formwork groups and a formwork trolley are adopted; the formwork groups can be operated to be unfolded and folded by the formwork trolley; the unfolded formwork groups can be separated from the formwork trolley and stabilize in the tunnel to support prehardening concreting; the folded formwork groups can be carried by the formwork trolley to penetrate through the inner side of the unfolded formwork groups; and each formwork group can be in butt joint with one another on end surfaces. By means that a plurality of formwork groups are in butt joint circularly, circulating streamline operation of the formwork groups is operated, continuous concreting operation is realized in the field operation of secondary tunnel lining concreting, damages of concrete resulted from dislocation and squeeze caused by a formwork overlapping method are avoided, quality of concreting is guaranteed, and operation efficiency is improved.
Description
Technical field
The invention belongs to lining construction method, relate in particular to a kind of circulation dock lining construction method.
Background technology
Current Railway Tunnel, the freeway tunnel overwhelming majority adopt the standard design drawing of the Ministry of Railways or Ministry of Communications, take unified Tunnel structure and identical radius, have very strong versatility.< < Railway Tunnel engineering construction quality acceptance criteria > > (TB10753-2010/J1149-2011) clearly stipulates " secondary lining in weak surrounding rock and unfavorable geology tunnel should apply in time; secondary lining must not be greater than 90m apart from the distance IV level country rock of face; V, VI level country rock must not be greater than 70m ", therefore there is a contradiction in the time by force for rapid construction two linings and concrete etc., Concrete intensity insufficient does not allow form removal, just cannot enter next group construction yet.Secondary lining concrete often faulting of slab ends is serious, because new-old concrete contraction situation is inconsistent, is therefore difficult to avoid faulting of slab ends phenomenon.Due to concrete overlap joint extruding, overlap concrete inner structure is damaged, there is piece hidden danger, jeopardize operation security, if dropped on the bullet train or automobile of walking at a high speed, will cause the consequence of especially severe.
Existing scheme is to take the supporting corresponding template system of a set of walking support job platform to carry out the operation of Tunnel Second Lining concrete pouring construction, and walking support system and template system are mutually indivisible; The defect of this system is: 1, etc. the strong time long, affect next and organize lining construction; 2, overlap joint is taked in concrete construction, easily produces faulting of slab ends and falls piece phenomenon; 3, cannot in same tunnel, use many cover template constructions simultaneously, can not continue uninterrupted construction, cannot meet rapid construction requirement.
Summary of the invention
The object of the invention is to propose a kind of technical scheme of the dock lining construction method that circulates.
To achieve these goals, technical scheme of the present invention is: a kind of circulation dock lining construction method, carry out the operation of Tunnel Second Lining concrete pouring construction; Adopt at least two groups are deployable and shrink template group and a formwork jumbo, formwork jumbo behaviour template group is launched and is shunk and in tunnel inner support template group, template group after expansion can be separated with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, the template group inner side that template group in contraction state can be carried from launching by formwork jumbo is passed, and each template group is docked at end face;
Circulation dock lining construction method step is:
A. formwork jumbo is delivered to desired location in tunnel by first group of template group, template group is located and is fixed on formwork jumbo and support of tunnel pin, carry out the construction of Tunnel Second Lining form concrete, when secondary lining concreting completes and concrete reaches after initial set state, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
B. formwork jumbo carries the template group of next group in contraction state and passes from upper one group of template group inner side, then template group is launched and docked at end face with upper one group of template group, template group is fixed on formwork jumbo and support of tunnel pin, carry out the construction of Tunnel Second Lining form concrete, when secondary lining concreting completes and concrete reaches after initial set state, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
C. with step b method, all the other each template group are sequentially docked fixing and carried out the construction of Tunnel Second Lining form concrete;
D. last group template group completes Tunnel Second Lining form concrete construction concrete and reaches the concreting that initial set state and first group of template group support and reach after requirement of strength, formwork jumbo is separated with last group template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
E. after formwork jumbo, move to the position of first group of template group, formwork jumbo is connected with first group of template group, and formwork jumbo operation template group makes concrete demoulding and makes template group in contraction state;
F. first group of template group that formwork jumbo carries in contraction state passed from other template group inner sides, then template group launched and docked at end face with last group template group, template group is fixed on formwork jumbo and support of tunnel pin, carry out the construction of Tunnel Second Lining form concrete, when secondary lining concreting completes and concrete reaches the concreting that initial set state and the most last group of template group support and reaches after requirement of strength, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
G. after formwork jumbo, move to the position of the most last group of template group, with the method for step e and step f, operate, so loop Tunnel Second Lining Construction.
