CN103114862A - Loop butting tunnel lining construction method - Google Patents
Loop butting tunnel lining construction method Download PDFInfo
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- CN103114862A CN103114862A CN2013100609320A CN201310060932A CN103114862A CN 103114862 A CN103114862 A CN 103114862A CN 2013100609320 A CN2013100609320 A CN 2013100609320A CN 201310060932 A CN201310060932 A CN 201310060932A CN 103114862 A CN103114862 A CN 103114862A
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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 the lining construction method, relate in particular to a kind of circulation dock lining construction method.
Background technology
Present 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 " be clear " secondary lining in weak surrounding rock and unfavorable geology tunnel should in time apply; secondary lining must not be greater than 90m apart from IV level country rock apart from face; V, VI level country rock must not be greater than 70m " (TB10753-2010/J1149-2011), therefore there is a contradiction in the strong times such as rapid construction two linings and concrete, Concrete intensity insufficient does not allow form removal, just can't enter next group construction yet.Secondary lining concrete often faulting of slab ends is serious, because new-old concrete contraction situation is inconsistent, therefore is difficult to avoid the faulting of slab ends phenomenon.Due to concrete overlap joint extruding, the overlap concrete inner structure is damaged, there is piece hidden danger, jeopardize operation security, if drop on the bullet train or automobile of walking at a high speed, will cause the consequence of especially severe.
Existing scheme is to take a supporting corresponding template system of cover 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 defective 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 the piece phenomenon; 3, can't use simultaneously the construction of many cover templates in same tunnel, can not continue uninterrupted construction, can't satisfy the rapid construction requirement.
Summary of the invention
The objective 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 done to launch and is shunk and in tunnel inner support template group, template group after expansion can separate with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, the template group that is in contraction state can be carried from the template group inboard of launching by formwork jumbo and be 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 the tunnel with 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 is completed and after concrete reaches the initial set state, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
B. formwork jumbo carries template group that next group is in contraction state and passes from upper one group of template group inboard, 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 is completed and after concrete reaches the initial set state, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
C. sequentially dock all the other each template group fixing with step b method and carry out the construction of Tunnel Second Lining form concrete;
D. after last group template group is completed Tunnel Second Lining form concrete construction and concrete and is reached concreting that initial set state and first group of template group support and reach requirement of strength, formwork jumbo separates with last group template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
E. move to the position of first group of template group after formwork jumbo, formwork jumbo is connected with first group of template group, and formwork jumbo operation template group makes concrete demoulding and makes template group be in contraction state;
F. formwork jumbo carries first group of template group being in contraction state and passes from other template group inboards, 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 is completed and after concrete reaches concreting that initial set state and the most last group of template group support and reach requirement of strength, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
G. move to the position of the most last group of template group after formwork jumbo, operate with the method for step e and step f, 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 the bearing pin mode with the limit mould, and the limit mould can be folding to side direction in the tunnel; Described limit mould is connected by the bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in the tunnel.
Further, described Tunnel Second Lining concrete thickness is 300mm～550mm, and concrete strength is C25～C35.
Further, described Tunnel Second Lining cross-section master radius is that mm, edge radius are the three-core circle of 1000mm, and inverted arch is filled end face apart from vault centre-height 7509mm, and the 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 the backform panel, be provided with many backforms that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described backform arch bar and backform arched girder, 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, be provided with many limit moulds that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described limit mould arch bar and limit mould arched girder, 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, realize the continuous concreting construction in the operation of Tunnel Second Lining concrete pouring construction, avoid faulting of slab ends and squeeze and destroy concrete phenomenon, guarantee the quality of concrete construction, improved efficiency of construction.
Below in conjunction with drawings and Examples, the present invention is made a detailed description.
Description of drawings
Fig. 1 is structure chart of the present invention;
Fig. 2 is that schematic diagram is shunk, launched to template group;
Fig. 3 is the periodic duty schematic diagram;
Fig. 4 is the backform expanded view;
Fig. 5 is the 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 subjected to the Uniform Loads mechanical model;
Fig. 9 is backform Uniform Loads modular unit force diagram only;
Figure 10 is that only the limit mould is subjected to the 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 subjected to the Uniform Loads mechanical model;
Figure 13 is Bian Mo and backform Uniform Loads modular unit force diagram.
