CN104863380B - Overall replacement system for original building shock-insulation support and construction method - Google Patents
Overall replacement system for original building shock-insulation support and construction method Download PDFInfo
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- CN104863380B CN104863380B CN201510261417.8A CN201510261417A CN104863380B CN 104863380 B CN104863380 B CN 104863380B CN 201510261417 A CN201510261417 A CN 201510261417A CN 104863380 B CN104863380 B CN 104863380B
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Abstract
The invention relates to an overall replacement system for an original building shock-insulation support and a construction method. According to an overall replacement system structure, four temporary small foundations fall on a structural foundation and are evenly distributed on the periphery of the shock-insulation support, a section steel column is placed on each temporary small foundation, a steel cushion plate is placed on the top of each section steel column, a jack is placed on each steel cushion plate, another steel cushion block is placed on each jack, each another steel cushion block makes contact with the beam bottom, and it is guaranteed that a stress system is safe and reliable; one oil pressure pump is connected with the four jacks; four reversed beams are evenly distributed on the periphery of a beam column joint of an upper supporting pier of the shock-insulation support. In the replacement process of the shock-insulation support, jacking supporting, monitoring and high-pressure water lossless jet cutting are selected to be performed, and it is guaranteed that the construction process is safe, controllable, efficient, environmentally friendly, easy and fast.
Description
Technical field:
The present invention relates to the structural strengthening rebuilding construction technical field in civil engineering is and in particular to one kind is in existing building
Shock isolating pedestal integral replacement system and construction method.
Background technology:
Subtract seismic isolation technology has the time of recent two decades, in order to earthquake disaster mitigation causes in China's field of house buildings application
Impact, subtract seismic isolation technology and widelyd popularize by some areas.But the development with technology and perfect, a collection of application earliest of specification
Seismic isolation and reduction structure and shock isolating pedestal material can not meet existing code requirement, in order to ensure structure safety, original structure every
Shake bearing is accomplished by changing.Not yet form the integral replacement method of maturation for current field of house buildings, so in the urgent need to
One kind had both ensured structure safety, and economical and practical integral replacement method.
Content of the invention:
It is an object of the invention to by constantly groping, forming a set of improving in existing building shock isolating pedestal integral replacement
System and construction method, make up the technological gap of this construction, and the jacking construction system of the present invention is safe, economical, easy, simultaneously
In integral replacement work progress, effectively stress monitoring can be carried out it is ensured that overall structure is in a safe condition to total.
The purpose of the present invention is achieved through the following technical solutions:
A kind of integral replacement system on existing building shock isolating pedestal, include 4 temporarily little basic, 4 steel columns, 4
Reversed beam, 8 pieces of billets, 4 jack, 1 oil pressure pump it is characterised in that: 4 temporarily little basis respectively fall in architecture basics
On, and divide equally in shock isolating pedestal surrounding, place a steel column on the basis of each is temporarily little, each shaped steel capital places one block of steel
Backing plate, billet is placed a jack, and another billet placed by each jack, and every piece of another billet is connect with beam bottom
Touch it is ensured that stress system is safe and reliable；1 oil pressure pump is connected with 4 jack respectively；4 reversed beams are evenly distributed on shock insulation and prop up
The surrounding of the bean column node of buttress on seat.
Described temporarily little basis surrounding arranges a placing of reinforcement, top arranges double two-way concrete slab mesh sheet, concrete adopts
Grouting material pours.
Described billet adopts 500 × 500 × 30 q235 steel plates.
Described steel column adopts the q235 steel plate piece welding of 10 thickness, steel column external diameter 325, wall thickness 10, type
400 × 400 × 30 q235 steel plates are welded at steel column two ends, are put more energy into shaped steel intercolumniation welding triangle in four angles of steel plate
Plate.
Described jack adopts 200 tons of self-locking jack, after the completion of jacking jack be manually operable it is trivial
Dead it is ensured that during construction of replacing structure stress stable.