Described template group comprises backform, limit mould, arm of angle mould; Described backform, limit mould, arm of angle mould are the steel design parts with arc-shaped outer surface, and described backform is connected by bearing pin mode with limit mould, and limit mould can be folding to side direction in tunnel; Described limit mould is connected by bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in tunnel.
Further, described Tunnel Second Lining concrete thickness is 300mm～550mm, and concrete strength is C25～C35.
Further, the main radius of described Tunnel Second Lining cross-section is the three-core circle that mm, edge radius are 1000mm, and inverted arch is filled end face apart from vault centre-height 7509mm, and secondary lining concrete thickness is 500mm, concrete strength is C35, and build length is 9000mm at every turn;
The length of described template group is 9000mm; The backform plate that described backform is 1500mm by six block lengths forms, and described backform plate comprises backform panel, backform arch bar, backform arched girder, the backform floor of putting more energy into; Described backform plate thickness is that 10mm, arc radius are that 5710mm, arc length are 4800mm, described backform arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at backform panel two ends, described backform arched girder is arranged on the 20a i iron arched girder in the middle of backform panel, between described backform arch bar and backform arched girder, be provided with many backforms that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described backform stiffening rib distance between plates is 346mm;
The cheek board piece that described limit mould is 1500mm by six block lengths forms, and described cheek board piece comprises limit die face plate, limit mould arch bar, limit mould arched girder, the limit mould floor of putting more energy into; Described limit die face plate thickness is that 10mm, arc radius are that 5710mm, arc length are 7150mm, described limit mould arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at die face plate two ends, limit, described limit mould arched girder is arranged on the 20a i iron arched girder in the middle of the die face plate of limit, between described limit mould arch bar and limit mould arched girder, be provided with many limit moulds that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described limit mould stiffening rib distance between plates is 346mm;
The diameter that connects the described bearing pin of backform and limit mould is 36mm.
The invention has the beneficial effects as follows: utilize many cover template group circulation docking, carry out the circular flow aquation operation of many cover templates, in the operation of Tunnel Second Lining concrete pouring construction, realize continuous concreting construction, avoid faulting of slab ends and squeeze and destroy concrete phenomenon, the quality that has guaranteed concrete construction, has improved efficiency of construction.
Below in conjunction with drawings and Examples, the present invention is described in detail.
Accompanying drawing explanation
Fig. 1 is structure chart of the present invention;
Fig. 2 is that schematic diagram is shunk, launched to template group;
Fig. 3 is periodic duty schematic diagram;
Fig. 4 is backform expanded view;
Fig. 5 is backform end view drawing;
Fig. 6 is limit mould expanded view;
Fig. 7 is limit mould end view drawing;
Fig. 8 is that only backform is subject to Uniform Loads mechanical model;
Fig. 9 is backform Uniform Loads modular unit force diagram only;
Figure 10 is that only limit mould is subject to Uniform Loads mechanical model;
Figure 11 is limit mould Uniform Loads modular unit force diagram only;
Figure 12 is that Bian Mo and backform are subject to Uniform Loads mechanical model;
Figure 13 is Bian Mo and backform Uniform Loads modular unit force diagram.
The specific embodiment
As shown in Figure 1, Figure 2, Fig. 3, a kind of circulation dock lining construction method, carries out the operation of Tunnel Second Lining concrete pouring construction; Adopt three groups of deployable and shrink 1,2,3 and formwork jumbos 4 of template group, formwork jumbo behaviour template group is launched and is shunk and in tunnel inner support template group, template group after expansion can be separated with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, (as shown in Figure 2) passed in the template group inner side that template group in contraction state can have formwork jumbo to carry from launching, and each template group can be docked at end face.
Described template group comprises backform 5, limit mould 6, arm of angle mould 7; Described backform, limit mould, arm of angle mould are the steel design parts with arc-shaped outer surface, and described backform is connected by bearing pin 8 with limit mould, and limit mould can be folding to side direction in tunnel; Described limit mould is connected by bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in tunnel.
The present invention can be 300mm～550mm for concrete thickness, the Tunnel Second Lining concrete construction that concrete strength is C25～C35.
Article one, Tunnel Second Lining cross-section is main radius R=5710mm, and inverted arch is filled end face apart from vault centre-height H=7523mm, and secondary lining concrete thickness is 500mm, and concrete strength is C35, and build length is 9000mm at every turn.