The specific embodiment
As Fig. 1, Fig. 2, Fig. 3, a kind of circulation dock lining construction method is carried out the operation of Tunnel Second Lining concrete pouring construction; Adopt three groups of deployable and shrink template group 1,2,3 and formwork jumbos 4, formwork jumbo behaviour template group is done to launch and is shunk and in tunnel inner support template group, template group after expansion can separate with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, the template group that is in contraction state can have formwork jumbo to carry from the template group inboard of launching to pass (as shown in Figure 2), 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 the limit mould, and the limit mould can be folding to side direction in the tunnel; Described limit mould is connected by the bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in the tunnel.
It is 300mm～550mm that the present invention can be used for concrete thickness, and concrete strength is the Tunnel Second Lining concrete construction of C25～C35.
Article one, the 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 the 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 the backform panel, be provided with many backforms that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described backform arch bar and backform arched girder, 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, be provided with many limit moulds that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described limit mould arch bar and limit mould arched girder, 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; Simultaneously, the physical dimension of template group can be passed the template group that other is in deployed condition under contraction state.
The mechanical calculation method of template group is as follows:
The limit mould mainly is subjected to the lateral pressure of concreting, and backform bears the concrete gravity load, the part effects such as load, working load of backbreaking.Backform is stressed more than the stressed complexity of limit mould, examines calculation to backform is stressed, considers that panel and arch bar, arched girder are jointly stressed.Adopt the 10mm steel plate, consider two lining concrete thickness 50cm, concrete gravity is pressed the 24KN/ cubic meter and is calculated, and gets the local maximum 50cm that backbreaks and examines calculation, and near the impact force the concrete inlet considers that grouting port place concrete presses 47KN/ square metre to the extruding force of template.Calculate by inspection, 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 in concreting, the vault concrete will pour into completely, need see mould, avoid extruding force excessive in concreting process to cause template to destroy.
The calculating of rear pattern plate intensity is completed in concreting:
A) supposition concreting rear pattern plate group is separated with formwork jumbo immediately.
After concreting was completed, platform framework broke away from template, and panel is independently born concrete load and own wt, and on arch bar, the concrete gravity load is born by arch bar fully, and side plate bears concrete lateral pressure, with this, template is examined calculation.
Be considered as below the center of circle template fixing, hinged between limit mould and backform, be subjected to perpendicular to uniform what year effect of panel direction the template stressing conditions to be reduced to length approximately to set up model in the unit of 1 meter, each position of template moment of flexure of bearing such as Fig. 8, Fig. 9, Figure 10, Figure 11.
If only consider that backform is subjected to the unit force effect, load such as Fig. 8 of bearing of each position of template, moment of flexure such as the Fig. 9 that bear at template each position;
Under the unit Uniform Load, in computation model, rod end internal force value is (the evenly distributed load q of unit=1)
