CN2424236Y - Shore type self-standing supporting structure - Google Patents
Shore type self-standing supporting structure Download PDFInfo
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- CN2424236Y CN2424236Y CN 99215940 CN99215940U CN2424236Y CN 2424236 Y CN2424236 Y CN 2424236Y CN 99215940 CN99215940 CN 99215940 CN 99215940 U CN99215940 U CN 99215940U CN 2424236 Y CN2424236 Y CN 2424236Y
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- shoring
- arch
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Abstract
The utility model relates to a shore type self-standing supporting structure, which is composed of a supporting system and a shoring system, wherein, the supporting system comprises a supporting pile and an arched plate, the supporting pile and the arched plate have beam plate structures, the shoring system comprises a shoring member and a supporting column, and the supporting pile is shored by the shoring member. The self-standing supporting structure has superior structural characteristics, the supporting system and the shoring system are mutually coordinated and matched, and thus the structure obtains the optimal optimization. The utility model has the advantages of high safety probability in use, no influence on circumferential buildings and strong applicability, and can adapt to foundation pit engineering having different geological conditions.
Description
The utility model belongs to foundation pit supporting construction.
At present, in the Foundation Pit Construction, the resistance (as drag, anchor-hold etc.) of balance supporting structured soil pressure all depends on the stratum geological characteristics, promptly adopts technologies such as contrary sequence method diaphragm wall, and its diaphragm wall (supporting and protection structure) also is to come the balance soil pressure with soil body drag as resistance bottom.The supporting and protection structure design is by the decision of soil body geological characteristics, and consequently: the engineering safety probability is low, the accident frequency height: expense unit price is not easy to reduce; Shortcomings such as the soft soil layer supporting degree of depth is restricted.
It is a kind of formula self-support supporting construction of shoring that the purpose of this utility model be to provide a kind of to be different from present Foundation Pit Support Design mechanism, to have the superior new supporting structure of architectural characteristic fully.
The utility model is based on that following principle proposes: when excavation pit, because intensification along with the excavation of foundation pit degree of depth, soil around the foundation ditch is not having to understand rough sledding such as landslide occur under the situation of supporting, especially soft foundation, thereby have a strong impact on construction or can not normal construction, incur loss through delay the duration, cause economic loss.In the practice of construction process, often around foundation ditch, add supporting and protection structure to bear foundation ditch soil pressure all around.Originally shore the supporting mechanism of formula self-support supporting construction, be different from any supporting and protection structure that present base pit engineering is used.What is called is shored the formula self-support supporting construction, is meant any resistance (as drag, anchor-hold etc.) that balance foundation pit supporting construction soil pressure does not rely on the soil body to produce, and independently bears and rely on supporting and protection structure to shore system self " resistance " (shoring power); Its geological characteristics only influences the supporting and protection structure soil pressure, and is irrelevant with resistance, so claim that supporting and protection structure is self supporting type self-support supporting construction (abbreviating self-support supporting construction down as).(pit earthwork is excavated to bed course to this self-support supporting construction according to the design stress, supporting and protection structure is born the soil pressure state), the construction stress state is (in the supporting and protection structure laid processes, supporting and protection structure is born the soil pressure state) two kinds of stressing conditions and non-soft soil layer be (on its foundation ditch bed course, under be non-weak soil, setting its weighted average is Φ 30), (the foundation ditch bed course is above to be weak soil to medium-soft soil layer, setting its weighted average is Φ 12, bed course is following to be non-weak soil, and its weighted average is Φ 30), full soft soil layer (the foundation ditch bed course is up and down a weak soil) three class stratum soil property characteristics are also come definite according to " Code for design of concrete structures ".
Concrete structure of the present utility model is as follows: this is shored the formula self-support supporting construction and is made of support system and the system of shoring.Support system includes soldier pile and arch bar etc., and it changes general one flat supporting and protection structure into beam and slab type supporting and protection structure; As structural beams, the concrete arch bar is born whole soil pressures as structural slab to beam and slab type supporting and protection structure with reinforced concrete pile (castinplace pile or hole digging pile).The system of shoring includes shores rod member and bearing post etc.Shoring rod member is multistory reinforced concrete structure; Shore support post (structural beams), its effect is equivalent to the structural column of beam and slab structure.Shoring the rod member deadweight is supported by the steel concrete bearing post.The support system and the system of shoring organically combine together, complement each other.This self-support supporting construction force way is: soil pressure-arch bar-soldier pile-shore rod member (being load-plate-beam-post).