The length of described template group is W=9000mm; As Fig. 4, Fig. 5, described backform is comprised of the backform plate of six block length TW=1500mm, and described backform plate comprises backform panel 5-1, backform arch bar 5-2, backform arched girder 5-3, the backform floor 5-4 that puts more energy into; Described backform plate thickness is 10mm, arc radius TR=5710mm, arc length TL=4800mm, described backform arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at backform panel two ends, described backform arched girder is arranged on the 20a i iron arched girder in the middle of backform panel, between described backform arch bar and backform arched girder, be provided with many backforms that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described backform stiffening rib distance between plates is 346mm;
As Fig. 6, Fig. 7, described limit mould is comprised of the cheek board piece of six block length SW=1500mm, and described cheek board piece comprises limit die face plate 6-1, limit mould arch bar 6-2, limit mould arched girder 6-3, the limit mould floor 6-4 that puts more energy into; Described limit die face plate thickness is 10mm, arc radius SR=5710mm, arc length S L=7150mm, described limit mould arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at die face plate two ends, limit, described limit mould arched girder is arranged on the 20a i iron arched girder in the middle of the die face plate of limit, between described limit mould arch bar and limit mould arched girder, be provided with many limit moulds that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described limit mould stiffening rib distance between plates is 346mm;
The diameter that connects the described bearing pin of backform and limit mould is 36mm.
The excavation progress in the quantity basis tunnel of template group and safe step pitch are determined.
The necessary condition that realizes circulation dock lining construction method is that the structure of described template group makes it have enough intensity and rigidity, can self-stabilization at the concreting of tunnel inner support initial set state; Meanwhile, the physical dimension of template group can be passed other template group in deployed condition under contraction state.
The mechanical calculation method of template group is as follows:
Limit mould is mainly subject to the lateral pressure of concreting, and backform bears concrete gravity load, the part effects such as load, working load of backbreaking.Backform is stressed more than the stressed complexity of limit mould, to backform is stressed, examines calculation, considers that panel and arch bar, arched girder are jointly stressed.Adopt 10mm steel plate, consider two lining concrete thickness 50cm, concrete gravity is pressed 24KN/ cubic meter and is calculated, and gets the local maximum 50cm that backbreaks and examine calculations, and near the impact force consideration grouting port place concrete of concrete inlet is pressed 47KN/ square metre to the extruding force of template.By inspection, calculate, intensity and the amount of deflection of panel, floor meet the demands, and arch bar intensity and arched girder amount of deflection also meet the demands simultaneously.
When vault concrete will pour into completely in concreting, need see mould, avoid extruding force excessive in concreting process to cause template to destroy.
Concreting completes the calculating of rear pattern plate intensity:
A) supposition concreting rear pattern plate group is separated with formwork jumbo immediately.
After concreting completes, platform framework departs from template, and panel is independently born concrete load and own wt, and on arch bar, concrete gravity load is born by arch bar completely, and side plate bears concrete lateral pressure, with this, template is examined to calculation.
Template is considered as to the center of circle fixing below, hinged between limit mould and backform, be subject to perpendicular to uniform what year effect of panel direction, model is set up in the unit that template stressing conditions is reduced to approximately 1 meter of length, the moment of flexure that bear at each position of template is as Fig. 8, Fig. 9, Figure 10, Figure 11.
If only consider, backform is subject to unit force effect, and the load that bear at each position of template is as Fig. 8, and the moment of flexure that bear at each position of template is as Fig. 9;
Under unit Uniform Load, in computation model, rod end internal force value is (unit evenly distributed load q=1)
If only consider, limit mould is subject to unit force effect, and the load that bear at each position of template is as Figure 10, and the moment of flexure that bear at each position of template is as Figure 11;
Under unit Uniform Load, in computation model, rod end internal force value is (unit evenly distributed load q=1)
By above-mentioned two computation models; suppose the complete walking support job platform of removing immediately of concrete concreting, backform mainly bears concrete gravity, and limit mould concrete does not solidify; mainly be subject to concrete lateral pressure, so backform is got 1 meter of thick concrete gravity load q1=24KN/m
2, limit mould is got maximum lateral pressure q2=51.5KN/m
2combine 1.5 meters of template fabric widths.