Present invention additionally comprises 8 foil gauges and 2 dial gauges, computer, 8 foil gauges are distributed at bean column node not Tongfang
To the near-end beam bottom of, beam be sticked 2 foil gauges, the near-end beam side of beam be sticked 2 foil gauges, the far-end beam bottom of beam be sticked 1 should
Become that piece, the far-end beam side of beam are sticked 1 foil gauge and reversed beam failure line is sticked 2 foil gauges, 2 dial gauges are arranged on shock isolating pedestal
Symmetric position between embedded board up and down, 8 foil gauges and 2 dial gauges are connected with computer respectively, and real-time monitoring shock isolating pedestal is replaced
The stress change of structure and vertical displacement in work progress.
Using integral replacement system on the described shock isolating pedestal in existing building construction method it is characterised in that press following step
Suddenly carry out:
(1) pass through Holistic modeling on existing building shock isolating pedestal, specify the stressing conditions of each strong point of beam column；
(2) need the maximum axle power born according to each strong point of step (1), determine four steel columns and steel column two ends
The material of steel plate, specification, size and number, then prefabricated outside the venue, transport in-site installation temporarily little at four on the basis of use；
(3) vertical load according to each strong point of step (1), selects four jack of corresponding tonnage and matched
Can synchronization of jacking up oil pressure pump, four jack are separately mounted on four steel columns, and four jack respectively with oil
Press pump is connected；
(4) shock isolating pedestal replacing order and batch are selected it is ensured that the function of seismic resistance of original structure and structure stress equalize；Reinforce
The bean column node of buttress on selected shock isolating pedestal: the surrounding of the bean column node of buttress is uniformly distributed 4 reversed beams on shock isolating pedestal,
By the beam of original structure and newly-increased reversed beam collective effect, to undertake the shearing being formed between structure upper load and bracing members；
(5) on the base plate of the corresponding architecture basics of the strong point under beam column, surrounding builds four little bases temporarily, by phase of constructing
With the temporarily little basis of absolute altitude, to ensure the flatness of steel column support baseboard and the uniformity of power transmission；
(6) be sticked 2 foil gauges, the near-end beam side of beam of the near-end beam bottom in beam is sticked the far-end beam bottom of 2 foil gauges, beam
Be sticked 1 foil gauge, the far-end beam side of beam is sticked 1 foil gauge and reversed beam failure line is sticked 2 foil gauges, and 2 dial gauges are installed
Symmetric position between shock isolating pedestal upper and lower embedded board, 8 foil gauges and 2 dial gauges are connected with computer respectively, real-time monitoring every
The stress change of structure and vertical displacement during shake bearing construction of replacing；
(7) after above-mentioned preparation is carried out, unclamp the fixing bolt of related shock isolating pedestal, start oil pressure pump, first carry out pre-
Top, by each for bracing members component stretching it is ensured that during subsequent synchronisation jacking, each beam load is identical；Classification progressively jacking, top
Rise one-level, observe the Monitoring Data of a computer, continue jacking in the case of without exception, repeat this process, until reaching lotus
Carry；After jacking terminates, will be locked for each jack, then remove oil pressure pump；
(8) steric requirements under base area, select corresponding specification high-pressure water jet machine people, carry out corresponding catch pit and
Drainage measure, safeguard procedures, and clear and definite concrete cutting-height；After high-pressure water jet machine people is in place, pressurizeed by high-pressure pump,
The high-pressure water jet of generation is injected concrete surface；Water under high pressure produces a superpressure in concrete, when its pressure exceed mixed
During the tensile strength of solidifying soil, concrete occurs to crush, and porous material concrete has very high comprehensive cohesive force but stretching resistance
Little about ten times；High pressure penetration by water concrete pore produces intrinsic pressure；When the intrinsic pressure stretching resistance exceeding concrete, concrete is just broken
Remove；Pass through remote control distant control giant in cutting process, vertically movable, progressively enter from a lateral pillar opposite side
OK；
(9) remove former shock isolating pedestal, fixing lower embedded board, lower buttress construction, new shock isolating pedestal is installed, pre-buried in fixation
Plate, upper buttress construction；
(10) release and bracing members are removed: after upper buttress, lower buttress concrete strength reach requirement, by each steel column and thousand
Jin jacking row is removed, and moves at the former shock isolating pedestal of next group；
(11) step repeating above-mentioned (4)～(10) is constructed by criticizing, until the displacement of whole shock isolating pedestals completes.