Originally shoring the formula self-support supporting construction is to be made of support system and the system of shoring; Described support system includes soldier pile and arch bar, and soldier pile and arch bar are a kind of beam and slab structure; The system of shoring has included shores rod member and bearing post; Shore rod member and shore soldier pile.
The formula self-support supporting construction of shoring of the present utility model is different from general supporting and protection structure, it has following distinguishing feature: 1, this supporting and protection structure its engineering cost and foundation ditch building area size and flat shape in Excavation Process has certain influence, but amplitude of variation is limited.As the every increase and decrease of building area 1000m
2, the engineering cost of its supporting and protection structure increases and decreases about 1%: under the different situation of architectural plane, with square-shaped planar for the highest, the engineering cost of other shape is less relatively, and the rectangle plane side ratio is 2: 1, and its supporting and protection structure engineering cost reduces 5% approximately, side ratio is 3: 1 o'clock, reduces about 10%.2, the influence of the used engineering cost of this supporting and protection structure and its supporting degree of depth and geological characteristics: because support system respectively accounts for 50% approximately with the engineering cost of shoring system in this supporting and protection structure, the unit soil pressure increases support system less with the bearing post influence of shoring system, the rod member of shoring to the system of shoring has certain influence (increase with the unit soil pressure increases) only, only account for 40% of total engineering expense and shore rod member, thus the supporting degree of depth and geological characteristics to the influence of supporting and protection structure engineering cost not as other supporting and protection structure sensitivity.3, to have architectural characteristic superior for this self-support supporting construction, and the support system wherein and the system of shoring are coordinated mutually, matches each other, and support system adopts beam and slab structure, collocation structure, and its structure obtains optimum optimization.4, the utility model in use, safe probability is higher, this supporting and protection structure adopts concrete structure, its safety factor is identical with permanent construction engineering value, the degree of safety height; Owing to adopt the water proof curtain wall, to the not influence of its neighboring buildings; Structural Engineering and supporting and protection structure do not have and get in touch, and can avoid Structural Engineering to produce the adverse construction method seam and structure wallboard generation seepage etc. " hidden danger " between the operating period.5, this supporting and protection structure is because the balance soil pressure relies on himself resistance independently to bear, and geological characteristics only influences soil pressure, has nothing to do with resistance, and its compliance is strong, can be adapted to the base pit engineering of different geological conditionss.6, monitoring effect is good, and the engineering monitoring system is careful, the dynamic equilibrium safe ready, and it has the engineering monitoring of " safe automatic valve " formula.7, can save engineering cost.Compare for non-soft soil layer and combined bolting and shotcrete structure, save 15%～30%; For half, full soft soil layer and contrary sequence method diaphragm wall technology, castinplace pile add bolt support structure etc. and compare, and can save 20%～50%.
Below in conjunction with accompanying drawing design principle of the present utility model and architectural feature are further described:
Fig. 1 is stress model figure of the present utility model;
Fig. 2 (a) is the soldier pile sectional drawing of the utility model in non-soft soil layer, and Fig. 2 (b) is the soldier pile sectional drawing of the utility model in full soft soil layer;
Fig. 3 (a) is the sunk type arch bar plan view in the utility model, and Fig. 3 (b) is the A-A sectional drawing of Fig. 3 (a);
Fig. 4 (a) is heavy beam, the plan view of opening beam in laid processes in the utility model, and Fig. 4 (b) is the sectional drawing of Fig. 4 (a);
Fig. 5 shores rod member node plan view for the utility model;
Fig. 6 (a) is the plan view of supporting and protection structure in the work progress, and Fig. 6 (b) is the sectional drawing of Fig. 6 (a);
Fig. 7 (a) directly measures the plan view of (accurately method) for the supporting and protection structure displacement, Fig. 7 (b) is the sectional drawing of Fig. 7 (a).