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Element number axle power shearing moment of flexure axle power shearing moment of flexure
--------------------------------------------------------------------------------------------------------------------
1 -2.46057709 -1.40789737
0.84982937 -2.46057709 -1.40789737 -0.59311090
2 -2.67089130 -0.95023908 -0.59311090 -2.67089130 -0.95023908 -1.57074945
3 -2.80508730 -0.40999984 -1.57074945 -2.80508730 -0.40999984 -1.99432116
4 -2.83219795 0.12356932
-1.99432116 -2.83219795 0.12356932 -1.86751953
5 -2.75608391 0.66378921
-1.86751953 -2.75608391 0.66378921 -1.18063399
6 -2.58891617 1.15504446 -1.18063399 -2.58891617 1.15504446 0.00000000
7 -2.36019121 1.57038597 0.00000000 -2.36019121 0.78852920 0.92216689
8 -2.21396663 1.13606012 0.92216689 -2.21396663 0.33774940 1.51044586
9 -2.14534626 0.64281595 1.51044586 -2.14534626 -0.15943089 1.70434293
10 -2.14512698 0.16235460
1.70434293 -2.14512698 -0.63989225 1.51279139
11 -2.21334228 -0.33488474 1.51279139 -2.21334228 -1.13319545 0.92679932
12 -2.36476970 -0.76868737 0.92679932 -2.36476970 -1.56348294 0.00000000
13 -2.58215195 -1.17008801 0.00000000 -2.58215195 -1.17008801 -1.22211197
14 -2.76167014 -0.64015048 -1.22211197 -2.76167014 -0.64015048 -1.87493993
15 -2.83239412 -0.11898803 -1.87493993 -2.83239412 -0.11898803 -1.99798184
16 -2.80683218 0.39787906 -1.99798184 -2.80683218 0.39787906 -1.58693213
17 -2.67746804 0.93154684 -1.58693213 -2.67746804 0.93154684 -0.63748526
18 -2.45542318 1.41686683 -0.63748526 -2.45542318 1.41686683 0.78510831
If only consider that the limit mould is subjected to the unit force effect, load such as Figure 10 of bearing of each position of template, moment of flexure such as the Figure 11 that bear at template each position;
Under the unit Uniform Load, in computation model, rod end internal force value is (the evenly distributed load q of unit=1)
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Element number axle power shearing moment of flexure axle power shearing moment of flexure
--------------------------------------------------------------------------------------------------------------------
1 -2.89509807 2.59307521
-4.06330833 -2.89509807 1.56818497 -1.93089085
2 -2.57189005 2.05576713 -1.93089085 -2.57189005 1.02693284 -0.34509713
3 -2.32163456 1.50970939 -0.34509713 -2.32163456 0.47660726 0.68093684
4 -2.19098591 0.90372688
0.68093684 -2.19098591 -0.12243101 1.08180330
5 -2.17386671 0.29951983
1.08180330 -2.17386671 -0.73527483 0.85634483
6 -2.27147270 -0.32670677 0.85634483 -2.27147270 -1.34886136 0.00000000
7 -2.46451685 -0.95140523 0.00000000 -2.46451685 -0.95140523 -0.74386262
8 -2.57996740 -0.56814031 -0.74386262 -2.57996740 -0.56814031 -1.19741512
9 -2.63395089 -0.20326812 -1.19741512 -2.63395089 -0.20326812 -1.36048633
10 -2.63480436 0.19188852
-1.36048633 -2.63480436 0.19188852 -1.20654437
11 -2.58239749 0.55699050 -1.20654437 -2.58239749 0.55699050 -0.76189288
12 -2.46172638 0.95860233 -0.76189288 -2.46172638 0.95860233 0.00000000
13 -2.27928234 1.33562241 0.00000000 -2.27928234 0.29116083 0.84955630
14 -2.17770299 0.73315230 0.84955630 -2.17770299 -0.28665161 1.07722787
15 -2.19317715 0.12055477 1.07722787 -2.19317715 -0.91351486 0.66723990
16 -2.32269800 -0.49960928 0.66723990 -2.32269800 -1.53271141 -0.38255751
17 -2.57461681 -1.05616216 -0.38255751 -2.57461681 -2.07537755 -1.97841424
18 -2.91797171 -1.55604782 -1.97841424 -2.91797171 -2.56008965 -4.04480134
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 subjected to concrete lateral pressure, so backform is got 1 meter thick concrete gravity load q1=24KN/m
2, the limit mould is got maximum lateral pressure q2=51.5KN/m
2Make up 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 the 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 situation of arch concrete thickness, backform intensity meets the demands.