Limit mould circle centre position: M1=(24 * 0.8498+51.5 * (4.0633)) * 1.5=-283.29KN.m
Mould middle part, limit Unit 4: M2=(24 * (1.9943)+51.5 * 0.6809) * 1.5=-19.2KN.m
Mould middle part, limit Unit 5: M3=(24 * (1.8675)+51.5 * 1.0818) * 1.5=16.347KN.m
Backform middle part: M4=(24 * 1.7043+51.5 * (1.3605)) * 1.5=-43.74KN.m
Mould least favorable cross section, limit is at center of circle At The Height, maximal bending moment 283.29KN, and backform center maximal bending moment 43.74KN.m, the moment of inertia I=3970cm4 of template, the centre of form is apart from Z=10cm
Calculate thus limit mould and bear maximum stress
σ=M.Zx/I=283.29×10
3×0.1/(3970×10
-8)=713.6MPa?>?[σ]=170MPa，
The complete walking support job platform of removing immediately of concreting, mould intensity in limit can not meet the demands.
Backform center maximum stress is:
σ=M.Zx/I=43.74×10
3×0.1/(3970×10
-8)=110.2MPa?<[σ]=170MPa，
The complete dismounting backform of concreting, in 1 meter of situation of arch concrete thickness, backform intensity meets the demands.
By above-mentioned calculating, after concreting completes, can not remove immediately walking and support job platform, need to wait for concrete initial set.
B) supposition concrete initial set rear pattern plate group is separated with formwork jumbo immediately.
Suppose 3～4 hours limit mould concreting time, 3～4 hours backform concreting time, after backform concreting, job platform and template disengaging are supported in walking in 2 hours.5 hours concrete initial set time, when job platform and template disengaging are supported in walking, the initial set completely of limit mould concrete, no longer produces lateral pressure.Suppose that limit mould, backform all only bear concrete gravity, bear identical evenly distributed load; The load that bear at each position of template is as Figure 12, and the moment of flexure that bear at each position of template is as Figure 13, and computation model is as follows:
Under unit Uniform Load, in computation model, rod end internal force value is (unit evenly distributed load q=1)
Can find out that thus mould least favorable cross section, limit is at center of circle At The Height, backform least favorable cross section is in top center, and the moment of flexure of calculating limit mould, backform least favorable section is:
Limit mould circle centre position: M1=24 * (3.2134) * 1.5=-115.68KN.m
Backform middle part: M2=24 * 0.3439 * 1.5=12.38KN.m
Consider the thick sticking steel plate acting in conjunction of panel, arch bar, arched girder and both sides 6mm of template, the moment of inertia of calculation template is: I=2370+1600+491+12.5=4473.5cm4
Intensity is calculated:
Limit mould bears maximum stress:
σ=M.Zx/I=115.68×10
3×0.1/(4473.5×10
-8)=258.6?MPa
σ>[σ]=170MPa，
Backform bears maximum stress
σ=M.Zx/I=12.38×10
3×0.1/(4473.5×10
-8)=27.7?MPa<[σ]=170MPa，
Knowing thus, backform intensity after walking is supported job platform and departed from meets the demands, and limit mould strength deficiency need to improve the rigidity of cheek board.
If consider, limit mould concrete solidifies completely, is only subject to the effect of the power of backform concrete gravity transmission, by previous calculations, can be obtained.
Monolithic limit mould bears maximal bending moment: Mmax=1.9943 * 1.5 * 24=71.8KN.m
Limit mould bears maximum stress
σ=M.Zx/I=71.8×10
3×0.1/(4473.5×10
-8)=160.5?MPa<[σ]=170MPa
Do not consider that limit mould bears concrete load, only consider that backform transmits under load action, limit mould stress has approached ultimate stress.Therefore should improve the bending stiffness of limit mould.
Amount of deflection is calculated:
Under unit load effect, being deformed into of each position of computation model:
The maximum vertical displacement of top board is:
δ=-0.00000033×24×10
3×1.5=-0.01188m=11.9mm
Connecting bearing pin intensitometer calculates:
Backform adopts the bearing pin of diameter 36mm to be connected with limit mould, and hinge otic placode adopts 16mm steel plate, and every template is established 3 groups of hinge ears, 2 blocks of plates of every group of dumpling ear, and connecting hinge place load is all applied on bearing pin, the limiting shearing stress τ u=200MPa of steel.
In template internal force calculating above, draw, the tangential force that connecting hinge place is subject to is:
Fp=-4.82470806 * 24 * 1.5=-173.69KN (tangential pressure)
Normal force is:
Fs=0.61898073×24×1.5?=22.28KN，
The tangential force at connecting hinge place and normal force are shearing for indirect hinge.