The invention has the advantages that and beneficial effect:
(1) entirely it is subject to Force system clearly, the present invention is shared in jacking process central sill institute using the reversed beam of capital root haunch
By shearing, beam bottom is effectively transmitted to upper load by components such as billet, jack, steel column, temporary base；
(2) the exchange system installation of the present invention, disassembling section are convenient, and work efficiency is high, construction is fast；
(3) reusable effective reduction construction cost；
(4) utilize that high-pressure water jet machine is artificially intelligent, green, lossless construction technology, former concrete can be effectively protected
Structure；
(5) by stress monitoring is carried out to whole replacement process, can be with structure safety in effective guarantee replacement process.
Brief description:
Fig. 1 is the reversed beam construction schematic diagram of the present invention.
Fig. 2 is the temporarily little basic schematic of the present invention.
Fig. 3 is the integrated support schematic diagram of the present invention.
Fig. 4 is the monitoring layout drawing of the present invention.
Fig. 5 be the present invention the excision of lower buttress after schematic diagram.
Fig. 6 is that the displacement of the present invention completes schematic diagram.
In accompanying drawing: the structural column on 1- top, 2- reversed beam, 3- first floor floor, 4- first floor beam, the former shock isolating pedestal of 5-,
Stub, 8- architecture basics, 9- little basis, 10- beam bottom steel temporarily under stub on the former shock isolating pedestal of 6-, the former shock isolating pedestal of 7-
On billet under backing plate, 11- jack, 12- self-locking jack, 13- jack self-locking fixer, 14- steel column
Cover plate, 15- steel column lower cover, 16- steel column, 17- steel column end stiffener plate, the new shock isolating pedestal of 18-, 19- underground
Stub cage bar under stub under stub on the new shock isolating pedestal of room floor, 20-, the new shock isolating pedestal of 21-, 22- original structure.
Specific embodiment:
The present invention will be described in detail below in conjunction with the accompanying drawings:
As shown in Figure 3, Figure 4, a kind of integral replacement system on existing building shock isolating pedestal, include 4 temporarily little basic,
4 steel columns, 4 reversed beams, 8 pieces of billets, 4 jack, 1 oil pressure pump, 8 foil gauges and 2 dial gauges, computer, meter
Calculation machine is made up of display data processor, 4 temporarily little basis respectively fall on architecture basics, and divide equally in shock isolating pedestal
Surrounding, places a steel column on the basis of each is temporarily little, each shaped steel capital places one piece of billet, and billet is placed one
Jack, another billet placed by each jack, and every piece of another billet contacts with beam bottom it is ensured that stress system safety
Reliable；1 oil pressure pump is connected with 4 jack respectively；4 reversed beams are evenly distributed on the bean column node of buttress on shock isolating pedestal
Surrounding；8 foil gauges are distributed in different directions at bean column node, and the near-end beam bottom of beam is sticked the near-end beam side of 2 foil gauges, beam
Be sticked 1 foil gauge, the far-end beam side of beam of 2 foil gauges, the far-end beam bottom of beam that be sticked is sticked 1 foil gauge and reversed beam failure line
Be sticked 2 foil gauges, and 2 dial gauges are arranged on symmetric position between shock isolating pedestal upper and lower embedded board, and 8 foil gauges and 2 dial gauges divide
It is not connected with the data processor of computer, shown by display, structure during real-time monitoring shock isolating pedestal construction of replacing
Stress change and vertical displacement.Described temporarily little basis surrounding arranges a placing of reinforcement, and top arranges double two-way concrete slab net
Piece, concrete is poured using grouting material.Described billet adopts 500 × 500 × 30 q235 steel plates.Described shaped steel
Post adopt 10 thickness q235 steel plate piece welding, steel column external diameter 325, wall thickness 10, steel column two ends welding 400 ×
400 × 30 q235 steel plates, four of steel plate are welded triangle stiffener between angle and steel column.Described jack adopts 200
The self-locking jack of ton, after the completion of jacking jack be manually operable by its trivial dead it is ensured that during construction of replacing structure be subject to
Power is stable.
The construction method of the present invention is as follows:
(1) pass through Holistic modeling on existing building shock isolating pedestal, specify the stressing conditions of each node of beam column；
(2) need the maximum axle power born according to each strong point of step (1), determine four steel columns and steel column two ends
The material of steel plate, specification, size and number, then prefabricated outside the venue, transport in-site installation temporarily little at four on the basis of use；
(3) vertical load according to each strong point of step (1), selects four self-locking jack and therewith of corresponding tonnage
Match can synchronization of jacking up oil pressure pump, four self-locking jack are separately mounted on four steel columns, and four from
Locking-type jack is connected with oil pressure pump respectively；
(4) shock isolating pedestal replacing order and batch are selected it is ensured that the function of seismic resistance of original structure and structure stress equalize；Reinforce
The bean column node of buttress on selected shock isolating pedestal, as shown in figure 1, the surrounding of the bean column node of buttress is uniformly divided on shock isolating pedestal
4 reversed beams of cloth, by the beam of original structure and newly-increased reversed beam collective effect, to undertake and to be formed between structure upper load and bracing members
Shearing；
(5) on the base plate of the corresponding architecture basics of the strong point under beam column, surrounding builds four little bases temporarily, as shown in Fig. 2
By the temporarily little basis of identical absolute altitude of constructing, to ensure the flatness of steel column support baseboard and the uniformity of power transmission；
(6) be sticked 2 foil gauges, the near-end beam side of beam of the near-end beam bottom in beam is sticked the far-end beam bottom of 2 foil gauges, beam
Be sticked 1 foil gauge, the far-end beam side of beam is sticked 1 foil gauge and reversed beam failure line is sticked 2 foil gauges, as shown in figure 4,2
Dial gauge is arranged on symmetric position between shock isolating pedestal upper and lower embedded board, 8 foil gauges and the 2 dial gauges data with computer respectively
Processor connects, and is shown by display, and during real-time monitoring shock isolating pedestal construction of replacing, the stress of structure changes and perpendicular
To displacement；
(7) after above-mentioned preparation is carried out, unclamp the fixing bolt of related shock isolating pedestal, start oil pressure pump, first carry out pre-
Top, by each for bracing members component stretching it is ensured that during subsequent synchronisation jacking, each beam load is identical；Classification progressively jacking, top
Rise one-level, observe the Monitoring Data of a computer, continue jacking in the case of without exception, repeat this process, until reaching lotus
Carry；After jacking terminates, will be locked for each jack, then remove oil pressure pump；
(8) steric requirements under base area, select corresponding specification high-pressure water jet machine people, carry out corresponding catch pit and
Drainage measure, safeguard procedures, and clear and definite concrete cutting-height；After high-pressure water jet machine people is in place, pressurizeed by high-pressure pump,
The high-pressure water jet of generation is injected concrete surface；Water under high pressure produces a superpressure in concrete, when its pressure exceed mixed
During the tensile strength of solidifying soil, concrete occurs to crush, and porous material concrete has very high comprehensive cohesive force but stretching resistance
Little about ten times；High pressure penetration by water concrete pore produces intrinsic pressure；When the intrinsic pressure stretching resistance exceeding concrete, concrete is just broken
Remove；Pass through remote control distant control giant in cutting process, vertically movable, progressively enter from a lateral pillar opposite side
OK；
(9) remove former shock isolating pedestal, fixing lower embedded board, lower buttress construction, new shock isolating pedestal is installed, pre-buried in fixation
Plate, upper buttress construction；As shown in Figure 5.
(10) release and bracing members are removed: after upper buttress, lower buttress concrete strength reach requirement, by each steel column with certainly
Locking-type jack is removed, as shown in Figure 6.Move at the former shock isolating pedestal of next group；
(11) step repeating above-mentioned (4)～(10) is constructed by criticizing, until the displacement of whole shock isolating pedestals completes.
Construction safety reliability of the present invention, economical rationality, simple and quick, can accordingly shorten shock isolating pedestal construction of replacing work
Phase, there is huge application value in shock insulation construction of replacing field.
Claims (7)
1. one kind integral replacement system on existing building shock isolating pedestal, including 4 temporarily little basis, 4 steel columns, 4 anti-
Beam, 8 pieces of billets, 4 jack, 1 oil pressure pump it is characterised in that: 4 temporarily little basis respectively fall on architecture basics,
And divide equally in shock isolating pedestal surrounding, place a steel column on the basis of each is temporarily little, each shaped steel capital places one piece of steel pad
Plate, billet is placed a jack, and another billet placed by each jack, and every piece of another billet is connect with beam bottom
Touch it is ensured that stress system is safe and reliable；1 oil pressure pump is connected with 4 jack respectively；4 reversed beams are evenly distributed on shock insulation and prop up
The surrounding of the bean column node of buttress on seat.