By above-mentioned calculating, after concreting is completed, 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, job platform is supported in backform concreting walking in complete rear 2 hours and template breaks away from.5 hours concrete initial set time, when job platform and template disengaging were supported in walking, mould concrete initial set fully in limit no longer produced lateral pressure.Suppose that limit mould, backform all only bear concrete gravity, bear identical evenly distributed load; Load such as Figure 12 of bearing of each position of template, moment of flexure such as the Figure 13 that bear at template each position, computation model is as follows:
Under the unit Uniform Load, in computation model, rod end internal force value is (the evenly distributed load q of unit=1)
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Element number axle power shearing moment of flexure axle power shearing moment of flexure
--------------------------------------------------------------------------------------------------------------------
1 -5.35567516 1.18517784
-3.21347896 -5.35567516 0.16028760 -2.52400176
2 -5.24278134 1.10552806 -2.52400176 -5.24278134 0.07669376 -1.91584658
3 -5.12672186 1.09970955 -1.91584658 -5.12672186 0.06660742 -1.31338431
4 -5.02318387 1.02729619 -1.31338431 -5.02318387 0.00113831 -0.78571623
5 -4.92995062 0.96330904 -0.78571623 -4.92995062 -0.07148562 -0.32428917
6 -4.86038887 0.82833769 -0.32428917 -4.86038887 -0.19381690 0.00000000
7
-4.82470806 0.61898073 0.00000000 -4.82470806 -0.16287603 0.17830427
8 -4.79393404 0.56791981 0.17830427 -4.79393404 -0.23039091 0.31303074
9 -4.77929715 0.43954783 0.31303074 -4.77929715 -0.36269902 0.34385660
10 -4.77993134 0.35424312
0.34385660 -4.77993134 -0.44800373 0.30624702
11 -4.79573977 0.22210576 0.30624702 -4.79573977 -0.57620496 0.16490643
12 -4.82649608 0.18991496 0.16490643 -4.82649608 -0.60488061 0.00000000
13 -4.86143429 0.16553441 0.00000000 -4.86143429 -0.87892718 -0.37255567
14 -4.93937314 0.09300181 -0.37255567 -4.93937314 -0.92680209 -0.79771206
15 -5.02557128 0.00156674 -0.79771206 -5.02557128 -1.03250289 -1.33074194
16 -5.12953018 -0.10173022 -1.33074194 -5.12953018 -1.13483234 -1.96948964
17 -5.25208485 -0.12461532 -1.96948964 -5.25208485 -1.14383071 -2.61589950
18 -5.37339489 -0.13918098 -2.61589950 -5.37339489 -1.14322281 -3.25969303
Can find out thus mould least favorable cross section, limit 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:
The 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 broken away from meets the demands, and limit mould strength deficiency needs to improve the rigidity of cheek board.
If consider that limit mould concrete solidifies fully, only be subjected to the effect of the power of backform concrete gravity transmission, can be got by previous calculations.
Monolithic limit mould bears maximal bending moment: Mmax=1.9943 * 1.5 * 24=71.8KN.m
The 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 namely the limit mould bears the concrete load, only consider that backform transmits under load action, limit mould stress is near ultimate stress.Therefore should improve the bending stiffness of limit mould.
Amount of deflection is calculated:
Under the unit load effect, being deformed into of each position of computation model:
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--------------------------------------------------- ---------------------------------------------------
Element number u-horizontal movement v-vertical displacement corner u-horizontal movement v-vertical displacement corner
---------------------------------------------------------------------------------------------------------------------
1 0.00000000 0.00000000 0.00000000 0.00000001 -0.00000003 -0.00000002
2 0.00000001 -0.00000003 -0.00000002 0.00000002 -0.00000007 -0.00000003
3 0.00000002 -0.00000007 -0.00000003 0.00000003 -0.00000011 -0.00000003
4 0.00000003 -0.00000011 -0.00000003 0.00000004 -0.00000016 -0.00000003
5 0.00000004 -0.00000016 -0.00000003 0.00000004 -0.00000021 -0.00000003
6 0.00000004 -0.00000021 -0.00000003 0.00000002 -0.00000024 -0.00000002
7 0.00000002 -0.00000024 -0.00000004 0.00000001 -0.00000028 -0.00000003
8 0.00000001 -0.00000028 -0.00000003 -0.00000001 -0.00000030 -0.00000002
9 -0.00000001 -0.00000030 -0.00000002 -0.00000004 -0.00000032 -0.00000002
10 -0.00000004 -0.00000032 -0.00000002 -0.00000006 -0.00000033 -0.00000001
11 -0.00000006 -0.00000033 -0.00000001 -0.00000009 -0.00000033 0.00000000
12 -0.00000009 -0.00000033 0.00000000 -0.00000011 -0.00000032 0.00000000
13 -0.00000011 -0.00000032 0.00000005 -0.00000011 -0.00000025 0.00000005
14 -0.00000011 -0.00000025 0.00000005 -0.00000010 -0.00000019 0.00000006
15 -0.00000010 -0.00000019 0.00000006 -0.00000007 -0.00000013 0.00000006
16 -0.00000007 -0.00000013 0.00000006 -0.00000004 -0.00000007 0.00000005
17 -0.00000004 -0.00000007 0.00000005 -0.00000001 -0.00000003 0.00000003
18 -0.00000001 -0.00000003 0.00000003 0.00000000 0.00000000 0.00000000
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The maximum vertical displacement of top board is:
δ=-0.00000033×24×10
3×1.5=-0.01188m=11.9mm
Connecting the bearing pin intensitometer calculates:
Backform and limit mould adopt the bearing pin of diameter 36mm to be connected, and the hinge otic placode adopts the 16mm steel plate, and every template is established 3 groups and cut with scissors ears, 2 blocks of plates of every group of dumpling ear, and connecting hinge place load all is applied on bearing pin, the limiting shearing stress τ u=200MPa of steel.
Draw in being calculated by front face die plate internal force, the tangential force that the 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.
The connecting hinge place is tangential, normal direction make a concerted effort be:
F=175.11KN
The shearing that bears on the 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 that bears 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.
Calculate by inspection: walking is supported job platform on existing completed door frame basis, set up in two I20a i iron strut situations at 4.3 meters At The Heights overhead between column, concreting speed is no more than 2m/h, and the concrete initial set time is that in 5 hours situations, structure meets the demands; Panel meets the demands in the concreting process.
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 after concrete is in the initial set state, have meet the demands intensity and rigidity, can self-stabilization at the concreting of tunnel inner support initial set state; Simultaneously, the physical dimension of template group can be passed the template group that other is in deployed condition under contraction state, as shown in Figure 2.
Described formwork jumbo is provided with for expansion and shrinks the fluid pressure drive device of described template group, formwork jumbo also is provided with the support leading screw group 9 for location, 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 hoist cylinder 10 that promotes the backform lifting and promotes the telescopic oil cylinder 11 that the limit mould rotates; 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 the tunnel with first group of template group, formwork jumbo launches template group by fluid pressure drive device and support leading screw group, use and support the leading screw group with the 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 is completed and after concrete 100 reaches the initial set state, remove to support being connected of leading screw and hydraulic fluid oil cylinder and template group, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
B. formwork jumbo carries second group of template group that is in contraction state and passes from first group of template group inboard, 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 launching 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 is completed and after concrete 200 reaches the initial set state, formwork jumbo separates with template group, and the 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 Tunnel Second Lining form concrete and construct;
D. the 3rd group of template group completes that the construction of Tunnel Second Lining form concrete and concrete 300 reach that initial set state and first group of template group support builds after mixed 100 solidifying soil reach requirement of strength, formwork jumbo separates with the 3rd group of template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
E. move to the position of first group of template group after formwork jumbo, 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 the 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 inboard that the limit mould makes progress to draw in, hoist cylinder continues to descend, and makes template group be in contraction state;
F. formwork jumbo carries first group of template group being in contraction state and passes from second group and the 3rd group of template group inboard, then template group is launched and docked at end face with last group (namely 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 is completed and after concrete reaches concreting that initial set state and the most last group of (namely second group) template group support and reach requirement of strength, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
G. move to the position of the most last group of (namely second group) template group after formwork jumbo, operate with the method for step e and step f, so loop Tunnel Second Lining Construction.
Fluid pressure drive device only uses as the demoulding and mode transfer, not as stressed member, supports leading screw and is used for the pressure that produces when the location of template group and support shuttering group are born concreting when concreting.
