CN101684632B - Settlement test method for embankment filling construction - Google Patents
Settlement test method for embankment filling construction Download PDFInfo
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- CN101684632B CN101684632B CN2009101847917A CN200910184791A CN101684632B CN 101684632 B CN101684632 B CN 101684632B CN 2009101847917 A CN2009101847917 A CN 2009101847917A CN 200910184791 A CN200910184791 A CN 200910184791A CN 101684632 B CN101684632 B CN 101684632B
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Abstract
The invention relates to a settlement test method for an embankment filling construction. In the invention, a settlement plate is laid flat; a protective cover is placed above the settlement plate; the opening on the lower part of the protective cover faces a connecting steel tube on the settlement plate; the filling height of the embankment is flush with the top part of the protective cover; if the embankment uprises, then a cushion block is placed on the top part of the protective cover repeatedly; a box staff is spanned over any section of a settlement tube after taking away the protective cover; and the elevation of the settlement plate is measured by using a balance level. The settlement test method for embankment filling construction overcomes the defects that a conventional construction vehicle must make a round when meeting a conduit extending out of a ground surface, and that the embankment settlement cannot be measured or cannot be measured accurately caused by easily breaking or bending the conduit. In construction, the settlement tube is embedded under a marked elevation of filling so as to prevent the construction vehicle from crashing the settlement tube aslant; a deformation space is reserved, the structure is simple, operation is convenient, construction is easy, cost is low and application effect is very good.
Description
Technical field
The present invention relates to a kind of settlement test method, the settlement test method when particularly a kind of embankment filled soil is constructed.
Background technology
Along with the develop rapidly of highway, high speed railway construction, increasing high embankment has appearred.High embankment is a kind of flexible foundation, on ground by placement in layers, layered rolling is closely knit forms the general every layer of thickness 30cm that bankets.High embankment has bigger deadweight, can produce bigger extra-stress in foundation soil after filling, and it is fixed that foundation soil is taken place, thereby produce sedimentation.Therefore highway, high-speed railway need carry out long-term observation to sedimentation to the Embankment Subsidence requirement height of settlement after construction particularly.
Before the present invention, composite foundation surface settlement observation common method is to bury settlement plate underground at the observation station place under highway, the high-speed railway embankment, settlement plate connects sedimentation pipe, sedimentation pipe outside cover pillar, pillar and the sedimentation pipe certain altitude that elevates above the soil in advance buries sedimentation pipe to prevent to banket before embankment filled soil.
There is following shortcoming in this method in engineering construction:
(1) pillar generally has two kinds, a kind of is plastic tube, a kind of is steel pipe, pillar must elevate above the soil, and in the practice of construction process, particularly embankment itself is with regard to not wide situation like this, bring very big inconvenience to Construction traffic, must detour when Construction traffic runs into the pillar that elevates above the soil, otherwise very easily sever or hit curved pillar, cause to measure Embankment Subsidence or measure out of true;
(2) because pillar elevates above the soil, dozer may hit deflection from a thruster soil with pillar when burying pillar when banketing when banketing, thereby causes the sedimentation pipe deflection, causes measuring error;
(3) because pillar elevates above the soil, be the protection pillar, banket when rolling that the soil body in the certain limit can't be rolled near the pillar, make this part soil body can not be fully closely knit, influence embankment and fill quality.
Summary of the invention
Purpose of the present invention just is to overcome above-mentioned defective, the settlement test method when developing the construction of a kind of embankment filled soil.
Technical scheme of the present invention is:
Settlement test method when a kind of embankment filled soil is constructed, its major technique step is:
(1) before the first order embankment soil body filled, with observation station place soil body leveling compacting, the settlement plate that band is connected steel pipe was set level, and guaranteed settlement plate plate face level, backfill sand leveling compacting;
(2) guard shield is placed on band and connects directly over the settlement plate of steel pipe, the guard shield lower openings, opening faces the connection steel pipe on the settlement plate, manually fills the soil body around guard shield, makes the guard shield body parcel that banketed;
(3) fill first order embankment, and with this grade embankment filled soil grinding compacting, the filled height of first order embankment is concordant with the guard shield top, when this grade embankment filled height is higher than the guard shield height, place cushion block at the guard shield top, the cushion block lower openings faces the connection steel pipe on the settlement plate;
(4) take away guard shield, the steel pipe that is connected on first section sedimentation pipe and the settlement plate is connected first section pillar of sedimentation pipe overcoat;
(5) guard shield is mounted on first section pillar, first section sedimentation pipe top, and manually fills the soil body around the guard shield, make the body parcel that banketed around the guard shield;
(6) fill second level embankment, and, make the filled height of second level embankment concordant, when this grade embankment filled height is higher than the guard shield height, place cushion block at the guard shield top with the guard shield top with this grade embankment filled soil grinding compacting;
(7) take away guard shield, second section sedimentation pipe be connected with first section sedimentation pipe, and outside sedimentation pipe second section pillar of socket and be connected with first section pillar;
(8) designed elevation is filled up to embankment in following repeating step (5)～(7) of filling at different levels.