2. on the shock isolating pedestal in existing building according to claim 1 integral replacement system it is characterised in that: described faces
When little basis surrounding arrange a placing of reinforcement, top arranges double two-way concrete slab mesh sheet, concrete is poured using grouting material.
3. on the shock isolating pedestal in existing building according to claim 1 integral replacement system it is characterised in that: described steel
Backing plate adopts 500 × 500 × 30 q235 steel plates.
4. on the shock isolating pedestal in existing building according to claim 1 integral replacement system it is characterised in that: described type
Steel column adopts the q235 steel plate piece welding of 10 thickness, steel column external diameter 325, wall thickness 10, steel column two ends welding 400
× 400 × 30 q235 steel plates, triangle stiffener is welded with shaped steel intercolumniation in four angles of steel plate.
5. on the shock isolating pedestal in existing building according to claim 1 integral replacement system it is characterised in that: described thousand
Jin top adopts 200 tons of self-locking jack.
6. on the shock isolating pedestal in existing building according to claim 1 integral replacement system it is characterised in that also including 8
Foil gauge and 2 dial gauges, computer, 8 foil gauges are distributed in different directions at bean column node, and the near-end beam bottom of beam is sticked 2
Foil gauge, the near-end beam side of beam be sticked 1 foil gauge, the far-end beam side of beam of 2 foil gauges, the far-end beam bottom of beam that be sticked is sticked 1
Individual foil gauge and reversed beam failure line are sticked 2 foil gauges, and 2 dial gauges are arranged on symmetric position between shock isolating pedestal upper and lower embedded board, and 8
Individual foil gauge and 2 dial gauges are connected with computer respectively.
7. utilize the construction method of the described integral replacement system on existing building shock isolating pedestal of one of claim 1-6, it is special
Levy and be to sequentially include the following steps:
(1) pass through Holistic modeling on existing building shock isolating pedestal, specify the stressing conditions of each strong point of beam column；
(2) need the maximum axle power born according to each strong point of step (1), determine four steel columns and steel column two ends steel plate
Material, specification, size and number, then prefabricated outside the venue, transport in-site installation temporarily little at four on the basis of use；
(3) vertical load according to each strong point of step (1), select corresponding tonnage four jack and matched can
The oil pressure pump of synchronization of jacking up, four jack are separately mounted on four steel columns, and four jack respectively with oil pressure pump
It is connected；
(4) shock isolating pedestal replacing order and batch are selected it is ensured that the function of seismic resistance of original structure and structure stress equalize；Reinforce selected
The bean column node of buttress on shock isolating pedestal: the surrounding of the bean column node of buttress is uniformly distributed 4 reversed beams on shock isolating pedestal, passes through
The beam of original structure and newly-increased reversed beam collective effect, to undertake the shearing being formed between structure upper load and bracing members；
(5) on the base plate of the corresponding architecture basics of the strong point under beam column, surrounding builds four little bases temporarily, by identical mark of constructing
High temporarily little basis；
(6) be sticked 2 foil gauges, the far-end beam bottom of beam of 2 foil gauges, the near-end beam side of beam that be sticked of the near-end beam bottom in beam is sticked
1 foil gauge, the far-end beam side of beam are sticked 1 foil gauge and reversed beam failure line is sticked 2 foil gauges, 2 dial gauges be arranged on every
Symmetric position between shake bearing upper and lower embedded board, 8 foil gauges and 2 dial gauges are connected with computer respectively, and real-time monitoring shock insulation props up
Seating changes stress change and the vertical displacement of structure in work progress；
(7) after above-mentioned preparation is carried out, unclamp the fixing bolt of related shock isolating pedestal, start oil pressure pump, first carry out pre- top, will
Bracing members each component stretching is it is ensured that during subsequent synchronisation jacking, each beam load is identical；Classification progressively jacking, jacking one
Level, observes the Monitoring Data of a computer, continues jacking, repeat this process, until reaching load in the case of without exception；Top
Rise after terminating, will be locked for each jack, then remove oil pressure pump；
(8) steric requirements under base area, selects the high-pressure water jet machine people of corresponding specification, carries out corresponding catch pit and draining
Measure, safeguard procedures, and clear and definite concrete cutting-height；After high-pressure water jet machine people is in place, pressurizeed by high-pressure pump, will produce
Raw high-pressure water jet injects concrete surface；Water under high pressure produces a superpressure in concrete, when its pressure exceedes concrete
Tensile strength when, concrete occurs broken, and porous material concrete has very high comprehensive cohesive force but stretching resistance is little about
Ten times；High pressure penetration by water concrete pore produces intrinsic pressure；When the intrinsic pressure stretching resistance exceeding concrete, concrete is just abolished；
Pass through remote control distant control giant in cutting process, vertically movable, progressively carry out from a lateral pillar opposite side；
(9) remove former shock isolating pedestal, fixing lower embedded board, lower buttress construction, the new shock isolating pedestal of installation, embedded board in fixation, on
Buttress is constructed；
(10) release and bracing members are removed: after upper buttress, lower buttress concrete strength reach requirement, by each steel column and jack
Removed, moved at the former shock isolating pedestal of next group；
(11) step repeating above-mentioned (4)～(10) is constructed by criticizing, until the displacement of whole shock isolating pedestals completes.
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Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105464398A (en) * | 2015-12-23 | 2016-04-06 | 江苏鼎达建筑新技术有限公司 | PLC intelligent synchronous jacking unloading construction device used for reinforcing concrete independent column |
| CN106382015B (en) * | 2016-10-13 | 2018-10-26 | 上海杰地建筑设计有限公司 | Construction method for the antidetonation iterative structure that existing structure is reinforced across bearing beam greatly |
| CN106869518B (en) * | 2017-03-21 | 2019-06-14 | 中国建筑标准设计研究院有限公司 | Shock isolating pedestal jacking apparatus and the construction method for replacing shock isolating pedestal |
| CN108678411B (en) * | 2018-06-06 | 2020-10-16 | 新兴铸管股份有限公司 | Method for replacing columns of supporting beams without dismantling factory building |
| CN109838114B (en) * | 2019-04-01 | 2024-01-26 | 吉林建筑大学 | Reinforced concrete structure reverse dismantling temporary support conversion device and operation method thereof |
| CN110512666A (en) * | 2019-07-18 | 2019-11-29 | 上海建工一建集团有限公司 | The synchronous lifting of existing sinking old building and isolation structure and its construction method |
| CN110630029A (en) * | 2019-09-17 | 2019-12-31 | 山东建筑大学 | Wall body opening underpinning device and using method |
| CN110965594A (en) * | 2019-11-11 | 2020-04-07 | 同济大学 | Method for self-jacking to gradually replace grouped pile shock insulation support |
| CN110821207A (en) * | 2019-12-03 | 2020-02-21 | 上海宝冶集团有限公司 | Integral lifting method for small-sized existing structure |
| CN113756601B (en) * | 2021-09-27 | 2023-07-14 | 山西五建集团有限公司 | Frame column replacement reinforcement construction method |
| CN113982302B (en) * | 2021-10-11 | 2023-04-18 | 河北省建筑科学研究院有限公司 | Undisturbed replacement construction method for existing seismic isolation building seismic isolation support |
| CN114411974B (en) * | 2022-03-02 | 2023-07-25 | 中国建筑第八工程局有限公司 | Building shock insulation support connecting node and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| EE00888U1 (en) * | 2009-05-08 | 2010-01-15 | As Amhold | Carrier replacement method |
| CN101906883B (en) * | 2010-07-20 | 2011-11-09 | 中国建筑第八工程局有限公司 | Replacing method of shock-insulation supporting seat |
| CN103741832B (en) * | 2014-01-26 | 2016-03-16 | 昆明天矫力加固技术工程有限公司 | A kind of building truncated cylinder displacement shock isolating pedestal construction method and bracing or strutting arrangement |
| CN104453268B (en) * | 2014-11-11 | 2016-08-24 | 云南震安减震技术有限公司 | A kind of method using section steel beam to change shock insulation rubber bearing |
| CN204663026U (en) * | 2015-05-20 | 2015-09-23 | 中建三局第二建设工程有限责任公司 | A kind of in existing building shock isolating pedestal integral replacement system |
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