" Railway Tunnel engineering construction quality acceptance criteria " (TB10753-2010/J1149-2011) clear " secondary lining in the early stage Support Deformation stable before construction, the 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, timely moisture-keeping maintaining 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 can't be from surely affecting structure stress; be embedded with the construction of cope match-plate pattern chassis because the restriction of tunnel space is difficult to again satisfy simultaneously 2, also just can't in the situation that not form removal 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 the 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 push with hydraulic jack and stressedly just can reach requirement, and the overlap joint concrete is local concrete, stressed easy generation internal construction is destroyed, thereby may fall the piece phenomenon, thereby jeopardizes operation security.For these shortcomings, the present invention has realized etc. that strong time and next group construction carry out simultaneously, realizes the quick lining cutting of streamlined operation, thoroughly changes traditional concrete lapping construction method, avoids the problem that causes because of overlap joint.
Construct per month that normal index is 10 groups if carry out two linings according to common templates chassis method, every group is that 9m is the 90m/ month, construct per month that normal index is 15 groups and adopt method of the present invention to carry out two linings, every group is that 9m is the 135m/ month, namely per month can be than the common chassis 45m that constructs more, be 1.5 times of normal work efficiency, greatly accelerate speed of application and saved management cost, guaranteed that the 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 be adjusted at any time according to the site operation needs quantity of template group.
Claims (4)
1. a circulation dock lining construction method, carry 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 done to launch and is shunk and in tunnel inner support template group, template group after expansion can separate with formwork jumbo and self-stabilization at the concreting of tunnel inner support initial set state, the template group that is in contraction state can be carried from the template group inboard of launching by formwork jumbo and be 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 the tunnel with 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 is completed and after concrete reaches the initial set state, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
B. formwork jumbo carries template group that next group is in contraction state and passes from upper one group of template group inboard, 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 is completed and after concrete reaches the initial set state, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
C. sequentially dock all the other each template group fixing with step b method and carry out the construction of Tunnel Second Lining form concrete;
D. after last group template group is completed Tunnel Second Lining form concrete construction and concrete and is reached concreting that initial set state and first group of template group support and reach requirement of strength, formwork jumbo separates with last group template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
E. move to the position of first group of template group after formwork jumbo, formwork jumbo is connected with first group of template group, and formwork jumbo operation template group makes concrete demoulding and makes template group be in contraction state;
F. formwork jumbo carries first group of template group being in contraction state and passes from other template group inboards, 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 is completed and after concrete reaches concreting that initial set state and the most last group of template group support and reach requirement of strength, formwork jumbo separates with template group, and the template group self-stabilization is at the concreting of tunnel inner support initial set state;
G. move to the position of the most last group of template group after formwork jumbo, operate with the method for step e and step f, so loop Tunnel Second Lining 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 the bearing pin mode with the limit mould, and the limit mould can be folding to side direction in the tunnel; Described limit mould is connected by the bearing pin mode with arm of angle mould, and arm of angle mould can be folding to side direction in the 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 concrete strength is C25～C35.
4. a kind of circulation dock lining construction method according to claim 1 and 2, it is characterized in that, described Tunnel Second Lining cross-section master radius is that 5710mm, edge radius are the three-core circle of 1000mm, inverted arch is filled end face apart from vault centre-height 7509mm, the 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 the backform panel, be provided with many backforms that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described backform arch bar and backform arched girder, 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, be provided with many limit moulds that are made of 75 * 50 * 5 unequal angles floor of putting more energy between described limit mould arch bar and limit mould arched girder, 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.
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| CN104790977A (en) * | 2015-03-02 | 2015-07-22 | 甘肃路桥建设集团有限公司 | Tunnel primary lining formwork trolley and construction method thereof |
| 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 |
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| 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 |
| CN113006824A (en) * | 2021-03-24 | 2021-06-22 | 中铁十二局集团有限公司 | Walking double-side combined type long template rapid construction method for tunnel ditch cable trough |
| 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 |
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