CN106948315A - A kind of stone masonry dam dam grouting reinforcing structure inferior and method - Google Patents
A kind of stone masonry dam dam grouting reinforcing structure inferior and method Download PDFInfo
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- CN106948315A CN106948315A CN201710285889.6A CN201710285889A CN106948315A CN 106948315 A CN106948315 A CN 106948315A CN 201710285889 A CN201710285889 A CN 201710285889A CN 106948315 A CN106948315 A CN 106948315A
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- dam
- stone masonry
- former
- grout hole
- grouting
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- 239000004575 stone Substances 0.000 title claims abstract description 61
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 23
- 238000000034 method Methods 0.000 title claims description 15
- 239000011440 grout Substances 0.000 claims abstract description 58
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 17
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims description 11
- 239000002344 surface layer Substances 0.000 claims description 8
- 239000002002 slurry Substances 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 4
- 230000010412 perfusion Effects 0.000 claims description 3
- 230000011218 segmentation Effects 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 240000007594 Oryza sativa Species 0.000 claims 1
- 235000007164 Oryza sativa Nutrition 0.000 claims 1
- 229920002472 Starch Polymers 0.000 claims 1
- 208000004350 Strabismus Diseases 0.000 claims 1
- 235000009566 rice Nutrition 0.000 claims 1
- 239000002689 soil Substances 0.000 claims 1
- 235000019698 starch Nutrition 0.000 claims 1
- 239000008107 starch Substances 0.000 claims 1
- 230000006378 damage Effects 0.000 abstract description 4
- 230000005641 tunneling Effects 0.000 abstract description 3
- 238000005429 filling process Methods 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 238000005728 strengthening Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 6
- 239000000243 solution Substances 0.000 description 6
- 239000008267 milk Substances 0.000 description 5
- 210000004080 milk Anatomy 0.000 description 5
- 235000013336 milk Nutrition 0.000 description 5
- 230000002411 adverse Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 230000003247 decreasing effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000037452 priming Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
- E02B7/02—Fixed barrages
- E02B7/04—Dams across valleys
- E02B7/06—Earth-fill dams; Rock-fill dams
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
Abstract
The invention discloses a kind of stone masonry dam dam grouting reinforcing structure inferior, the upstream of stone masonry dam dam body (1) is provided with former concrete anti-seepage panel (2), novel concrete face slab for water retaining (3) is provided with the outside of described former concrete anti-seepage panel (2), in the inner side of described former concrete anti-seepage panel (2) towards being drilled with grout hole (5) on described stone masonry dam dam body (1), the top of described grout hole (5) seam of the contact with the top of stone masonry dam dam body (1) (1.1) is flushed, it overcomes tunneling boring well cementing in the prior art, will heavy damage dam structure, and the higher shortcoming of investment；Have the advantages that adapting to former face slab for water retaining variable cross-section shape, the former face slab for water retaining of reinforcement is integrally combined with stone masonry dam body, reduces dam body voidage, dam body impermeability is improved indirectly and is easy to filling process to control；By combining former drainage in dam body hole, osculum is reset, dam dam structure internal stability safety after strengthening grouting can be ensured.
Description
Technical field
It is more specifically that a kind of stone masonry dam dam grouting inferior is mended the present invention relates to hydro-structure technical field
Force fixing structure and method.
Background technology
China has built plurality of stone masonry dam, is largely construction before reform and opening-up, because building period technology
Condition relatively falls behind, and some stone masonry dam dam bodys are inferior, there is dam body voidage problems of too, is run by more than 40 years, dam body by
The various state of an illness and dangerous situation are gradually occurred in that, reinforcing need to be carried out.Reinforcing typically uses grouting method, but if to stone masonry
Dam poor quality dam body carries out tunneling boring well cementing, it will heavy damage dam structure, and invests higher；If using localized borehole
It is in the milk and position selection of being in the milk is improper, the purpose of reinforcing is not reached again, can't resolve the safety that dam body inferior is present and ask
Topic.Dam body is carried out after reinforcing using grouting method, while the former draining hole plug failure of dam body can be caused, to dam body inside
Stress is adversely affected safely.
The content of the invention
The first object of the present invention is the weak point for overcoming above-mentioned background technology, and proposes that a kind of stone masonry dam is inferior
Dam grouting reinforcing structure.
The technical scheme is that implemented by following measure：A kind of dam grouting reinforcement inferior of stone masonry dam adds
Fixing structure, it includes stone masonry dam dam body, described stone masonry dam dam body bottom is provided with gallery；In described stone masonry dam
Former osculum is provided with dam body, described former osculum is arranged from top to bottom from the top of stone masonry dam dam body, described original
The bottom of osculum is connected with the top concrete surface layer of described gallery；
The upstream of described stone masonry dam dam body is provided with former concrete anti-seepage panel, in described former concrete anti-seepage
Novel concrete face slab for water retaining is provided with the outside of panel, in the inner side of described former concrete anti-seepage panel towards described
Grout hole is drilled with stone masonry dam dam body, the top seam of the contact with the top of stone masonry dam dam body of described grout hole is flushed,
Deformation observation point is opened with contacting the junction of seam and being provided with the top of described former concrete anti-seepage panel, in described former osculum
Outlet at bottom at be drilled with new osculum from bottom to top.
In the above-mentioned technical solutions：Described grout hole has been disposed vertically downward a row or two row, the grouting described in each column
Angle between hole and vertical line is 2 degree of inclined downstream, and the bottom of the grout hole described in each column extend into described gallery
More than top concrete surface layer at 2 meters.
In the above-mentioned technical solutions：Described grout hole when being disposed with two row, between the described grout hole of two row away from
From for 1-2 meters；The pitch of holes of described grout hole is 1.5-2.5 meters, and the aperture of described grout hole is 91 millimeters.
In the above-mentioned technical solutions：The drilling depth of described new osculum is not less than 5 meters；The hole of described new osculum
Spacing is identical with the pitch of holes of former osculum and not less than 3 meters；The aperture of described new osculum is 91 millimeters.
Present invention additionally comprises a kind of construction method：A kind of method of stone masonry dam dam grouting reinforcing structure inferior,
It comprises the following steps：
1. novel concrete face slab for water retaining, has been poured on the outside of former concrete anti-seepage panel, novel concrete face slab for water retaining is tight
The described former concrete anti-seepage panel of patch is poured；
2., in the inner side of described former concrete anti-seepage panel towards being drilled with grout hole on described stone masonry dam dam body,
The top of the described grout hole seam of the contact with the top of stone masonry dam dam body is flushed, at the top of described former concrete anti-seepage panel
Seamed with contact and opened deformation observation point；
3., new osculum is drilled with from bottom to top at the outlet at bottom of described former osculum.
In the above-mentioned technical solutions：Step 2. in；Grouting in described grout hole uses three sequence hole methods, described filling
The grouting in hole is starched using segmentation obstruction grouting from bottom to top, the cement injection slurries into described grout hole, grouting starting pressure
Power 0.2MPa, then boosts to the seam of the contact with stone masonry dam dam body handing-over at the top of 0.4MPa, former concrete anti-seepage panel paragraph by paragraph
Place, which is set, opens deformation observation point, when contact seam opens when opening deformation values and reaching 200 μm of deformation observation point, should reduce grouting pressure
Power stops grouting.
In the above-mentioned technical solutions：In the cement grout of perfusion：The weight ratio of water and cement is 3: 1 to 0.6: 1, is used
Strength of cement grade is not less than 42.5 grades, and slurry temperature is maintained between 5-40 DEG C.
In the above-mentioned technical solutions：Described grout hole has been disposed vertically downward a row or two row, the grouting described in each column
Angle between hole and vertical line is 2 degree of inclined downstream, and the bottom of the grout hole described in each column extend into described gallery
More than top concrete surface layer at 2 meters.
The present invention has following technological merit：1st, arranged using a row grout hole, a row grout hole, shape can be set up if necessary
Into two row grout holes, grout hole is arranged in dam upstream side key position, has both reached the purpose to dam body reinforcing, can also save
Construction investment is saved, more than 50% can be reduced investment outlay compared to tunneling boring well cementing.
2nd, grout hole swims 2 ° of inclination vertically downward, is suitable for place where troops were originally stationed and oozes the up-narrow and down-wide variable cross-section shape of panel construction, keeps away
Exempt from drilling destruction upstream side place where troops were originally stationed and ooze panel construction；And ooze to contact to seam with stone masonry dam body at the top of panel in place where troops were originally stationed and open deformation
Observation station, is easy to filling process control, and grouting pressure can be avoided excessive and cause former concrete anti-seepage panel and dam body stone masonry
Disengage, dam structure is adversely affected.
3rd, former concrete anti-seepage panel can be strengthened integrally to be combined with stone masonry dam body, grout hole one is arranged or the two continuous cloth of row
Put, be conducive to dam body to form continuous vertical seepage control body, dam body impermeability can be improved indirectly.According to reinforcing before and after test
Inspection result, by dam grouting reinforcing, grouting position dam body permeability rate by being decreased to less than 5 Lv Rong more than 20 Lv Rong,
The reinforcing effect that is in the milk is notable.
4th, with reference to former drainage in dam body hole, reset inside osculum, recovered part osculum function, reduction dam structure
Uplift pressure, can ensure dam dam structure internal stability safety after strengthening grouting.According to dam structure stabilization and Stress calculation,
Gallery near top locally produces exceeded tensile stress value after former drainage in dam body hole failure, resets structural stress after osculum extensive
It is multiple normal, it is satisfied by code requirement.
Brief description of the drawings
Fig. 1 is structural representation of the invention.
In figure：Stone masonry dam dam body 1, contact seam 1.1, former concrete anti-seepage panel 2, novel concrete face slab for water retaining 3, gallery
4th, grout hole 5, new osculum 6, former osculum 7, open deformation observation point 8.
Embodiment
The performance that the invention will now be described in detail with reference to the accompanying drawings, but they do not constitute limitation of the invention, only
It is for example；Advantages of the present invention will become clearer and be readily appreciated that by illustrating simultaneously.
Shown in reference picture 1：A kind of stone masonry dam dam grouting reinforcing structure inferior, it includes stone masonry dam dam body 1,
The described bottom of stone masonry dam dam body 1 is provided with gallery 4；Former osculum 7 is provided with described stone masonry dam dam body 1,
Described former osculum 7 arranges from top to bottom from the top of stone masonry dam dam body 1, the bottom of described former osculum 7 with it is described
Gallery 4 top concrete surface layer connection；
The upstream of described stone masonry dam dam body 1 is provided with former concrete anti-seepage panel 2, it is anti-in described former concrete
The outside for oozing panel 2 is provided with novel concrete face slab for water retaining 3, in the inner side direction of described former concrete anti-seepage panel 2
It is drilled with grout hole 5 on described stone masonry dam dam body 1, top contact with the top of stone masonry dam dam body 1 of described grout hole 5
Seam 1.1 is flushed, at the described top of former concrete anti-seepage panel 2 and the contact seam 1.1 at the described top of stone masonry dam dam body 1
Junction is drilled with new osculum 6 from bottom to top provided with deformation observation point 8 is opened at the outlet at bottom of described former osculum 7.
Described grout hole 5 has been disposed vertically downward a row or two row, between the grout hole 5 and vertical line described in each column
Angle be 2 degree of inclined downstream, be suitable for the up-narrow and down-wide variable cross-section shape of the former structure of concrete anti-seepage panel 2, it is to avoid bore
The former structure of concrete anti-seepage panel 2 in hole destruction upstream side；And at the former top of concrete anti-seepage panel 2 and stone masonry dam dam body 1
Contact seam 1.1 sets and opens deformation observation point 8, can avoid that grouting pressure is excessive to be adversely affected to dam structure.
Described grout hole 5 is when being disposed with two row, and the array pitch between the described grout hole 5 of two row is 1-2 meters；Each column institute
Pitch of holes between the grout hole 5 stated is 1.5-2.5 meters.
The aperture of described grout hole 5 is 91 millimeters；The bottom of grout hole 5 described in each column extend into described gallery 4
More than top concrete surface layer at 2 meters.
The grouting pressure of described grout hole 5 can be segmented boosting as follows using piecewise boosting：First segment length
2m, pressure 0.2MPa, the second segment length 3m, pressure 0.3MPa, and are length 5m, pressure 0.4MPa with back segment by the 3rd section, press
Power is not lifted as principle with former upstream face plate, and deformation observation point need to be opened by observation contact seam 1.1 opens deformation values
Control and adjustment grouting pressure.
The pitch of holes of described new osculum 6 is identical with the pitch of holes of former osculum 7 and not less than 3 meters；Described is new
The aperture of osculum 6 is 91 millimeters；The drilling depth of described new osculum 6 is not less than 5 meters, and specific depth is according to dam stabilization
Calculating is actually needed to determine.
A kind of method of stone masonry dam dam grouting reinforcing structure inferior, it is characterised in that：It comprises the following steps：
1. novel concrete face slab for water retaining 3, novel concrete face slab for water retaining 3, have been poured in the outside of former concrete anti-seepage panel 2
It is close to described former concrete anti-seepage panel 2 to pour；
2., in the inner side of described former concrete anti-seepage panel 2 towards being drilled with grout hole on described stone masonry dam dam body 1
5, top contact with the top of stone masonry dam dam body 1 seam 1.1 of described grout hole 5 is flushed, in described former concrete anti-seepage
Deformation observation point 8 is opened with contacting seam 1.1 and being provided with the top of panel 2；
3., it is drilled with new osculum 6 from bottom to top at the outlet at bottom of described former osculum 7.
Step 2. in；Grouting in described grout hole 5 uses three sequence hole methods (three sequence hole methods：Construction grouting hole 5 first
In the first sequence hole, the pitch of holes in the first sequence hole for the pitch of holes of grout hole 54 times i.e. 6-10m, after the first sequence hole has been constructed,
Per the second sequence hole of constructing in the middle of adjacent first sequence hole, then per adjacent first sequence hole with being constructed the 3rd sequence in the middle of the second sequence hole
Hole, is in the milk by sequence and encrypts).
Grouting in described grout hole 5 is using the grouting of segmentation obstruction, the priming petock into described grout hole 5 from bottom to top
Slurry liquid, be in the milk initial pressure 0.2MPa, and 0.4MPa, the former top of concrete anti-seepage panel 2 and stone masonry are then boosted to paragraph by paragraph
The contact seam 1.1 of dam dam body 1, which is set, opens deformation observation point 8, when the deformation values that open that contact seam 1.1 opens deformation observation point 8 reach
During to 200 μm, grouting pressure should be reduced or stop grouting.
In the cement grout of perfusion：The weight ratio of water and cement is 3: 1 to 0.6: 1, not low using strength of cement grade
In 42.5 grades, slurry temperature is maintained between 5-40 DEG C.
Above-mentioned unspecified part is prior art.
Claims (8)
1. a kind of stone masonry dam dam grouting reinforcing structure inferior, it includes stone masonry dam dam body (1), grouted in described
Masonry dam dam body (1) bottom is provided with gallery (4)；Former osculum (7) is provided with described stone masonry dam dam body (1), it is described
The top of former osculum (7) from stone masonry dam dam body (1) arrange from top to bottom, the bottom of described former osculum (7) and institute
The top concrete surface layer connection for the gallery (4) stated；
It is characterized in that：The upstream of described stone masonry dam dam body (1) is provided with former concrete anti-seepage panel (2), described
Former concrete anti-seepage panel (2) on the outside of be provided with novel concrete face slab for water retaining (3), in described former concrete anti-seepage
The inner side of panel (2) towards being drilled with grout hole (5) on described stone masonry dam dam body (1), the top of described grout hole (5) with
Contact seam (1.1) at the top of stone masonry dam dam body (1) is flushed, in described former concrete anti-seepage panel (2) top and stone masonry
The junction of contact seam (1.1) at the top of dam dam body (1) is provided with deformation observation point (8) is opened, in described former osculum (7)
New osculum (6) is drilled with outlet at bottom from bottom to top.
2. a kind of stone masonry dam dam grouting reinforcing structure inferior according to claim 1, it is characterised in that：It is described
Grout hole (5) be disposed vertically downward a row or two row, angle of the grout hole (5) between vertical line described in each column be to
Downstream tilts 2 degree, and the bottom of the grout hole (5) described in each column extend into more than described gallery (4) top concrete surface layer 2 meters
Place.
3. a kind of stone masonry dam dam grouting reinforcing structure inferior according to claim 1 or 2, it is characterised in that：
Described grout hole (5) is when being disposed with two row, and the array pitch between the described grout hole (5) of two row is 1-2 meters；Described grouting
The pitch of holes in hole (5) is 1.5-2.5 meters, and the aperture of described grout hole (5) is 91 millimeters.
4. a kind of stone masonry dam dam grouting reinforcing structure inferior according to claim 3, it is characterised in that：It is described
The drilling depth of new osculum (6) be not less than 5 meters, between the pitch of holes of described new osculum (6) and the hole of original osculum (7)
Away from it is identical and be not less than 3 meters；The aperture of described new osculum (6) is 91 millimeters.
5. a kind of stone masonry dam dam grouting reinforcing structure inferior according to any claim in claim 1-4
Method, it is characterised in that：It comprises the following steps：
1. novel concrete face slab for water retaining (3), novel concrete face slab for water retaining, have been poured on the outside of former concrete anti-seepage panel (2)
(3) it is close to described former concrete anti-seepage panel (2) to pour；
2., in the inner side of described former concrete anti-seepage panel (2) towards being drilled with grout hole on described stone masonry dam dam body (1)
(5), the top of described grout hole (5) contact with the top of stone masonry dam dam body (1) seam (1.1) is flushed, mixed in described original
The seam of the contact with the top of stone masonry dam dam body (1) (1.1) junction, which is provided with, at the top of solidifying soil face slab for water retaining (2) opens deformation observation point
(8)；
3., new osculum (6) is drilled with from bottom to top at the outlet at bottom of described former osculum (7).
6. a kind of method of stone masonry dam dam grouting reinforcing structure inferior according to claim 5, its feature exists
In：Step 2. in；Grouting in described grout hole (5) uses the grouting in three sequence hole methods, described grout hole (5) to use
Segmentation obstruction grouting from bottom to top, the cement injection slurries into described grout hole (5), grouting initial pressure 0.2MPa, then
The seam of the contact with stone masonry dam dam body (1) (1.1) at the top of 0.4MPa, former concrete anti-seepage panel (2) is boosted to paragraph by paragraph and is set opens
Deformation observation point (8), when contact seam (1.1) opens when opening deformation values and reaching 200 μm of deformation observation point (8), should reduce filling
Starch pressure or stop grouting.
7. a kind of method of stone masonry dam dam grouting reinforcing structure inferior according to claim 6, its feature exists
In：In the cement grout of perfusion：The weight ratio of water and cement is 3: 1 to 0.6: 1, is not less than 42.5 using strength of cement grade
Level, slurry temperature is maintained between 5-40 DEG C.
8. a kind of method of stone masonry dam dam grouting reinforcing structure inferior according to claim 7, its feature exists
In：Described grout hole (5) is disposed with a row or two row, and angle of the grout hole (5) between vertical line described in each column is
Downstream 2 degree of squint, the bottom of the grout hole (5) described in each column is extend into more than described gallery (4) top concrete surface layer 2
At rice.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710285889.6A CN106948315A (en) | 2017-04-27 | 2017-04-27 | A kind of stone masonry dam dam grouting reinforcing structure inferior and method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710285889.6A CN106948315A (en) | 2017-04-27 | 2017-04-27 | A kind of stone masonry dam dam grouting reinforcing structure inferior and method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106948315A true CN106948315A (en) | 2017-07-14 |
Family
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710285889.6A Pending CN106948315A (en) | 2017-04-27 | 2017-04-27 | A kind of stone masonry dam dam grouting reinforcing structure inferior and method |
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| Country | Link |
|---|---|
| CN (1) | CN106948315A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411640A (en) * | 2022-03-11 | 2022-04-29 | 中电建十一局工程有限公司 | Rockfill core wall dam reinforcing and repairing construction method |
| CN114606903A (en) * | 2022-04-15 | 2022-06-10 | 山东省水利科学研究院 | Seepage-proofing reinforcing method for stone-laying dam |
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| CN105887770A (en) * | 2016-06-08 | 2016-08-24 | 天津大学 | Functionally-graded structure suitable for upstream face of roller-compacted concrete gravity dam |
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2017
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114411640A (en) * | 2022-03-11 | 2022-04-29 | 中电建十一局工程有限公司 | Rockfill core wall dam reinforcing and repairing construction method |
| CN114411640B (en) * | 2022-03-11 | 2024-02-13 | 中电建十一局工程有限公司 | Construction method for reinforcing and repairing rock-fill core wall dam |
| CN114606903A (en) * | 2022-04-15 | 2022-06-10 | 山东省水利科学研究院 | Seepage-proofing reinforcing method for stone-laying dam |
| CN114606903B (en) * | 2022-04-15 | 2024-03-01 | 山东省水利科学研究院 | Seepage-proofing reinforcing method for masonry dam |
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Application publication date: 20170714 |