Connecting hinge place is tangential, normal direction make a concerted effort be:
F=175.11KN
The shearing bearing on hinge otic placode is:
τ=F/A=175.11×10
3/（3.6×1.6×2×3×10
-4）=50.67MPa<τu=200MPa
The shearing bearing on bearing pin is:
τ=F/A=175.11×10
3/（3.14×1.6^2×3×10
-4）=72.61MPa<τu=200MPa。
Hinge ear and bearing pin intensity meet the demands.
By inspection, calculate: walking is supported job platform on existing completed door frame basis, between column, at 4.3 meters of At The Heights overhead, set up in two I20a i iron strut situations, concreting speed is no more than 2m/h, and the concrete initial set time is that in 5 hours situations, structure meets the demands; In concreting process, panel meets the demands.
Complete in concreting, when job platform disengaging template is supported in walking, after must treating concrete final set, and increase limit mould rigidity assurance construction safety.
The stress surface of arm of angle mould and sectional dimension are significantly smaller than Bian Mo and backform, therefore omit the mechanical calculation of side opposite the angle mould.
According to result of calculation, template group at concrete after initial set state, have meet the demands intensity and rigidity, can self-stabilization at the concreting of tunnel inner support initial set state; Meanwhile, the physical dimension of template group can be passed other template group in deployed condition under contraction state, as shown in Figure 2.
Described formwork jumbo is provided with for launching and shrink the fluid pressure drive device of described template group, formwork jumbo is also provided with for locating, the support leading screw group 9 of fixing and support shuttering group, formwork jumbo is along the walking of tunnel piercing direction, and the maximum speed of travel of formwork jumbo is that 8m/min, the minimum speed of travel are less than 1cm/s.
Described fluid pressure drive device comprises the telescopic oil cylinder 11 that promotes the hoist cylinder 10 of backform lifting and promote limit mould rotation; Described hoist cylinder stroke is 650mm; Described telescopic oil cylinder stroke is 320mm.
Circulation dock lining construction method step is:
A. formwork jumbo is delivered to desired location in tunnel by first group of template group, formwork jumbo launches template group by fluid pressure drive device and support leading screw group, use and support leading screw group by template group location and be fixed on formwork jumbo and support of tunnel pin, as shown in Figure 1; Carry out the construction of Tunnel Second Lining form concrete, when secondary lining concreting completes and concrete 100 reaches after initial set state, releasing support leading screw and hydraulic fluid oil cylinder are connected with template group, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
B. formwork jumbo carries second group of template group in contraction state and passes from first group of template group inner side, as shown in Figure 2; Fluid pressure drive device and support leading screw group are launched template group, use support leading screw group that the template group of expansion is docked at end face with upper first group of template group, template group is fixed on formwork jumbo and support of tunnel pin, carry out the construction of Tunnel Second Lining form concrete, when secondary lining concreting completes and concrete 200 reaches after initial set state, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
C. with step b method, the 3rd group of template group docked with second group of template group and fix and carry out the construction of Tunnel Second Lining form concrete;
D. the 3rd group of template group completes the construction of Tunnel Second Lining form concrete concrete 300 and reaches the mixed 100 solidifying soil of building that initial set state and first group of template group support and reach after requirement of strength, formwork jumbo is separated with the 3rd group of template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
E. after formwork jumbo, move to the position of first group of template group, formwork jumbo is connected with first group of template group, fluid pressure drive device is connected with first group of template group and supports first group of template group, remove the support of template group on support of tunnel pin, the descending 30mm of hoist cylinder, the formwork jumbo 50mm that advances in the other direction, makes concrete demoulding, and the telescopic oil cylinder of formwork jumbo pulls the inner side that limit mould makes progress to draw in, hoist cylinder continues to decline, and makes template group in contraction state;
F. formwork jumbo carries first group of template group in contraction state and passes from second group and the 3rd group of template group inner side, then template group is launched and docked at end face with last group (the 3rd group) template group, formwork jumbo is fixed on template group on formwork jumbo and support of tunnel pin, carry out the construction of Tunnel Second Lining form concrete, as shown in Figure 3; When secondary lining concreting completes and concrete reaches the concreting that initial set state and the most last group of (second group) template group support and reaches after requirement of strength, formwork jumbo is separated with template group, and template group self-stabilization is at the concreting of tunnel inner support initial set state;
G. after formwork jumbo, move to the position of the most last group of (second group) template group, with the method for step e and step f, operate, so loop Tunnel Second Lining Construction.
Fluid pressure drive device is only used as the demoulding and mode transfer, when concreting, not as stressed member, supports the pressure producing when leading screw bears concreting for the location of template group and support shuttering group.