Referring to Fig. 1, there is shown the structural principle of this self-support supporting construction.This supporting and protection structure is by support system 1 and shore system 2 and constitute; Described support system 1 includes soldier pile 11 and arch bar 12, and soldier pile 11 and arch bar 12 are a kind of beam and slab structure; Shoring system 2 has included and has shored rod member 21 and bearing post 22; Shore rod member 21 and shore soldier pile 11.
Referring to Fig. 2, according to above-mentioned principle, the hypomere of the soldier pile 11 of described support system 1 is to hang arm configuration 13 by the feet, is used to bear the soil pressure of supporting and protection structure: because the supporting length of supporting and protection structure is decided by factors such as soil pressures 3, promptly its supporting length is directly related with geologic feature.The supporting length of supporting and protection structure bed course below 4 is decided by the geological condition below the bed course, and promptly bed course is following hangs arm configuration by the feet and can bear soil pressure to the moment of flexure that it produced, and its geological characteristics is poorer, and its moment of flexure is bigger.Under the identical prerequisite of the vertical absolute altitude of shoring rod member 21 at foundation depth and orlop, non-, soft soil layer soldier pile is hung the arm configuration moment of flexure by the feet and is differed bigger, the pattern foundation pit supporting structure degree of depth is at 12.0m, shore rod member to bed course distance and be 2.0m, soil pressure is calculated to the zero intensity place, arm configuration bending moment value (disregarding the load safety factor) is hung in its soldier pile design by the feet: non-soft soil layer is about 150 (10kN.m), and full soft soil layer is about 1500 (10kN.m).During actual base pit engineering is used, the soil pressure of non-soft soil layer is calculated principle one by supporting and protection structure such as spray anchors and only is calculated to bed course, the following soil pressure of bed course is disregarded (being about 7%), the corresponding minimizing about 40% of moment of flexure of arm configuration is hung in the soldier pile design by the feet, reduce to about 90 (10kN.m) by 150, non-, full soft soil layer design soldier pile is hung the arm configuration moment of flexure by the feet and is differed and be about 17 times.Referring to Fig. 2 (a) and Fig. 2 (b), as seen its soldier pile length of hanging arm configuration of arm configuration 13 in non-, full soft soil layer of hanging by the feet bottom differs great disparity.
Referring to Fig. 2, described soldier pile 11 is composited by main body stake 14 and compensation stake 15 again, and the cross section of its main body stake 14 is tall and big in compensation stake 15 cross section height.Soldier pile and compensation stake are compounded to form collocation structure.Described main body stake 14 is a continuous beam, and described compensation stake 15 is one in the haunch at fulcrum place, therefore soldier pile can be thought a band armpit continuous beam.13 is that arm configuration is hung in construction by the feet among the figure; H is expressed as design and hangs the arm configuration orlop by the feet and shore the distance of rod member to the bed course section; H is expressed as design and hangs the distance of arm configuration bed course to soil pressure zero intensity section by the feet.
Above-mentioned said bending moment of hanging arm configuration 13 by the feet forms compensation stake 15 tops of hanging arm configuration by the feet by being in soil pressure 3 is come balance; Hang by the feet under the bigger situation of the residing bending moment of arm configuration at this, its bending moment of balance also can be realized on the superincumbent basis in the following ways: longitudinal reinforcement or oblique rollering steel muscle are set shoring on the rod member, relevant this structure will add explanation below again.
Described arch bar 12 is a parabola multiple twin concrete arch, has cast-in-place arch bar and two kinds of structures of water proof curtain wall arch bar.Cast-in-place arch bar is adapted to non-soft soil layer, when construction, adopts the outer precipitation of foundation ditch, lays one by one with soil excavation, does not bear the following soil pressure of bed course on the structure, and it can adopt ribbed panel, and its horizontal ribs is apart from 1.5～2.0m; Cast-in-place arch bar is only pointed out at this as a kind of structure.To stress water proof curtain wall arch bar below.This water proof curtain wall arch bar is adapted to full soft soil layer, adopts precipitation in the foundation ditch during construction, lays before the soil excavation, bears the soil pressure of bed course to the zero intensity place on its structure.Should adopt the soldier pile spacing in practice as far as possible is that the supporting span equates, differs bigger to avoid the horizontal thrust of arch bar.According to geological characteristics, place water proof requirement, it is that sunk type arch bar, deep layer stirring water proof curtain wall arch bar are that deep layer stirs arch bar and impervious wall water proof curtain wall arch bar is the impervious wall arch bar that its form of structure can be the prefabricated water proof curtain wall of sunk type arch bar.
