CN106522272A - Design and construction method of underground pipe rack based on plate with adhesive prestress on cross section - Google Patents
Design and construction method of underground pipe rack based on plate with adhesive prestress on cross section Download PDFInfo
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- CN106522272A CN106522272A CN201610603817.7A CN201610603817A CN106522272A CN 106522272 A CN106522272 A CN 106522272A CN 201610603817 A CN201610603817 A CN 201610603817A CN 106522272 A CN106522272 A CN 106522272A
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- 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
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Abstract
The invention relates to a design and construction method of an underground pipe rack based on a plate with adhesive prestress on a cross section. The thickness settings of a top plate, a baseplate, an outer side wall and an inner side wall are designed by building a finite element analysis three-dimensional model built according to SAP2000; the construction method specifically comprises the steps of: steel strand pavement, anchor end setting, hole primary grouting, hole secondary grouting, side surface soil filling, intelligent tensioning, post-cast strip setting, grouting compaction detection and top end soil covering landfill; the limit bearing capacity of concrete with adhesive prestress is higher than that of concrete without adhesive prestress by 20-30%; a floor with the concrete with adhesive prestress is less provided with general reinforcements by above 20% compared with a floor concrete without adhesive prestress; and a concrete component with adhesive prestress is higher in ductility compared with a concrete component without adhesive prestress by 43%, is excellent in vibration resistance, and is higher in economic advantage.
Description
Technical field
The present invention relates to construction techniques, more particularly to a kind of underground pipe gallery is based on cross section prestressing continuous slab with bonded tendons
Design and construction method.
Background technology
In the last few years, more in building structure, more common situations were：Beam adopts bonded prestress, and plate is adopted
Prestressing without bondn.It is generally acknowledged that bonded prestress is compared, prestressing without bondn reliability is higher, and usual thickness of slab is less, it should
Using minor diameter bellows, but mud jacking is more difficult, in plate remains rational using prestressing without bondn, and specification is also fair
Perhaps.Normal work depends primarily on the anchorage at two ends to no-cohesive prestressed reinforcement in the structure, once anchorage is because certain is former
Because of failure, the safety of total just has hidden danger, even results in the problem that continuously collapse.
Also there is following inferior position in soap-free emulsion polymeization：As unbonded tendon is occurred with concrete when unbonded prestressed concrete works
Relative to slide, during component damage, the stress of unbonded tendon is always less than the ultimate strength of presstressed reinforcing steel.
When more than section ring cross-section, the crack Relatively centralized of non-adhesion prestressed concrete component and develop it is wider, without viscous
Knot prestressing force connecting plate fracture is very sensitive, and the speed that amount of deflection increases after crack occurs in base plate, fracture width are also wider,
Therefore prestressing without bondn must configure a number of regular reinforcement, to avoid component in ultimate strength unlike pull bar arch one
Sample is destroyed.
The effect of unbonded tendon all relies on anchorage, once anchorage fails, its prestressing force will all lose and be likely to occur
Overall destruction or continuous collapse.
Unbonded prestressed concrete structure is required more sternly, compared with difficulty in engineering practice to the closing anti-corrosion of anchored end
Reason.
Bonded prestress technology is a kind of by traditional common contignation, non-bonding pre-stressed slab technology upgrading to Jing
Ji, safety, the prestressing continuous slab with bonded tendons technology of good endurance, more particularly, to underground pipe gallery and underground ceiling, the knot of base plate
Structure optimizes.
Prestressing continuous slab with bonded tendons technology can be obviously reduced beam slab depth of section, reduce amount of reinforcement, reduces underground pipe gallery
Or basement floor height, reduce basement foundation ditch depth, reduce water buoyancy, so as to save substantial amounts of reinforcing bar and concrete, drop
Low pattern foundation pit supporting structure and earth excavation expense, base plate measure of anti float expense is reduced, while the employing of the technology has prevented bottom substantially
The generation of plate, foig, it is possible to resolve the problem of Super-long Basement xoncrete structure contraction fissure, simplifies and builds arranging for outer waterproof
Apply, further reduce cost.
The content of the invention
The technical problem to be solved in the present invention is to provide a kind of underground pipe gallery setting based on cross section prestressing continuous slab with bonded tendons
Meter and construction method, the method construction underground pipe gallery cost of the prestressing continuous slab with bonded tendons design are low, safer durable.
For solving above-mentioned technical problem, the technical scheme is that：A kind of underground pipe gallery has bonding pre- based on cross section
The design and construction method of stress plate, the length of every piping lane of pipe gallery are set to 30m, pipe gallery include top board, base plate,
External wall and inside wall；The thickness 400mm of the top board of former underground pipe gallery, base plate and external wall, the thickness of inside wall
300mm；Its innovative point is：Using the method for prestressing continuous slab with bonded tendons, the thickness of top board, base plate, external wall and inside wall sets
Put；The piping lane illustraton of model of 30m length is initially set up, with spring-loaded floating die
Intend geologic structure effect, in bottom surface spring rate K=20000KN/m, spring is acted in the local axle of top board, base plate and side wall firm
Spend for K=14000KN/m, the numerical value of the load input external applied load produced according to reality, the evenly load of top surface 65kpa, side plate
Trapezoidal load, top are 44.8kpa, and bottom is 88.3kpa；
By the bending moment diagram of the section diverse location of the external wall of cross section and inside wall, stress diagram and axial force diagram, further according to these
Data on figure and required according to the height-width of underground pipe gallery, so as to calculate top board, base plate, Side fascia and lining
Thickness；
Top board, base plate, external wall and inside wall are each equipped with adhesion prestress steel strand；The construction procedure of pipe gallery is concrete such as
Under：
S1：Steel strand wires are laid：With 30 meters a length of one section, the base plate, external wall, inside wall and top board to underground pipe gallery is successively
Steel strand wires laying is carried out, presstressed reinforcing steel should be arranged by positive inverted parabolic curve in plate, prestressing force should strictly control rise and anti-in plate
Curved point；
S2：Anchored end is arranged：For where bad direct anchoring steel strand wires laying horn mouth at using foam block end
Reserved groove；
S3：Duct once grouting：Duct is cleaned with press water, cement is poured into into pre- answering through bellows using grouting pump
In power muscle duct, make cement mortar fill up the gap between prestress wire and duct, allow prestress wire and ram securely
It is bonded as one overall；
S4：Duct back-grouting：As the concrete grey being in the milk first produces situation about shrinking after the once grouting of duct, now
Cement is poured in prestressing force chewiness through bellows by grouting pump, carries out back-grouting, go to supply the water of constriction
Mud；Need to be conserved after duct grouting, duct grouting needs 21 days with curing period；
S5：Banket side：After duct grouting and curing period, carry out being banketed in external wall, the foundation of banketing of external wall is carried
Lotus is 65kpa and is trapezoidal load；Side is banketed needs 2 work of nature；
S6：Intelligent tensioning：Using tensioned at one end or two ends tensioning, bonded prestressed tendon length is not more than 30m can one end
Draw, two ends tensioning, intelligent tensioning 7 days is needed more than 30m；
S7：Post-cast strip is arranged：By the way of single span overlap joint, post-cast strip is set on steel strand wires；Post-cast strip is completed in conventional pouring
60 days after carry out；
S8：Grouted density is detected：Duct Grouted density is detected using Grouted density detector；
S9：Top earthing landfill：After the completion of grouting solidity detection, the earthing landfill on top is 65kpa according to load and is equal
Cloth load.
Further, the thickness of the top board, base plate, external wall and inside wall is arranged and sets up finite element according to SAP2000
Analyzing three-dimensional model not only needs to consider the change of beam body elastic compression and concrete shrinkage and creep, it is also desirable to consider designing
The shrinkage and creep of 5-100 different times change is carrying out thickness design.
It is an advantage of the current invention that：1）Bonded prestressed concrete bear with when arbitrary section at presstressed reinforcing steel should
Variate is equal with the strain value of surrounding concrete, and during destruction, critical cross-section has the stress closely ultimate strength of bonding muscle.One
As for, the ultimate bearing capacity 20%-30% higher than soap-free emulsion polymeization of bonded prestressed concrete.
2）When more than section cracking moment Mcr, the fractue spacing of bonded prestress concrete component is uniformly fine and closely woven, from design
Angle, the demand of anti-crack of bonded prestressed concrete can put get Geng Song.Bonded prestressed tendon is except improving concrete
Outside structural behaviour, itself also plays the effect as regular reinforcement in concrete component.In general, there is bonding pre-
Prestressed concrete floor can be few with more than 20% regular reinforcement than prestressing without bondn.
3）The ductility ratio unbonded prestressed concrete component of bonded prestressed concrete component is high by 43%, resistance to shock
It is good.Especially the long-term earthing of the top board surface of underground pipe gallery, can meet structure using bonded prestressed concrete resistance to
The requirement of property long, and the antifatigue requirement of ground vehicle dynamic load can be met.
4）The fixing end of bonded prestressed tendon can be using embossing anchor, it is not necessary to which extruding anchor, the expense of anchorage can be big
Width is reduced.Bonded prestressed concrete anchored end is easier to reach anticorrosion requirement by general operating specification(GOS) requirement grouting treatment.
5）The continuous beam slab of bonded prestress allows to consider that plastic internal force redistribution carries out amplitude modulation to negative moment of backing plate, can be with
Farthest the internal force difference of the positive hogging moment area of leveling, is to create condition using unified curve form of reinforcement, general
Need to increase in bearing local and intensity can be supplemented with a small amount of non-prestressing tendon, substantially increase the prestress steel twist of curved configuration
The load-carrying efficiency of line so that bonded prestress is provided with bigger economic advantages than prestressing without bondn.
Description of the drawings
The present invention is further detailed explanation with reference to the accompanying drawings and detailed description.
Standard section prestress reinforcement figures of the Fig. 1 for underground pipe gallery.
Fig. 2 is underground pipe gallery 30m illustratons of model.
Fig. 3 is the lower M figures of underground pipe gallery 30m cross sections passing load effect（7.5m）.
Fig. 4 is the lower M figures of underground pipe gallery 30m cross sections passing load effect（15m）.
Fig. 5 is the lower M figures of underground pipe gallery 30m cross sections passing load effect（22.5m）.
Fig. 6 is the lower reason sagging moment figure of underground pipe gallery 30m cross sections passing load effect.
Fig. 7 is integrated reasoner figure under the prestressing force effect of underground pipe gallery 30m cross sections（7.5）.
Fig. 8 is integrated reasoner figure under the prestressing force effect of underground pipe gallery 30m cross sections（15m）.
Fig. 9 is integrated reasoner figure under the prestressing force effect of underground pipe gallery 30m cross sections（22.5m）.
Figure 10 is axial force diagram under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（0.01m）.
Figure 11 is axial force diagram under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（7.5m）.
Figure 12 is axial force diagram under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（15m）.
Figure 13 is axial force diagram under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（22.5m）.
Figure 14 is axial force diagram under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（29.99m）.
Figure 15 is primary moment figure under the instantaneous prestressing force effect in underground pipe gallery 30m cross sections（15m）.
Figure 16 is underground pipe gallery 30m models 100 years without axial force diagram under prestressing force effect（0.01m）.
Figure 17 is underground pipe gallery 30m models 100 years without axial force diagram under prestressing force effect（7.5m）.
Figure 18 is underground pipe gallery 30m models 100 years without axial force diagram under prestressing force effect（15m）.
Figure 19 is underground pipe gallery 30m models 100 years without axial force diagram under prestressing force effect（22.5m）.
Figure 20 is underground pipe gallery 30m models 100 years without axial force diagram under prestressing force effect（29.99m）.
Specific embodiment
The following examples can make professional and technical personnel that the present invention is more fully understood, but not therefore by this
It is bright be limited in described scope of embodiments among.
In the present invention, by taking the Rail West new city underground pipe gallery in Liaoning Shenyang as an example：
Design and construction method of a kind of underground pipe gallery based on cross section prestressing continuous slab with bonded tendons as depicted, pipe gallery are every
The length of piece piping lane is set to 30m, and pipe gallery includes top board, base plate, external wall and inside wall；The top of former underground pipe gallery
The thickness 400mm of plate, base plate and external wall, the thickness 300mm of inside wall；Using the method for prestressing continuous slab with bonded tendons, top plate
Face relative elevation -2.5m, base plate plate face relative elevation -5.9m, the thickness of top board, base plate, external wall and inside wall arrange basis
SAP2000 sets up finite element analysis threedimensional model to design；The piping lane illustraton of model of 30m length is initially set up, geology is simulated with spring
Structure function, in bottom surface spring rate K=20000KN/m, is K=in the local axle effect spring rate of top board, base plate and side wall
14000KN/m, is input into the numerical value of external applied load, the evenly load of top surface 65kpa, the trapezoidal lotus of side plate according to the actual load for producing
Carry, top is 44.8kpa, and bottom is 88.3kpa.
The thickness of top board, base plate, external wall and inside wall arrange according to SAP2000 set up finite element analysis threedimensional model come
Design, not only needs to consider the change of beam body elastic compression and concrete shrinkage and creep, it is also desirable to consider 5-100 different times
The shrinkage and creep of change carrying out thickness design, as shown in the figure by the section diverse location of the external wall of cross section and inside wall
Bending moment diagram, stress diagram and axial force diagram, require further according to the data on these figures and according to the height-width of underground pipe gallery, from
And the thickness of top board, base plate, Side fascia and lining is calculated, by taking the Rail West new city underground pipe gallery in Liaoning Shenyang as an example,
The thickness top board that calculates, the thickness of base plate are 300mm for the thickness of 350mm, Side fascia and lining.
Cut surface along longitudinal direction can be seen that by Fig. 3 to Figure 15（7.5m, 15m, 22.5m）, the moment of each position
Change is less, and it is plane strain problems that can be approximately considered.Only consider the mid span moment of interlude 15m, top board and side plate,
SAP2000 computation structures are less with the positive difference of reason, but at top board with all of bearing of base plate, difference is more obvious, to push up
As a example by the right side of plate, moment of flexure SAP2000 of rightmost side bearing is 81.9KNm, and reason sagging moment is 48.4KNm, and the topmast with wall
Seat moment of flexure is equal.It is considered that the internal force of SAP2000, especially exists closer to actual because plate and wall are all three-dimensional shells stress
End bay is easily affected by moment of torsion, and the presence of moment of torsion can reduce moment of flexure numerical value.
It is visible as shown in Figure 16 to Figure 20, change over time, the average tension change of middle part side plate less, top
The average tension of plate and base plate changes than more uniform, and after 100 years, mean stress is reduced and is 0.08Mpa or so to the maximum, is lost
About 14.4, at two end side panels bearing, change is than larger, maximum up to 0.15Mpa, and loss about 33.3%, when this is also design
Where needing emphasis to strengthen.
Top board, base plate, external wall and inside wall are each equipped with adhesion prestress steel strand.
In the engineering, prestress wire sectional dimension used and mechanical property meet《Steel for prestressed concrete is twisted
Line》The requirement of GB/T5224-2003 standards：
The construction procedure of pipe gallery is specific as follows：
S1：Steel strand wires are laid：With 30 meters a length of one section, the base plate, external wall, inside wall and top board to underground pipe gallery is successively
Steel strand wires laying is carried out, presstressed reinforcing steel should be arranged by positive inverted parabolic curve in plate, prestressing force should strictly control rise and anti-in plate
Curved point；
S2：Anchored end is arranged：For where bad direct anchoring steel strand wires laying horn mouth at using foam block end
Reserved groove；
S3：Duct once grouting：Duct is cleaned with press water, cement is poured into into pre- answering through bellows using grouting pump
In power muscle duct, make cement mortar fill up the gap between prestress wire and duct, allow prestress wire and ram securely
It is bonded as one overall；
S4：Duct back-grouting：As the concrete grey being in the milk first produces situation about shrinking after the once grouting of duct, now
Cement is poured in prestressing force chewiness through bellows by grouting pump, carries out back-grouting, go to supply the water of constriction
Mud；Need to be conserved after duct grouting, duct grouting needs 21 days with curing period；
S5：Banket side：After duct grouting and curing period, carry out being banketed in external wall, the foundation of banketing of external wall is carried
Lotus is 65kpa and is trapezoidal load；Side is banketed needs 2 work of nature；
S6：Intelligent tensioning：Using tensioned at one end or two ends tensioning, bonded prestressed tendon length is not more than 30m can one end
Draw, two ends tensioning, intelligent tensioning 7 days is needed more than 30m；Based on control stress for prestressing, stretch value check and correction is prestressed stretch-draw
Auxiliary control method, actual measurement stretch value obtain deviation with calculated extension value and should control ± 6%；In intelligent tensioning operation, for passing through
The presstressed reinforcing steel of post-cast strip region adopts two benches Multi-stage prestress, the first stage, after the completion of conventional pouring and reaches tensioning rule
After model is required, tensioning is carried out to the presstressed reinforcing steel of 50-70% quantity first；Second stage, is carried out after post-cast strip building completes 10 days
The tensioning of remaining presstressed reinforcing steel；
S7：Post-cast strip is arranged：By the way of single span overlap joint, post-cast strip is set on steel strand wires；Post-cast strip is completed in conventional pouring
60 days after carry out；
S8：Grouted density is detected：Duct Grouted density is detected using Grouted density detector；
S9：Top earthing landfill：After the completion of grouting solidity detection, the earthing landfill on top is 65kpa according to load and is equal
Cloth load.
In the present invention, underground pipe gallery is based on the design and construction method of the bonded prestress of cross section into one's duty
Analysis and economic comparison table can draw the technology of the prestressing continuous slab with bonded tendons of employing, finally calculate 1 meter of every extension and can save
4671.71 it is first.
Cost analysis and economic comparison table：
| Type | Construction area（㎡） | Construction costs（Unit） | Economic indicator（Unit/） |
| Common solution | 15.4 | 18261.65 | 1185.82 |
| Prestressing force scheme | 15.4 | 13589.94 | 882.46 |
| Save index | 15.4 | 4671.71 | 303.36 |
It should be understood by those skilled in the art that, the present invention is not restricted to the described embodiments, in above-described embodiment and specification
What is described merely illustrates the principles of the invention, and without departing from the spirit and scope of the present invention, the present invention also has various
Changes and improvements, these changes and improvements are both fallen within scope of the claimed invention.The claimed scope of the invention is by institute
Attached claims and its equivalent thereof.
Claims (2)
1. design and construction method of a kind of underground pipe gallery based on cross section prestressing continuous slab with bonded tendons, every piping lane of pipe gallery
Length is set to 30m, and pipe gallery includes top board, base plate, external wall and inside wall；The top board of former underground pipe gallery, base plate
And the thickness 400mm of external wall, the thickness 300mm of inside wall；It is characterized in that：Using the method for prestressing continuous slab with bonded tendons, push up
The thickness of plate, base plate, external wall and inside wall arranges and sets up finite element analysis threedimensional model to design according to SAP2000；Top board,
Base plate, external wall and inside wall are each equipped with adhesion prestress steel strand；The construction procedure of pipe gallery is specific as follows：
S1：Steel strand wires are laid：With 30 meters a length of one section, the base plate, external wall, inside wall and top board to underground pipe gallery is successively
Steel strand wires laying is carried out, presstressed reinforcing steel should be arranged by positive inverted parabolic curve in plate, prestressing force should strictly control rise and anti-in plate
Curved point；
S2：Anchored end is arranged：For where bad direct anchoring steel strand wires laying horn mouth at using foam block end
Reserved groove；
S3：Duct once grouting：Duct is cleaned with press water, cement is poured into into pre- answering through bellows using grouting pump
In power muscle duct, make cement mortar fill up the gap between prestress wire and duct, allow prestress wire and ram securely
It is bonded as one overall；
S4：Duct back-grouting：As the concrete grey being in the milk first produces situation about shrinking after the once grouting of duct, now
Cement is poured in prestressing force chewiness through bellows by grouting pump, carries out back-grouting, go to supply the water of constriction
Mud；Need to be conserved after duct grouting, duct grouting needs 21 days with curing period；
S5：Banket side：After duct grouting and curing period, carry out being banketed in external wall, the foundation of banketing of external wall is carried
Lotus is 65kpa and is trapezoidal load；Side is banketed needs 2 work of nature；
S6：Intelligent tensioning：Using tensioned at one end or two ends tensioning, bonded prestressed tendon length is not more than 30m can one end
Draw, two ends tensioning, intelligent tensioning 7 days is needed more than 30m；
S7：Post-cast strip is arranged：By the way of single span overlap joint, post-cast strip is set on steel strand wires；Post-cast strip is completed in conventional pouring
60 days after carry out；
S8：Grouted density is detected：Duct Grouted density is detected using Grouted density detector；
S9：Top earthing landfill：After the completion of grouting solidity detection, the earthing landfill on top is 65kpa according to load and is equal
Cloth load.
2. design and construction side of a kind of underground pipe gallery according to claim 1 based on cross section prestressing continuous slab with bonded tendons
Method, it is characterised in that：The thickness of the top board, base plate, external wall and inside wall is arranged and sets up finite element analysis according to SAP2000
Threedimensional model not only needs to consider the change of beam body elastic compression and concrete shrinkage and creep, it is also desirable to consider 5-100 designing
The shrinkage and creep of year different time change is carrying out thickness design.
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| CN109060512B (en) * | 2018-10-25 | 2023-12-08 | 吉林建筑大学 | Assembled superposed pipe gallery quasi-static force loading test device and test method |
| CN113155555A (en) * | 2020-01-23 | 2021-07-23 | 天津市市政工程设计研究院 | Manufacturing method of magnesium alloy model for simulating concrete pipe gallery |
| CN112942428A (en) * | 2021-04-22 | 2021-06-11 | 中铁隧道勘测设计院有限公司 | Construction method of prestressed immersed tube tunnel pipe joint |
| CN116464098A (en) * | 2023-06-20 | 2023-07-21 | 中国铁路设计集团有限公司 | Construction method of continuous ultra-wide side-leaning hole-opening structure of subway station board |
| CN116464098B (en) * | 2023-06-20 | 2023-09-05 | 中国铁路设计集团有限公司 | Construction method of continuous ultra-wide side-leaning hole-opening structure of subway station board |
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Application publication date: 20170322 |