< < Railway Tunnel engineering construction quality acceptance criteria > > (TB10753-2010/J1149-2011) clearly stipulate " secondary lining in the early stage Support Deformation stable before construction, concrete strength during form removal should reach 100% of design strength; The stable rear construction of Support Deformation in the early stage, concrete strength during form removal should reach 8Mpa, moisture-keeping maintaining in time after form removal "; concrete strength increases relevant with the external condition such as environment temperature and humidity etc.; intensity does not reach requirement, must not carry out form removal, otherwise concrete cannot be from surely affecting structure stress; because the restriction of tunnel space is difficult to again meet the above formwork jumbo construction of 2 cover simultaneously, also just cannot the in the situation that of form removal not, carry out next and organize concrete construction.Lapping construction is all taked in traditional concrete construction, and due to the asynchronism(-nization) of new-old concrete construction, therefore concrete shrinkage strain is also different, easily produces faulting of slab ends phenomenon.When concrete is taked lapping construction, in order to ensure the closely connected gapless of overlap joint, must be thereon with hydraulic jack, push and stressedly just can reach requirement, and overlap joint concrete is local concrete, stressed easy generation internal construction is destroyed, thereby may fall piece phenomenon, thereby jeopardizes operation security.For these shortcomings, the present invention such as has realized at the strong time and next group construction is carried out simultaneously, realizes the quick lining cutting of streamlined operation, thoroughly changes traditional concrete lapping construction method, avoids the problem causing because of overlap joint.
If according to common templates chassis method carry out two lining constructions monthly normal index be 10 groups, every group is that 9m is the 90m/ month, and adopt method of the present invention carry out two lining constructions monthly normal index be 15 groups, every group is that 9m is the 135m/ month, monthly can be than the many constructions of common chassis 45m, for 1.5 times of normal work efficiency, greatly accelerate speed of application and saved management cost, guaranteed that tunnel safety step pitch does not exceed standard, this method also avoids common templates chassis method problem, the problem includes: piece and faulting of slab ends problem are fallen in destruction concrete, generation.This method can need to be adjusted the quantity of template group at any time according to site operation.
Claims (4)
1. a circulation dock lining construction method, carries out the operation of Tunnel Second Lining concrete pouring construction; It is characterized in that, adopt at least two groups are deployable and shrink template group and a formwork jumbo, formwork jumbo behaviour template group is launched and is shunk and in tunnel inner support template group, template group after expansion can be separated with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, the template group inner side that template group in contraction state can be carried from launching by formwork jumbo is passed, and each template group is docked at end face;
Circulation dock lining construction method step is:
A. formwork jumbo is delivered to desired location in tunnel by first group of template group, template group is located and is fixed on formwork jumbo and support of tunnel pin, carry out Tunnel Second Lining concrete construction, when Tunnel Second Lining concreting completes and Tunnel Second Lining concrete reaches after initial set state, formwork jumbo is separated with template group, and template group self-stabilization is at the Tunnel Second Lining concrete of tunnel inner support initial set state;
B. formwork jumbo carries the template group of next group in contraction state and passes from upper one group of template group inner side, then template group is launched and docked at end face with upper one group of template group, template group is fixed on formwork jumbo and support of tunnel pin, carry out Tunnel Second Lining concrete construction, when Tunnel Second Lining concreting completes and Tunnel Second Lining concrete reaches after initial set state, formwork jumbo is separated with template group, and template group self-stabilization is at the Tunnel Second Lining concrete of tunnel inner support initial set state;
C. with step b method, all the other each template group are sequentially docked fixing and carried out Tunnel Second Lining concrete construction;
D. last group template group completes Tunnel Second Lining concrete construction Tunnel Second Lining concrete and reaches the Tunnel Second Lining concrete that initial set state and first group of template group support and reach after requirement of strength, formwork jumbo is separated with last group template group, and template group self-stabilization is at the Tunnel Second Lining concrete of tunnel inner support initial set state;
E. after formwork jumbo, move to the position of first group of template group, formwork jumbo is connected with first group of template group, and formwork jumbo operation template group makes concrete demoulding and makes template group in contraction state;
F. first group of template group that formwork jumbo carries in contraction state passed from other template group inner sides, then template group launched and docked at end face with last group template group, template group is fixed on formwork jumbo and support of tunnel pin, carry out Tunnel Second Lining concrete construction, when Tunnel Second Lining concreting completes, and Tunnel Second Lining concrete reaches initial set state, and the Tunnel Second Lining concrete that the most last group of template group supports reaches after requirement of strength, formwork jumbo is separated with template group, template group self-stabilization is at the Tunnel Second Lining concrete of tunnel inner support initial set state,
G. after formwork jumbo, move to the position of the most last group of template group, with the method for step e and step f, operate, so loop Tunnel Second Lining concrete construction.