Referring to Fig. 3, the prefabricated water proof curtain wall of described sunk type arch bar comprises dome-shaped base 121 and the vertical arch bar 122 that is provided with above thereof; In order to increase the arch bar integral rigidity, overcome defectives such as Arch Bar Structure rigidity difference, vertical garden shape pit shaft 123 is set, the service aisle when this vertical garden shape pit shaft 123 also can be used as the arch bar sinking in the middle of arch bar; Be provided with vertical delthyrium 124 at the two ends of arch bar, the control hole of measuring when being used for the arch bar construction on the one hand, the end plate 127 of this delthyrium can be used as the skirting board that hole digging pile is the main body stake on the other hand; Between garden shape pit shaft 123 and delthyrium 124 vertical strengthening ribs 125 is set, and horizontal stiffener 126 is set on arch bar, the spacing of its horizontal stiffener is about 3m, to guarantee arch bar enough rigidity is arranged when sinking.The thickness of described arch bar and the degree of depth are decided according to geological condition and construction requirement.Described dome-shaped base 121 by the wall location of bottom strengthen shoring 128, arch wall 129, garden encircle 129 ｀ and constitute.This arch bar is adapted to non-soft soil layer.
The described system 2 of shoring is by shoring rod member 21 and bearing post 22 constitutes.Shore rod member 21 for reinforced concrete beam is structural column under the beam, be used to bear the soil pressure that supporting and protection structure transmits, it is supported by soldier pile; Shore rod member 21 infalls and be provided with bearing post 22, bearing post 22 is a reinforced concrete pile.
The described rod member 21 of shoring is single-beam; It perhaps is the π type promptly heavy beam of the heavy beam of combined reinforced bar concrete on an empty stomach; Be the opening beam perhaps for steel concrete opening beam.In the actual use, determine according to situations such as the geological characteristics of non-, soft soil layer, soil pressures.Border area shore as non-soft soil layer adopts single-beam, and full soft soil layer border area is shored the rod member upper strata and adopted single-beam, lower floor to adopt heavy beam, intermediate layer to adopt opening beam etc.
Referring to Fig. 4, described heavy beam and opening beam are a kind of special prefabricated rod members of shoring.Heavy beam includes base 211 and vertical pit shaft 212 on an empty stomach; Described empty stomach base 211 is the garden arch, it includes that the garden arch 213 on top, the arch wall 214 of bottom, heavy Liang Qiang location strengthen shoring 215, heavy beam base plate 216 and heavy back plate 217, and described heavy Liang Qiang location strengthens shoring 215, heavy beam base plate 216 and heavy back plate 217 are in the arch wall 214; In the formation of the said heavy beam in front, base can be considered heavy beam blank on an empty stomach, after sinking to putting in place, sets up base plate and or top board and is heavy beam.This arch wall 214 is heavy beam soil excavation service depot; Vertical pit shaft 212 is the netted pit shaft of a kind of tool-type skeleton, is heavy beam service aisle.
The above-mentioned described rod member of shoring can be semicircle on an empty stomach heavy beam or the heavy beam of square empty stomach.When the section area of shoring rod member greater than 0.6m
2The semicircle on an empty stomach heavy beam of Shi Caiyong, the garden arch of this heavy beam is concrete structure with arch wall, after heavy beam puts in place, lays base plate in place, wall location and constitutes the heavy on an empty stomach beam of half garden shape.When the section area of shoring rod member less than 0.6m
2The square empty stomach of Shi Caiyong is sunk beam, and the garden arch of this heavy beam is tool-type skeleton reticulated vault, and arch wall is a lattice storehouse formula concrete structure, and behind the heavy beam inversion, heavy back plate is laid at Yu Qiangding, place, wall location, base plate constitutes the heavy beam of square empty stomach.
The above-mentioned described rod member of shoring is provided with hole 218, is opening beam 21.Label 219 is the cushion block between the opening beam among Fig. 4.
Described bearing post 22 is arranged on the infall of shoring rod member 21, constitutes to shore the node 23 of system.In order to transmit the nanmu strut member effectively by power.This bearing post 22 is a pile body, in the corresponding section of bottom of the building plate steel lattice column is set, and is convenient to " the construction conversion " of bearing post.
Above said node 23 can adopt following several form according to geological characteristics: the single-beam node; Perhaps single-beam and heavy beam node; Perhaps heavy beam node.Shore rod member axle power or soil pressure in order to guarantee that node can effectively transmit, take effective reinforcement measure at this node place.Referring to Fig. 5, repair cutter squarely 231 at the bearing post 22 at this node place; And set up " eight " font and strengthen cross section 232 shoring between rod member, the length in this reinforcement cross section is not less than shores the rod member breadth of section; Set up bearing post steel concrete up and down and strengthen hoop 233 shoring rod member; Be provided with four vertical ribs 234 of steel concrete on bearing post shafts limit; And have additional distributing bar etc. at the node place.
Embodiment: referring to Fig. 6, in work progress, the foundation ditch plane is divided into promptly middle district 5, two construction operation districts and border area 6, middle district 5 is a horizontal zone, earlier with soil excavation to shoring absolute altitude at the bottom of the rod member, shore rod member and node (promptly digging Hou Ding earlier) in over ground installation then; Border area 6 is a sloped region for putting the slope district, and its cubic metre of earth wouldn't excavate, and prior to underground laying item strut member (heavy beam, opening beam) and node, excavates surplus cubic metre of earth of border area (promptly push up afterwards earlier and dig) again.In order to prevent sloped region earthwork downslide, in the Po Zhi district baffle plate is set, insert in soil its lower end, and reinforcing bar drawknot is adopted in its upper end.Its detailed process will further specify in following use.Among the figure 7 be in, the line of demarcation, border area; 8 for shoring the long span that adds of rod member; 9 is structural framing; 10 is the structure wallboard.
This self-support supporting construction is when practical application, before soil excavation, lay earlier soldier pile 11, can bear soil pressure effectively in order to guarantee this soldier pile, soldier pile is provided with the compensation stake, both combine effectively, and with the excavation of the earthwork impervious wall arch bar are pressed the construction of impervious wall construction technology and combine a formation support system with soldier pile.With the time adopt the sinking method to install simultaneously to shore rod member (single-beam, heavy beam or opening beam), on bearing post, to lay node, will shore rod member with bearing post combines, formation is shored system 2.Constitute this self-support supporting construction by support system and the system of shoring.
In order to guarantee that this supporting and protection structure normally uses,, can carry out engineering monitoring to this self-support supporting construction using simultaneously.Its monitoring method can adopt all apodeictic stress monitoring of its accuracy and reliability.Its method is to paste stress section on supporting and protection structure longitudinal stress reinforcing bar or concrete, the variation of periodic monitoring supporting and protection structure.The displacement prison adopts new displacement direct measuring method elsewhere.The displacement direct measuring method has accurate method and two kinds of relative methods.Referring to Fig. 7, below shoring rod member, before soil did not excavate as yet, main body stake displacement control point adopted the borehole method to lay.A is a hole digging pile among the figure; B is the displacement control point; A1 is a protection wall of bored pile.
Claims (9)
1, a kind of formula self-support supporting construction of shoring, it is by support system (1) and shore system (2) formation; It is characterized in that: described support system (1) includes soldier pile (11) and arch bar (12), and soldier pile (11) and arch bar (12) are a kind of beam and slab structure; Shoring system (2) has included and has shored rod member (21) and bearing post (22); Shore rod member (21) and shore soldier pile (11).
2, the formula self-support supporting construction of shoring according to claim 1 is characterized in that: the hypomere of the soldier pile (11) of described support system (1) is to hang arm configuration (13) by the feet, is used to bear the soil pressure of supporting and protection structure.
3, the formula self-support supporting construction of shoring according to claim 2, it is characterized in that: described soldier pile (11) is composited by main body stake (14) and compensation stake (15), the cross section of its main body stake (14) is tall and big in compensation stake (15) cross section height, soldier pile and compensation stake are compounded to form collocation structure: described main body stake (14) is a continuous beam, and described compensation stake (15) is one in the haunch at fulcrum place.
