CN110185062A - Lock foot pulling mouth formula self-stabilization large form wall construction - Google Patents
Lock foot pulling mouth formula self-stabilization large form wall construction Download PDFInfo
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- CN110185062A CN110185062A CN201910465111.2A CN201910465111A CN110185062A CN 110185062 A CN110185062 A CN 110185062A CN 201910465111 A CN201910465111 A CN 201910465111A CN 110185062 A CN110185062 A CN 110185062A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
- E01F5/00—Draining the sub-base, i.e. subgrade or ground-work, e.g. embankment of roads or of the ballastway of railways or draining-off road surface or ballastway drainage by trenches, culverts, or conduits or other specially adapted means
- E01F5/005—Culverts ; Head-structures for culverts, or for drainage-conduit outlets in slopes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
Abstract
The present invention relates to the technical fields that the underground pipe gallery of municipal works, underpass type tunnel, highway culvert walls are constructed, more particularly to a kind of lock foot pulling mouth formula self-stabilization large form wall construction, it can be with self-stabilization, it is supported without external force, it is convenient to operate, man power and material is saved, working efficiency and construction quality are improved；The following steps are included: (1) preparation of construction；(2) repetition measurement check a, surveying and locating: is carried out to the control point of offer；B, using the control point of offer as chopped-off head control point, control point encryption is carried out；C, it formulates GPS static state to deploy to ensure effective monitoring and control of illegal activities scheme, using GPS Kinematic Positioning Techniquess, carries out field lofting, carry out excavation wire tag with lime；(3) excavation of foundation pit；(4) it is laid with blotter；(5) foundation forms is installed；(6) base concrete is poured；(7) assembling reinforcement；(8) inside and outside template installation: a, template are in place；B, formboard fastening；(9) wall concreting；(10) demoulding and maintenance.
Description
Technical field
The present invention relates to the skills that the underground pipe gallery of municipal works, underpass type tunnel, highway culvert walls are constructed
Art field, more particularly to a kind of lock foot pulling mouth formula self-stabilization large form wall construction.
Background technique
Important infrastructure one of of the pipe gallery as city has highly important meaning during urban development
Justice, since pipe gallery belongs to underground structure, interior roughing-in type is more, includes electric power, fire-fighting, combustion gas, plumbing
Deng pipe gallery itself waterproof performance is wanted according to national regulation " city integrated piping lane engineering legislation " GB50838-2015
Ask pipe gallery should be according to weather conditions, hydrogeological situation, design feature etc., water protection standards should be secondary standard, so
Need to make great efforts to be promoted the construction technology of pipe gallery waterproof, it is ensured that the development with city can be mutually matched, and accelerate municipal pipeline
The construction of engineering.The basic condition that municipal pipeline is normally produced and lived as city dweller, for the sustainable development in city
Exhibition has particularly important meaning.
The conventional construction of previous underground pipe gallery wall mostly uses the fixed inside and outside mould of steel pipe support cooperation Screw arbor with nut at both-ends
The construction technology of plate, concrete generates lateral pressure and is eventually transferred on pull rod when split bolt is constructed, and sufficient amount is evenly arranged
Pull rod just can guarantee that template is unlikely to deform, work progress is cumbersome, expends a large amount of manpower and physics, and concrete pours
More at rear surface reinforcing bar cicatricle and hole, self waterproofing performance is poor, modification is very difficult, is extremely difficult to ideal effect.
Summary of the invention
In order to solve the above technical problems, the present invention, which provides a kind of template, to be supported with self-stabilization without external force, operation is just
Man power and material is saved in victory, improves the lock foot pulling mouth formula self-stabilization large form wall construction of working efficiency and construction quality.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, comprising the following steps:
(1) preparation of construction: calculation template lateral pressure, template bottom anchor power and template top pulling mouth power, and carry out template
Design；
(2) surveying and locating:
A, repetition measurement check is carried out to the control point of offer；
B, and using the control point of offer as chopped-off head control point, progress control point encryption, the distance between each control point≤
500m digs the stake holes of 30cm after all control point positions determine at each control point, will have the copper of 20cm long crosshair
System mark core is fixed in stake holes, and is protected with the steel pile casting that the diameter of 30cm long is 10cm, casting concrete, makes to mark core height
In concrete surface 5-10cm, and carry out maintenance protection；
C, it formulates detailed GPS static state to deploy to ensure effective monitoring and control of illegal activities scheme, the pass point fieldwork observation time >=120min, be adopted after being measured
It is handled with the GPS data processing software of profession, the control of most weak relative error is 1/100000 in densification network, baseline side side
To middle error≤1.7 ＂, after space three-dimensional unconstrined minimization, the most weak side side length phase error of centralization of the whole network is < 5ppm, planar
After constraining adjustment, the most weak side side length relative error < 10ppm of the whole network, elevation carries out surveying to set closing using Soviet Union's formula DSZ2 type level
Poor≤± 20L is closed, after determining that piping lane or culvert excavate size, using GPS Kinematic Positioning Techniquess, progress field lofting, and with white
Ash carries out excavation wire tag；
(3) based on mechanical excavation, supplemented by hand excavation, foundation pit exploitation, the slope shape of excavation of foundation pit excavation of foundation pit: are carried out
Formula adjusts at any time according to geological changes, and faulting of slab ends excavates when necessary, when excavator is dug to from designed elevation 20cm, using artificial clear bottom
Mode, and gutter is stayed in foundation pit bottom two sides, to prevent foundation pit bottom from impregnating, after excavating, if substrate has block stone, it is necessary to clear
Reason is clean, and keeps the bottom of foundation dry；
(4) it is laid with blotter: being uniformly laid with rubble in bottom of foundation ditch, form bed course；
(5) foundation forms is installed: the installation foundation template in foundation pit；
(6) it pours base concrete: concreting being carried out to basis according to relevant specification of country；
(7) assembling reinforcement: binding required reinforcing bar, and passes through national associated acceptance solid standard；
(8) inside and outside template installation:
A, template is in place: by 45 ° of lock foot dowel adjustment in same level height, inclination angle is identical, in 45 ° of lock foot anchors of spreading
The angle steel that 90 ° * 10 of ∠ is placed on muscle, to facilitate template in place, while protecting template base angle smooth degree not to be destroyed, utilizes lifting
Equipment lifts by crane steel form, passes through 45 ° of lock foot dowels from crossbeam, and fine-tuning template position makes its vertical flange hole location alignment,
Be connected with, after template is in place first adjustment can tuning steel boots oil support length, undertake the whole self weight of template by oil support；
B, formboard fastening: lower mouth is fastened using finish rolling billet and nut, and high large steel moulding plate is locked；Use suitable for reading
Pull rod is fixed in finish rolling to drawing, and every piece of template fastens pull rod with two, and to piece steel pipe of rod outer sleeve, length of steel pipe and
Concrete wall thickness is identical, is fastened to pull rod both ends using nut.
(9) concreting wall concreting: is carried out to wall according to relevant specification of country；
(10) demoulding and maintenance: after band concrete setting, template is removed, and the wall formed to concrete is supported
Shield.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, calculation template side pressure in the step (1)
The concrete operations of power are as follows: wall concrete is transported using concrete delivery truck, send concrete to enter mould, the layering of wall half range by suspension bucket
Symmetrical casting concrete eight 8.2m3, every layer of thickness control are vibrated in 30cm using internal vibration device, concrete casting
In 6m/h or less, the pressure for acting on side form is calculated speed according to following two formula, and taking two formula calculated value smallers is side
Pressure:
P1=0.22* γ0*T0*β1*β2*V1/2 (1)
P2=γ0*H (2)
Wherein, γ0For the force density of concrete；
T0For the presetting period of concrete；
T is people's mould temperature of concrete；
V is concrete poring rate hourly；
H is at concrete lateral pressure calculating position to top of concrete total height；
β1Correction factor is influenced for additive；
β2Correction factor is influenced for concrete slump.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, calculation template bottom in the step (1)
The concrete operations of anchor force are as follows: bottom template uses 45 ° of lock foot dowels, and 45 ° of lock foot dowels are 32 screw-thread steel of HRB400 φ and ground
Slab muscle is bound together, and bent anchor length is not less than 40d, and lock foot dowel and buttress thread bar use positive and negative silk sleeve connection,
Threaded ferrule uses level-one sleeve, and 45 ° of lock foot dowels are arranged one every 30cm, and all dowels are at horizontally disposed.Template and silk
It is connected using finish rolling backing plate with fine-rolling screw nut between bar, the every available pulling capacity of lock foot dowel is counted according to following formula
It calculates:
F=σ A
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, calculation template top in the step (1)
The concrete operations of pulling mouth power are as follows: upper mould uses, and 45 ° of 32 screw-thread steels of finish rolling HRB400 φ draw a cloth every one to drawing, to pull rod
It sets, single offer pulling force is calculated according to following formula:
F=σ A
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, the step (2) is middle to check latitude in use
Zenith10GPS。
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, in the step (7) assembling reinforcement according to
" highway bridge and culvert construction technique normalizing ", i.e., JTG/TF50-2011 constructs.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention carries out nut in the step (8) tight
Gu when, using impact gun, nut is tightened, screw-down torque >=1606.214Nm.
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention, nut described in the step (8) are adopted
It is 12.9N/mm with yield strength2Nut.
Compared with prior art the invention has the benefit that
Independent support system is used using lock foot pulling mouth formula self-stabilization large form wall construction of the invention, is being contained
Under hole, municipal administration in tunneling, underground pipe gallery road work progress, by stringent mechanics check computation, high large steel moulding plate is voluntarily processed, one
Change previous construction formwork fixed support body system, for wall without to pull rod, inside and outside mould support system is simple independently of each other when wall pours
Change, template may be implemented voluntarily stable, not against external force, is transferred to keel by the area load of template, is transferred to by keel
45 ° of lock foot dowels of lower mouth, it is suitable for reading to be transferred to finish rolling to template self-stabilization on pull rod, is realized, it does not support completely, captures by external force
" underground pipe gallery " and " under-traverse tunnel " etc. have the technical problem of waterproof requirement engineering to overcome the wall；
And it can flexibly realize that template is spelled using lock foot pulling mouth formula self-stabilization large form wall construction of the invention
Dress is fixed, and the template assembly time is substantially reduced, and simplifies construction technology and construction process, leading water is belonged in the same industry
It is flat；
Lock foot pulling mouth formula self-stabilization large form wall construction of the invention suffers from terms of economy, duration, quality
Unrivaled superiority can promote wall itself waterproof performance in particular by the engineering method, guarantee that waterproof roll is not broken
It is bad；
Construction of the invention only needs three people to cooperate commander, and can be completed in a short time the spelling of one piece of template
Fill work, the available good guarantee of template installation quality, so as to by improving working efficiency and reducing mould material
The economic growth improved is lost, offsets the measure cost used thus, as growth point；
Construction of the invention simultaneously is not only benefited from economic aspect, and the splicing installation process of template is also simplified,
Lower to the specialized capability requirement of operator, operation is convenient, only needs to guarantee that 45 ° of the embedded and nut of lock foot dowels twist
Clamp force square, anyone only needs of short duration training explanation that can grasp installation gist completely, the throwing of manpower and material resources is greatly reduced
Enter, construction personnel is freed from severe operating condition also, improves speed of application, ensure that the peace of construction personnel
Entirely, and on the duration there is absolute predominance, Early Opening to Traffic has obtained consistent favorable comment in the industry；
Therefore construction of the invention is environmentally protective, energy-saving and emission-reduction, has significant economic benefit and social benefit, letter
List is understandable to have a extensive future.
Detailed description of the invention
Fig. 1 is construction flow chart of the invention.
Specific embodiment
With reference to embodiment, the embodiment of the present invention is furthur described in detail.Following embodiment is used for
Illustrate the present invention, but is not intended to limit the scope of the invention.
Embodiment
As shown in Figure 1, lock foot pulling mouth formula self-stabilization large form wall construction of the invention, comprising the following steps:
Preparation of construction: calculation template lateral pressure:
P1=0.22* γ0*T0*β1*β2*V1/2 (1)
P2=γ0*H (2)
Wherein, γ0For the force density of concrete, 24.0kN/m is taken3；
T0It for the presetting period of concrete, can be determined by actual measurement, 200/ (T+15) is pressed when non-avaible, and T takes 25, initial set
Time is 5；
T is people's mould temperature of concrete, takes 25 DEG C；
V is concrete poring rate hourly, takes lm3/h；
H is at concrete lateral pressure calculating position to top of concrete total height；
β1Correction factor is influenced for additive, project concrete does not mix additive, and β 1 takes 1；
β2Correction factor is influenced for concrete slump, when the slump is less than 30mm, β2Take 0.85；When 50-90mm, β2
Take 1.0；When 110-150mm, β21.15 are taken, the project match ratio slump is 90-120mm, β2Take 1.15.
By each value known for people's concrete lateral pressure calculation formula,
P1, P2 take smaller value, i.e. P=P1=96kPa.
Consider to vibrate load and topple over concrete to generate lateral pressure, it is 4kPa that vibrated concrete, which generates lateral pressure, is toppled over mixed
The solidifying raw lateral pressure 2kPa of local products.Load Combination Pm=P+4+2=102kPa.
Total lateral pressure F=P × H × L=102H=102 × 4=408KN is generated to obtain in unit length.
Calculation template bottom anchor power:
Bottom template uses 45 ° of lock foot dowels, and 45 ° of lock foot dowels are that 32 screw-thread steel of HRB400 φ and floor reinforcement are bound
Together, bent anchor length is not less than 40d, and lock foot dowel and buttress thread bar use positive and negative silk sleeve connection, and threaded ferrule uses
Level-one sleeve (sleeve test specimen tensile strength meet or exceed parent material of reinforcement rebar 1.1 times), 45 ° of lock foot dowels are arranged one every 30cm
Root, all dowels are at horizontally disposed.It is connected between template and screw rod using finish rolling backing plate and fine-rolling screw nut, every lock foot dowel can
The pulling capacity of offer is calculated according to following formula:
F=σ A=400N/mm2× π × 162=321KN
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
Three lock foot dowels can be laid in unit length, total horizontal force that can provide is F=321KN × cos45 ° × 3
=680.84KN.
Because of 680.84KN > 408KN；Therefore wall template bottom anchor system meets construction requirement.
Calculation template top pulling mouth power:
Upper mould uses, and 45 ° of 32 screw-thread steels of finish rolling HRB400 φ draw an arrangement, single offer every one to drawing, to pull rod
Pulling force is calculated according to following formula:
F=σ A=400N/mm2× π × 162=321KN
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
Every linear meter(lin.m.) lays two.Can provide pulling force is F=321KN × 2=642KN.According to hydrostatic theory it is found that
Top bears pressure and is much smaller than lower part, therefore can be needed for fully meeting construction.
After the form stable stress system of upper and lower opening has been calculated, finite element analysis processing, simulation meter are done using ANSYS software
Strained situation of its template system under the action of combined stress is calculated, and finds the weak spot of form stable system, is individually reinforced
Processing.
Carry out stencil design:
Form surfacing uses 6mm thick steel plate, and bound edge erects flange and uses L100*10*6200, erect middle rib using 10 [* 6200,
Together every 500mm arrangement；Cross rib using 10 [* 1500, together every 350mm arrangement；Principal stress is supported by triangular steel truss
System stress.Girder, auxiliary girder, diagonal brace support lock foot are all made of 14, and [arrangement, every piece of template are made of two 1 truss structures；
Three lock foot dowels can be laid in unit length, total horizontal force that can provide is F=321KN × cos45 ° × 3
=680.84KN.
Because of 680.84KN > 408KN；Therefore wall template bottom anchor system meets construction requirement.
Surveying and locating:
A, repetition measurement check is carried out to the control point of offer, checks latitude Zenith10GPS in using；
B, and using the control point of offer as chopped-off head control point, progress control point encryption, the distance between each control point≤
500m digs the stake holes of 30cm after all control point positions determine at each control point, will have the copper of 20cm long crosshair
System mark core is fixed in stake holes, and is protected with the steel pile casting that the diameter of 30cm long is 10cm, casting concrete, makes to mark core height
In concrete surface 5-10cm, and carry out maintenance protection；
C, it formulates detailed GPS static state to deploy to ensure effective monitoring and control of illegal activities scheme, the pass point fieldwork observation time >=120min, be adopted after being measured
It is handled with the GPS data processing software of profession, the control of most weak relative error is 1/100000 in densification network, baseline side side
To middle error≤1.7 ＂, after space three-dimensional unconstrined minimization, the most weak side side length phase error of centralization of the whole network is < 5ppm, planar
After constraining adjustment, the most weak side side length relative error < 10ppm of the whole network, elevation carries out surveying to set closing using Soviet Union's formula DSZ2 type level
Poor≤± 20L is closed, after determining that piping lane or culvert excavate size, using GPS Kinematic Positioning Techniquess, progress field lofting, and with white
Ash carries out excavation wire tag；
Excavation of foundation pit: based on mechanical excavation, supplemented by hand excavation, foundation pit exploitation, the slope form of excavation of foundation pit are carried out
It adjusts at any time according to geological changes, faulting of slab ends excavates when necessary, when excavator is dug to from designed elevation 20cm, using artificial clear bottom
Mode, and gutter is stayed in foundation pit bottom two sides, to prevent foundation pit bottom from impregnating, after excavating, if substrate has block stone, it is necessary to clear up
Completely, and keep the bottom of foundation dry；
It is laid with blotter: being uniformly laid with rubble in bottom of foundation ditch, form bed course；
Foundation forms installation: the installation foundation template in foundation pit；
It pours base concrete: concreting being carried out to basis according to relevant specification of country；
Assembling reinforcement: binding required reinforcing bar, and by national associated acceptance solid standard, assembling reinforcement according to
According to " highway bridge and culvert construction technique normalizing ", i.e., JTG/TF50-2011 constructs；
Inside and outside template installation:
A, template is in place: by 45 ° of lock foot dowel adjustment in same level height, inclination angle is identical, in 45 ° of lock foot anchors of spreading
The angle steel that 90 ° * 10 of ∠ is placed on muscle, to facilitate template in place, while protecting template base angle smooth degree not to be destroyed, utilizes lifting
Equipment lifts by crane steel form, passes through 45 ° of lock foot dowels from crossbeam, and fine-tuning template position makes its vertical flange hole location alignment,
Be connected with, after template is in place first adjustment can tuning steel boots oil support length, undertake the whole self weight of template by oil support；
B, formboard fastening: lower mouth is fastened using finish rolling billet and nut, and high large steel moulding plate is locked；Use suitable for reading
Pull rod is fixed in finish rolling to drawing, and every piece of template fastens pull rod with two, and to piece steel pipe of rod outer sleeve, length of steel pipe and
Concrete wall thickness is identical, is fastened to pull rod both ends using nut, and use yield strength for 12.9N/mm2Nut,
When fastening to nut, using impact gun, nut is tightened, screw-down torque >=1606.214Nm；
Wall concreting: concreting is carried out to wall according to relevant specification of country；
Demoulding and maintenance: after band concrete setting, template is removed, and the wall formed to concrete conserves.
Construction of the invention needs to pay attention in the construction process:
1, the measuring pressure that template is born in accurate measure concreting process guarantees that interior outboard template does not occur to run mould；
2, pre-buried 45 ° of oblique lock foot dowels before concrete floor pours modulate same level height, are arranged every 30cm
Lock foot dowel together utilizes outboard template in the fixed lower part of 45 ° of lock foot dowels by template as 45 degree of templates upsides；
3, guarantee that template level to it, is born greatly with the oil support that turns to movable supporting steel boots during the installation process
Template itself load adjusts form height；
4, suitable for reading to pull rod fore shaft high and big die plate using finish rolling, top is set in steel purlin item, draws one every one；
5, keel are transferred to using by the area load of template, are transferred to 45 ° of lock foot dowels of lower mouth by keel, it is suitable for reading to be transferred to
Finish rolling does not support completely to template self-stabilization on pull rod, is realized by external force.
The economic benefit for comparing traditional construction engineering method and construction of the invention, obtains following result:
During 1 culvert construction of table, there are pull rod and non-strut construction Cost comparisons analytical table (half range):
Note: every meter of construction cost of foot pulling mouth of lock is reduced 1800 yuan.
The construction of traditional construction method, i.e. Screw arbor with nut at both-ends is constructed using lock foot pulling mouth, increases steel pipe and artificial throwing
Enter.
Than there is every meter of pull rod construction cost to reduce 1800 yuan, whole road wall calculates bilateral with 30m and can save the construction of lock foot pulling mouth
About 108000 yuan.
2 piecemeal demoulding of table is again assembled and locks foot pulling mouth construction cost comparative analysis table
| Project | Piecemeal demoulding is again assembled/first | Entirety pushes away mould/member |
| Manually | 80 | 15 |
| Cost/member | 6400 | 1200 |
Note: whole to push away mould assembled 5200 yuan of save the cost again than piecemeal demoulding.
Lock foot pulling mouth construction assembled 5200 yuan of save the cost again than piecemeal demoulding.
Direct economic benefit are as follows: 108000+5200=113200 member.
Since lock foot pull fastening type template can reuse, the proportion of goods damageds be can be ignored, its depreciation after template use
It is worth higher.
The above is only a preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, without departing from the technical principles of the invention, several improvements and modifications, these improvements and modifications can also be made
Also it should be regarded as protection scope of the present invention.
Claims (8)
1. a kind of lock foot pulling mouth formula self-stabilization large form wall construction, which comprises the following steps:
(1) preparation of construction: calculation template lateral pressure, template bottom anchor power and template top pulling mouth power, and carry out stencil design；
(2) surveying and locating:
A, repetition measurement check is carried out to the control point of offer；
B, and using the control point of offer as chopped-off head control point, progress control point encryption, the distance between each control point≤500m,
After all control point positions determine, the stake holes of 30cm is dug at each control point, will have the copper mark of 20cm long crosshair
Core is fixed in stake holes, and is protected with the steel pile casting that the diameter of 30cm long is 10cm, casting concrete, makes to mark core higher than mixed
Solidifying soil face 5-10cm, and carry out maintenance protection；
C, it formulates detailed GPS static state to deploy to ensure effective monitoring and control of illegal activities scheme, the pass point fieldwork observation time >=120min, using profession after being measured
GPS data processing software handled, in densification network the control of most weak relative error in 1/100000, baseline edge direction accidentally
Difference≤1.7 ＂, after space three-dimensional unconstrined minimization, the most weak side side length phase error of centralization of the whole network is < 5ppm, and planar constraint is flat
After difference, the most weak side side length relative error < 10ppm of the whole network, It is fixed using GPS dynamic after determining that piping lane or culvert excavate size
Position technology, carries out field lofting, and carry out excavation wire tag with lime；
(3) based on mechanical excavation, supplemented by hand excavation, foundation pit exploitation, the slope form root of excavation of foundation pit excavation of foundation pit: are carried out
It is adjusted at any time according to geologic change, faulting of slab ends excavates when necessary, when excavator is dug to from designed elevation 20cm, using the side at artificial clear bottom
Formula, and gutter is stayed in foundation pit bottom two sides, to prevent foundation pit bottom from impregnating, after excavating, if substrate has block stone, it is necessary to which cleaning is dry
Only, and keep the bottom of foundation dry；
(4) it is laid with blotter: being uniformly laid with rubble in bottom of foundation ditch, form bed course；
(5) foundation forms is installed: the installation foundation template in foundation pit；
(6) it pours base concrete: concreting being carried out to basis according to relevant specification of country；
(7) assembling reinforcement: binding required reinforcing bar, and passes through national associated acceptance solid standard；
(8) inside and outside template installation:
A, template is in place: by 45 ° of lock foot dowel adjustment in same level height, inclination angle is identical, on 45 ° of lock foot dowels of spreading
The angle steel for placing 90 ° * 10 of ∠, to facilitate template in place, while being protected template base angle smooth degree not to be destroyed, is set using lifting
It is standby, steel form is lifted by crane, passes through 45 ° of lock foot dowels from crossbeam, fine-tuning template position makes its vertical flange hole location alignment, uses spiral shell
Tether and connect, after template is in place first adjustment can tuning steel boots oil support length, undertake the whole self weight of template by oil support；
B, formboard fastening: lower mouth is fastened using finish rolling billet and nut, and high large steel moulding plate is locked；It is suitable for reading to use finish rolling
To pull rod to fixation is drawn, every piece of template fastens pull rod with two, and to piece steel pipe of rod outer sleeve, length of steel pipe and coagulation
Cob wall body thickness is identical, is fastened to pull rod both ends using nut；
(9) concreting wall concreting: is carried out to wall according to relevant specification of country；
(10) demoulding and maintenance: after band concrete setting, template is removed, and the wall formed to concrete conserves.
2. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(1) concrete operations of form lateral pressure are calculated in are as follows: wall concrete is transported using concrete delivery truck, send concrete by suspension bucket
Enter mould, the symmetrical casting concrete eight 8.2m of wall half range layering3, every layer of thickness control in 30cm, using internal vibration device into
Row vibrates, and in 6m/h or less, the pressure for acting on side form is calculated concrete poring rate according to following two formula, takes two formulas
Calculated value smaller is lateral pressure:
P1=0.22* γ0*T0*β1*β2*V1/2 (1)
P2=γ0*H (2)
Wherein, γ0For the force density of concrete；
T0For the presetting period of concrete；
T is people's mould temperature of concrete；
V is concrete poring rate hourly；
H is at concrete lateral pressure calculating position to top of concrete total height；
β1Correction factor is influenced for additive；
β2Correction factor is influenced for concrete slump.
3. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(1) concrete operations of calculation template bottom anchor power in are as follows: bottom template uses 45 ° of lock foot dowels, and 45 ° of lock foot dowels are
32 screw-thread steel of HRB400 φ and floor reinforcement are bound together, and bent anchor length is not less than 40d, lock foot dowel and buttress thread bar
Using positive and negative silk sleeve connection, threaded ferrule uses level-one sleeve, and 45 ° of lock foot dowels are arranged one every 30cm, all dowels
At horizontally disposed, connected between template and screw rod using finish rolling backing plate and fine-rolling screw nut, the every available drawing of lock foot dowel
Power is calculated according to following formula:
F=σ A
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
4. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(1) concrete operations of calculation template top pulling mouth power in are as follows: upper mould using 45 ° of 32 screw-thread steels of finish rolling HRB400 φ to drawing,
An arrangement is drawn every one to pull rod, single offer pulling force is calculated according to following formula:
F=σ A
Wherein, F is the maximum pull locking foot dowel and bearing；
σ is reinforcing bar theoretical limit yield stress；
A is reinforcing steel area.
5. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(2) latitude Zenith10GPS in using is checked in.
6. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(7) assembling reinforcement is according to " highway bridge and culvert construction technique normalizing " in, i.e., JTG/TF50-2011 constructs.
7. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(8) when fastening in nut, using impact gun, nut is tightened, screw-down torque >=1606.214Nm.
8. lock foot pulling mouth formula self-stabilization large form wall construction as described in claim 1, which is characterized in that the step
(8) nut described in uses yield strength for 12.9N/mm2Nut.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09165912A (en) * | 1995-12-14 | 1997-06-24 | Hirano Kenkizai:Kk | Vertical batter material for setting up concrete form |
| CN103469815A (en) * | 2013-09-23 | 2013-12-25 | 江苏省交通科学研究院股份有限公司 | Construction method for protecting slope of reinforced-concrete retaining wall |
| CN204826613U (en) * | 2015-07-30 | 2015-12-02 | 中国建筑第二工程局有限公司 | Be used for reinforced (rfd) lock foot ware of outer wall template root |
| CN106677805A (en) * | 2016-12-28 | 2017-05-17 | 中铁第四勘察设计院集团有限公司 | Connecting device of tunnel steel frame and locking anchor pipe |
| CN106907166A (en) * | 2017-04-19 | 2017-06-30 | 同济大学 | The locating connector of a kind of grillage and lock foot anchoring stock and its apply method |
-
2019
- 2019-05-30 CN CN201910465111.2A patent/CN110185062A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09165912A (en) * | 1995-12-14 | 1997-06-24 | Hirano Kenkizai:Kk | Vertical batter material for setting up concrete form |
| CN103469815A (en) * | 2013-09-23 | 2013-12-25 | 江苏省交通科学研究院股份有限公司 | Construction method for protecting slope of reinforced-concrete retaining wall |
| CN204826613U (en) * | 2015-07-30 | 2015-12-02 | 中国建筑第二工程局有限公司 | Be used for reinforced (rfd) lock foot ware of outer wall template root |
| CN106677805A (en) * | 2016-12-28 | 2017-05-17 | 中铁第四勘察设计院集团有限公司 | Connecting device of tunnel steel frame and locking anchor pipe |
| CN106907166A (en) * | 2017-04-19 | 2017-06-30 | 同济大学 | The locating connector of a kind of grillage and lock foot anchoring stock and its apply method |
Non-Patent Citations (5)
| Title |
|---|
| 张正禄: "《工程测量学》", 31 October 2005, 武汉大学出版社 * |
| 李清富: "《混凝土桥梁耐久性与标准化施工》", 31 October 2017, 黄河水利出版社 * |
| 江正荣: "《建筑施工计算手册》", 31 July 2001, 中国建筑工业出版社 * |
| 程效军，须鼎兴，刘春: "《测量实习教程》", 31 July 2005, 同济大学出版社 * |
| 黎晓林，王武刚: "《全球定位系统GPS在市政工程测量中的应用》", 《道路与交通》 * |
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