2. a kind of circulation dock lining construction method according to claim 1, is characterized in that, described template group comprises backform, limit mould, arm of angle mould; Described backform, limit mould, arm of angle mould are the steel design parts with arc-shaped outer surface, and described backform is connected by bearing pin mode with limit mould, and limit mould can be folding to side direction in tunnel; Described limit mould is connected by bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in tunnel.
3. a kind of circulation dock lining construction method according to claim 1, is characterized in that, described Tunnel Second Lining concrete thickness is 300mm～550mm, and Tunnel Second Lining concrete strength is C25～C35.
4. a kind of circulation dock lining construction method according to claim 2, it is characterized in that, the main radius of described Tunnel Second Lining cross-section is the three-core circle that 5710mm, edge radius are 1000mm, inverted arch is filled end face apart from vault centre-height 7509mm, Tunnel Second Lining concrete thickness is 500mm, Tunnel Second Lining concrete strength is C35, and build length is 9000mm at every turn;
The length of described template group is 9000mm; The backform plate that described backform is 1500mm by six block lengths forms, and described backform plate comprises backform panel, backform arch bar, backform arched girder, the backform floor of putting more energy into; Described backform plate thickness is that 10mm, arc radius are that 5710mm, arc length are 4800mm, described backform arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at backform panel two ends, described backform arched girder is arranged on the 20a i iron arched girder in the middle of backform panel, between described backform arch bar and backform arched girder, be provided with many backforms that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described backform stiffening rib distance between plates is 346mm;
The cheek board piece that described limit mould is 1500mm by six block lengths forms, and described cheek board piece comprises limit die face plate, limit mould arch bar, limit mould arched girder, the limit mould floor of putting more energy into; Described limit die face plate thickness is that 10mm, arc radius are that 5710mm, arc length are 7150mm, described limit mould arch bar is arranged on the steel plate that 12mm is thick, 200mm is wide at die face plate two ends, limit, described limit mould arched girder is arranged on the 20a i iron arched girder in the middle of the die face plate of limit, between described limit mould arch bar and limit mould arched girder, be provided with many limit moulds that consist of 75 * 50 * 5 unequal angles floor of putting more energy into, described limit mould stiffening rib distance between plates is 346mm;
The diameter that connects the described bearing pin of backform and limit mould is 36mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310060932.0A CN103114862B (en) | 2013-02-27 | 2013-02-27 | Loop butting tunnel lining construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310060932.0A CN103114862B (en) | 2013-02-27 | 2013-02-27 | Loop butting tunnel lining construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103114862A CN103114862A (en) | 2013-05-22 |
| CN103114862B true CN103114862B (en) | 2014-09-17 |
Family
ID=48413293
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310060932.0A Active CN103114862B (en) | 2013-02-27 | 2013-02-27 | Loop butting tunnel lining construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103114862B (en) |
Families Citing this family (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104790977B (en) * | 2015-03-02 | 2018-04-10 | 甘肃路桥建设集团有限公司 | Tunnel just serves as a contrast formwork jumbo and its construction method |
| CN107654241A (en) * | 2017-10-26 | 2018-02-02 | 中铁隧道集团二处有限公司 | A kind of novel tunnel lining template trolley for baffle |
| CN107829755A (en) * | 2017-11-28 | 2018-03-23 | 中铁隧道集团处有限公司 | Prevent the device and construction method of lining trolley capping tunnel-liner |
| CN107905819A (en) * | 2017-12-21 | 2018-04-13 | 湖南五新隧道智能装备股份有限公司 | A kind of template bearing-type lining trolley |
| CN108301847B (en) * | 2018-03-28 | 2024-02-02 | 中铁八局集团第三工程有限公司 | Hydraulic end mould of tunnel secondary lining trolley and construction method thereof |
| CN109519199B (en) * | 2018-12-12 | 2024-05-31 | 中铁十四局集团有限公司 | Shield tunnel segment supporting trolley |
| CN109869165A (en) * | 2019-04-24 | 2019-06-11 | 陈新 | A kind of anti-skid balancer of constructing tunnel lining device |