4, according to claim 1 or the 2 or 3 described formula self-support supporting constructions of shoring, it is characterized in that: described arch bar (12) is a parabola multiple twin concrete arch, is water proof curtain wall Arch Bar Structure.
5, the formula self-support supporting construction of shoring according to claim 4 is characterized in that: described water proof curtain wall Arch Bar Structure is a sunk type, the vertical arch bar (122) that it comprises dome-shaped base (121) and is provided with above; Vertical garden shape pit shaft (123) is set, the service aisle when this vertical garden shape pit shaft (123) also can be used as the arch bar sinking in the middle of arch bar; Be provided with vertical delthyrium (124) at the two ends of arch bar, the control hole of measuring when being used for the arch bar construction on the one hand, the end plate of this delthyrium (127) can be used as the skirting board that hole digging pile is the main body stake on the other hand; Between garden shape pit shaft (123) and delthyrium (124), vertical strengthening ribs (125) is set, and horizontal stiffener (126) is set on arch bar; Described dome-shaped base (121) strengthens shoring (128), arch wall (129), garden arch (129 ｀) formation by the wall location of bottom.
6, according to claim 1 or the 2 or 3 described formula self-support supporting constructions of shoring, it is characterized in that: the described system (2) of shoring constitutes by shoring rod member (21) and bearing post (22); Shore rod member (21) and be structural column under the beam for reinforced concrete beam, it is supported by soldier pile; Shore rod member (21) infall and be provided with bearing post (22), bearing post (22) is a reinforced concrete pile.
7, the formula self-support supporting construction of shoring according to claim 6 is characterized in that: the described rod member (21) of shoring is a single-beam; It perhaps is the π type promptly heavy beam of the heavy beam of combined reinforced bar concrete on an empty stomach; Be the opening beam perhaps for steel concrete opening beam.
8, the formula self-support supporting construction of shoring according to claim 7 is characterized in that: described heavy beam includes base (211) and vertical pit shaft (212) on an empty stomach; Described empty stomach base (211) is the garden arch, it includes garden arch (213), the arch wall (214) of bottom, the reinforcement of heavy Liang Qiang location on top and shores (215), heavy beam base plate (216) and heavy back plate (217), and described heavy Liang Qiang location is strengthened shoring (215), heavy beam base plate (216) and heavy back plate (217) and is in the arch wall (214).
9, the formula self-support supporting construction of shoring according to claim 8 is characterized in that: the above-mentioned described rod member of shoring is provided with hole (218), is the opening beam.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99215940 CN2424236Y (en) | 1999-07-16 | 1999-07-16 | Shore type self-standing supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 99215940 CN2424236Y (en) | 1999-07-16 | 1999-07-16 | Shore type self-standing supporting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN2424236Y true CN2424236Y (en) | 2001-03-21 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 99215940 Expired - Fee Related CN2424236Y (en) | 1999-07-16 | 1999-07-16 | Shore type self-standing supporting structure |
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| Country | Link |
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| CN (1) | CN2424236Y (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2011009219A1 (en) * | 2009-07-24 | 2011-01-27 | Sfs Structures Ltd. | Shoring free excavation and basement construction apparatus and method |
| CN102444133A (en) * | 2011-09-20 | 2012-05-09 | 河海大学 | Soil cement long wall continuous arch structure for slope reinforcement |
| WO2017084573A1 (en) * | 2015-11-16 | 2017-05-26 | 彭高培 | Upheaval-resisting support structure |
-
1999
- 1999-07-16 CN CN 99215940 patent/CN2424236Y/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2011009219A1 (en) * | 2009-07-24 | 2011-01-27 | Sfs Structures Ltd. | Shoring free excavation and basement construction apparatus and method |
| CN102444133A (en) * | 2011-09-20 | 2012-05-09 | 河海大学 | Soil cement long wall continuous arch structure for slope reinforcement |
| WO2017084573A1 (en) * | 2015-11-16 | 2017-05-26 | 彭高培 | Upheaval-resisting support structure |
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| CF01 | Termination of patent right due to non-payment of annual fee |