When (9) measuring sedimentation, guard shield is taken away, Sopwith staff is erected on any one section sedimentation pipe, measure the settlement plate elevation with spirit-leveling instrument.
Advantage of the present invention and effect be, during construction sedimentation pipe is embedded in and bankets below the absolute altitude, can prevent that Construction traffic from hitting sedimentation pipe tiltedly, influence measuring accuracy, Construction traffic can will not dodged because the deviational survey pipe is arranged yet simultaneously, has made things convenient for the current of Construction traffic, makes Construction traffic unblocked; On the sedimentation pipe top guard shield is set, guard shield top is concordant with the depth of fill, neither influences the roller compaction construction of embankment filled soil, can find observation station at any time again, makes observation station be unlikely to be banketed and buries; Guard shield is the hollow shell structure of lower openings, when making rolling compaction machine roll embankment filled soil, do not need to dodge observation station, can above observation station, roll, make near the observation station soil body also can grinding compacting, simultaneously, because sedimentation pipe top extend into top, guard shield space and also leaves certain distance, be deformation space, even so guard shield slightly sink, can not have influence on sedimentation pipe; Under certain one-level depth of fill condition with higher, guard shield top can also increase height by the stack cushion block.
The present invention has overcome the shortcoming of in the former settlement measurement sedimentation pipe being stretched out the surface of banketing, and neither influence construction does not influence settlement measurement yet, and simple in structure, easy to operate, construction easily, cost is low, is settlement measurement method very superior during a kind of embankment fills, and effect is very good.
Other advantage of the present invention and effect will continue to describe below.
Description of drawings
Fig. 1---structural principle synoptic diagram of the present invention.
Fig. 2---shield structure principle schematic.
Fig. 3---guard shield cut-open view.
Fig. 4---cushion block cut-open view.
The 1-settlement plate; The 2-sedimentation pipe; 3-sedimentation pipe joint; The 4-pillar; The 5-Pipe protective joint; 6-connects steel pipe; The 7-embankment filled soil; The 8-guard shield; The 9-cushion block; The 10-suspension ring; The 11-latch; The 12-groove.
Embodiment
Shown in Fig. 1,2,3,4:
Settlement test method when a kind of embankment filled soil is constructed, its monitoring device is made up of settlement plate 1, sedimentation pipe 2, pillar 4, guard shield 8, cushion block 9.
Settlement plate 1 is the square steel plate of length of side 40cm; Connect steel pipe 6 and be fixed on the settlement plate 1, it highly is 10cm; Connect steel pipe 6 tops and be threaded, conveniently be connected with sedimentation pipe 2; Sedimentation pipe 2 is all screwed steel pipe in two ends up and down, and diameter is 3～5cm, and sedimentation pipe joint 3 inside also are threaded, and one section one section is connected to each other and prolongs, and promptly is connected to each other by being threaded of sedimentation pipe joint 3 between each section sedimentation pipe 2; Pillar 4 is up and down all screwed steel pipe in two ends or PVC plastic tube, and diameter is 5～10cm, connects by screwed Pipe protective joint 5, promptly also is one section one section and is connected to each other by Pipe protective joint 5; Guard shield 8 is ghost or the hollow structures that are made by sheet steel or the higher rigid plastic sheet of intensity, big up and small down inversed taper platform shape, and inversed taper platform bottom surface diameter is 30cm, the end face diameter is 35cm, highly is 30cm; There is a circular open guard shield 8 bottom surfaces, and opening diameter is 15cm; Bottom edge evenly is provided with four latches 11 in vertical direction, and guard shield 8 is positioned over when banketing the surface, and latch 11 inserts in the soil, plays the effect of secure shroud 8; The end face center is provided with suspension ring 10, makes things convenient for moving of guard shield 8.Cushion block 9 is the hollow shell structures that are made by sheet steel or the higher rigid plastic sheet of intensity, big up and small down inversed taper platform shape, and the angle that tilts with guard shield 8 peripheries is consistent.Guard shield 8 blocks with the soil body that cushion block 9 is arranged to can not wrapped up on every side when the consistent advantage of up big and down small inversed taper platform shape and angle of inclination is to take out, and surrounding soil has certain gradient after taking out, and can unstability not cave in.
When certain one-level depth of fill is higher than the height of guard shield 8, need on guard shield 8, increase cushion block 9, therefore each measuring point has three cushion blocks 9 altogether in this example, the bottom surface diameter of three cushion blocks 9 is respectively 35cm, 40cm and 45cm, and corresponding end face diameter is respectively 40cm, 45cm and 50cm, three cushion blocks 9 highly are 30cm, and guard shield 8 height that adds three cushion blocks 9 can reach 120cm altogether like this, can satisfy the requirement of every grade of depth of fill of engineering; Cushion block 9 end faces are provided with suspension ring 10, make things convenient for moving of cushion block 9, and the bottom surface is provided with groove 12, are not withstood by beneath suspension ring 10 during convenient the stack.
Know-why of the present invention and concrete steps are as follows:
(1) before the embankment filled soil 7 of the first order fills, with observation station place soil body leveling compacting, lay yellow ground, the settlement plate 1 that band is connected steel pipe 6 is set level, and guarantees plate face level, and backfill sand leveling compacting, is connected with one section at settlement plate 1 center and connects steel pipe 6;
(2) guard shield 8 is placed on directly over the settlement plate 1, and around guard shield 8, manually fills the part soil body, make the guard shield 8 body parcel that banketed;
(3) fill first order embankment, and with this grade embankment filled soil 7 grinding compactings, the filled height of first order embankment filled soil 7 is concordant with guard shield 8 tops, and when first order embankment filled height was higher than guard shield 8 height, the mode that can adopt cushion block 9 to superpose increased the height at guard shield 8 tops;
(4) suspension ring 10 by guard shield 8 tops take away guard shield 8, with first section sedimentation pipe 2 and settlement plate 1 by being connected being threaded of steel pipe 6, first pillar 4 of sedimentation pipe 2 overcoats;
(5) guard shield 8 is mounted on pillar 4 tops, latch 11 inserts in the first order embankment filled soil 7, play the effect of fixedly protecting 8 covers, and around guard shield 8, manually fill the part soil body, make the guard shield 8 body parcel that banketed, because guard shield 8 is the hollow shell structure of lower ending opening, pillar 4 and sedimentation pipe 2 can stretch in the guard shield 8 by opening, leave enough deformation spaces between pillar 4 and sedimentation pipe 2 tops and guard shield 8 tops, when guard shield 8 pressurizeds sink, can not have influence on pillar 4 and sedimentation pipe 2;
(6) fill second level embankment, and with this grade embankment filled soil 7 grinding compactings, the filled height of second level embankment is concordant with guard shield 8 tops, when second level embankment filled height was higher than guard shield 8 height, the mode that can adopt cushion block 9 to superpose increased the height at guard shield 8 tops;
(7) take away guard shield 8 by the suspension ring 10 at guard shield 8 tops, connect second section sedimentation pipe 2 by sedimentation pipe joint 3, and at second section pillar 4 of sedimentation pipe 2 overcoats, pillar 4 usefulness Pipe protective joints 5 connect, and all the filled height with every grade of embankment is close for the length of every section sedimentation pipe 2 and pillar 4;
(8) designed elevation is filled up to embankment in following repeating step (5)～(7) of filling at different levels.
(9) in above each step, when will measure sedimentation, can at any time guard shield 8 be taken away, Sopwith staff is erected at sedimentation pipe 2 end faces, measure elevation, just can calculate settlement plate 1 settling amount with spirit-leveling instrument.
Step (9) settlement measurement can carry out behind any EOS in step (1)～(8), and operation is very easy.
Protection scope of the present invention is not limited only to the description of present embodiment.
Claims (5)
1. the settlement test method a when embankment filled soil is constructed the steps include:
(1) before the first order embankment soil body filled, with observation station place soil body leveling compacting, the settlement plate that band is connected steel pipe was set level, and guaranteed settlement plate plate face level, backfill sand leveling compacting;
(2) guard shield is placed on band and connects directly over the settlement plate of steel pipe, the guard shield lower openings, opening faces the connection steel pipe on the settlement plate, manually fills the soil body around guard shield, makes the guard shield body parcel that banketed;
(3) fill first order embankment, and with this grade embankment filled soil grinding compacting, the filled height of first order embankment is concordant with the guard shield top, when this grade embankment filled height is higher than the guard shield height, place cushion block at the guard shield top, the cushion block lower openings faces the connection steel pipe on the settlement plate;
(4) take away guard shield, the steel pipe that is connected on first section sedimentation pipe and the settlement plate is connected first section pillar of sedimentation pipe overcoat;
(5) put in the sedimentation pipe top in guard shield space and the top of guard shield and leave distance, and manually fill the soil body around the guard shield, make the body parcel that banketed around the guard shield;
(6) fill second level embankment, and, make the filled height of second level embankment concordant, when this grade embankment filled height is higher than the guard shield height, place cushion block at the guard shield top with the guard shield top with this grade embankment filled soil grinding compacting;
(7) take away guard shield, second section sedimentation pipe be connected with first section sedimentation pipe, and outside sedimentation pipe second section pillar of socket and be connected with first section pillar;
(8) designed elevation is filled up to embankment in following repeating step (5)～(7) of filling at different levels;
When (9) measuring sedimentation, guard shield is taken away, Sopwith staff is erected on any one section sedimentation pipe, measure the settlement plate elevation with spirit-leveling instrument.
2. the settlement test method when a kind of embankment filled soil according to claim 1 is constructed is characterized in that the inversed taper platform shape that guard shield is big up and small down, and lower openings is rounded, and bottom edge is provided with latch in vertical direction, and top is provided with suspension ring.
3. the settlement test method when a kind of embankment filled soil according to claim 1 is constructed is characterized in that each section sedimentation pipe, pillar all are threaded at two ends up and down, and two sections employings are threaded.
4. the settlement test method when a kind of embankment filled soil according to claim 1 is constructed is characterized in that the inversed taper platform shape that cushion block is big up and small down, and the angle that tilts with the guard shield periphery is consistent, and top is provided with suspension ring, and the bottom is provided with groove.
5. the settlement test method when a kind of embankment filled soil according to claim 1 is constructed is characterized in that step (9) settlement measurement can carry out behind any EOS in step (1)～(8).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101847917A CN101684632B (en) | 2009-08-21 | 2009-08-21 | Settlement test method for embankment filling construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009101847917A CN101684632B (en) | 2009-08-21 | 2009-08-21 | Settlement test method for embankment filling construction |
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| Publication Number | Publication Date |
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| CN101684632A CN101684632A (en) | 2010-03-31 |
| CN101684632B true CN101684632B (en) | 2011-05-04 |
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| CN2009101847917A Expired - Fee Related CN101684632B (en) | 2009-08-21 | 2009-08-21 | Settlement test method for embankment filling construction |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102767128B (en) * | 2012-08-14 | 2014-10-29 | 天津二十冶建设有限公司 | Construction method capable of controlling top surface elevation for surcharge load soil of subgrade |
| CN107100156A (en) * | 2017-05-31 | 2017-08-29 | 中铁二十局集团第六工程有限公司 | High-speed railway subgrade settlement monitoring element protection and its distribution method |
| CN109113106B (en) * | 2018-07-20 | 2020-10-27 | 中国水利水电第七工程局有限公司 | Mounting and protecting device using method of fully-embedded vertical embedding equipment |
| CN109162259B (en) * | 2018-10-24 | 2020-11-03 | 浙江华东工程咨询有限公司 | Method for mounting array type displacement meter on high rock-fill dam |
| CN110345909B (en) * | 2018-11-21 | 2022-04-08 | 广州日昇岩土科技有限公司 | Full-automatic mechanical intelligent layered settlement meter |
| CN110470272A (en) * | 2019-09-04 | 2019-11-19 | 中交路桥建设有限公司 | A kind of simple soft foundation settlement observation method |
| CN115096255A (en) * | 2022-06-15 | 2022-09-23 | 北京中关村智连安全科学研究院有限公司 | Device and method for measuring horizontal settlement |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2347154Y (en) * | 1998-09-21 | 1999-11-03 | 交通部重庆公路科学研究所 | Enclosed air chamber sensor for measuring subgrade settlement |
| CN2444204Y (en) * | 2000-09-10 | 2001-08-22 | 陈闪光 | Simple steel tube settlement meter |
| CN2624180Y (en) * | 2003-04-28 | 2004-07-07 | 长安大学 | Multifunctional settlement plate for highway roadbed settlement observation device |
| CN1673694A (en) * | 2005-04-25 | 2005-09-28 | 湖南大学 | Earthwork filling body settlement observation instrument |
| CN201075007Y (en) * | 2007-05-11 | 2008-06-18 | 北京益路安技术开发有限公司 | Wireless sedimentation sensor |
-
2009
- 2009-08-21 CN CN2009101847917A patent/CN101684632B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2347154Y (en) * | 1998-09-21 | 1999-11-03 | 交通部重庆公路科学研究所 | Enclosed air chamber sensor for measuring subgrade settlement |
| CN2444204Y (en) * | 2000-09-10 | 2001-08-22 | 陈闪光 | Simple steel tube settlement meter |
| CN2624180Y (en) * | 2003-04-28 | 2004-07-07 | 长安大学 | Multifunctional settlement plate for highway roadbed settlement observation device |
| CN1673694A (en) * | 2005-04-25 | 2005-09-28 | 湖南大学 | Earthwork filling body settlement observation instrument |
| CN201075007Y (en) * | 2007-05-11 | 2008-06-18 | 北京益路安技术开发有限公司 | Wireless sedimentation sensor |
Non-Patent Citations (1)
| Title |
|---|
| JP特开平8-219823A 1996.08.30 |
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| CN101684632A (en) | 2010-03-31 |
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