| CN113006824B (en) * | 2021-03-24 | 2023-06-30 | 中铁十二局集团有限公司 | Tunnel ditch cable trough walking double-side combined type long template rapid construction method |
| CN113464167B (en) * | 2021-07-02 | 2022-04-15 | 中铁十一局集团汉江重工有限公司 | Multi-template type two-lining trolley for tunnel construction |
| CN113464166B (en) * | 2021-07-02 | 2022-07-05 | 中铁十一局集团汉江重工有限公司 | Tunnel two-lining continuous construction process based on multi-template type two-lining trolley |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU812929A1 (en) * | 1978-01-06 | 1981-03-15 | Специальное Конструкторско-Технологическоебюро "Главтоннельметростроя" | Movable form |
| US4808030A (en) * | 1985-12-25 | 1989-02-28 | Shimizu Construction Co., Ltd. | Shield tunneling method and assembling and disassembling apparatus for use in practicing the method |
| CN100425804C (en) * | 2005-08-08 | 2008-10-15 | 中铁西南科学研究院 | Tunneling synchronous lining method and lining trolley for applying the method |
| CN100424322C (en) * | 2006-08-23 | 2008-10-08 | 中铁隧道集团有限公司 | Full circle once lining segregation type nose girder module bench and its construction method |
| CN101230785B (en) * | 2008-02-22 | 2010-08-11 | 中铁二局股份有限公司 | Construction method for large section and multiple sections tunnel lining |
| CN101586464B (en) * | 2008-05-22 | 2012-03-28 | 中铁十一局集团第一工程有限公司 | Construction method of railway tunnel lining side wall concrete |
| CN201486572U (en) * | 2009-08-05 | 2010-05-26 | 中交隧道工程局有限公司 | Multi-reducing lining mould plate trolley |
| CN102022123B (en) * | 2009-09-09 | 2013-07-03 | 中交隧道工程局有限公司 | Integral lining method for tunnel with altered diameter by model board trolley |
-
2013
- 2013-02-27 CN CN201310060932.0A patent/CN103114862B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN103114862A (en) | 2013-05-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103114862B (en) | Loop butting tunnel lining construction method | |
| CN103089278B (en) | Continuous operation rolling over docking type tunnel lining formwork trolley | |
| CN105350454A (en) | Steel arch rib outer wrapped concrete construction method for steel trussed arch bridge | |
| CN102505708B (en) | Construction method of tunnel at oversized cross section open cut area in track traffic | |
| CN201704630U (en) | Slippage die carrier of concrete cast-in-situ continuous beam | |
| CN108004927B (en) | Double-limb triangular hanging basket and construction method for cantilever beam section of large-span continuous rigid frame bridge | |
| CN102444203A (en) | High-altitude long-span overhanging corridor type reinforced concrete structure and construction method | |
| CN104109999A (en) | Construction method for bridge tower transverse beams | |
| CN105714683A (en) | Installation and dismantling method of high bent cast-in-situ aqueduct suspension type bailey frames | |
| CN203214071U (en) | Continuous operation rolling over docking type tunnel lining model board trolley | |
| CN102587282B (en) | Large-section simply-supported box girder precasting and assembly process under conditions of strong wind and high altitude | |
| CN110184921A (en) | The construction method of steel box-concrete beam lifting system | |
| CN102296542A (en) | Method for constructing high pier capping beams | |
| CN111455852A (en) | Assembling method of movable formwork for bridge construction | |
| CN105401679A (en) | Large-gradient cast-in-place concrete inclined roof construction method | |
| CN106677542A (en) | Construction method of roof base truss structure | |
| CN104631342A (en) | Device and method for closure construction of girder side span of cable-stayed bridge | |
| CN104947604A (en) | Rapid beam-replacing construction method for high speed railway 900 t concrete box beam | |
| CN109629449B (en) | Mounting and positioning support and alignment method for steel-concrete combined section of arch foot of steel box arch bridge | |
| CN103952979B (en) | A kind of steel concrete superposed beam top board erection without scaffolding device and construction method | |
| CN107386246A (en) | A kind of lock chamber wall Construction Through Form on Traveler method | |
| CN201786369U (en) | Temporary support for rapid construction of tunnel | |
| CN101476288B (en) | Cast-in-place moving die carrier of T type bridge flange board | |
| CN105442453A (en) | Construction method for suspension bridge tower crossbeam combination support | |
| CN103422443B (en) | The multidirectional coupling precasting process of frame culvert segment long line method and frame culvert segment template system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |