CN1144866A - Frame-type structure design and construction method for high-rise and super-high-rise building - Google Patents
Frame-type structure design and construction method for high-rise and super-high-rise building Download PDFInfo
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Abstract
A frame structure suitable for high and ultra-high buildings is composed of frame column, horizontal and vertical frame beams and simply supported beam. A frame unit includes two storeys. Prefabricated horizontal and vertical frame beams are put on wall body by temporary supporter with different levels. Each frame beam comprising horizontal and vertical beams bears the load of two storeys. After vertical load is added, their ends and frame columns are cast together. Its advantages are easy construction, saving material and high earthquake-proof performance.
Description
The present invention relates to a kind of design and construction method of earthquake proof construction, specifically a kind of high level and super highrise building framework design job practices.
Current general high level and super highrise building earthquake resistant structure, the design and construction of the frame part design and construction methods that adopt cast-in-place beam, cast-in-place post more, the deficiency of its existence has:
One, the ability of anti-brittle shear destruction;
Between the about 2.8--3.3 rice of the floor height of most dwelling houses, hotel, office building and public building thereof, the clear height of frame column is between 2.1M--2.7M, the long limit of frame column is between 500mm--650mm, the regulation of architectural design earthquake resistant code GBJ11-89 6.3.5 bar: the frame column clear height should not be less than 4 with the ratio of depth of section, frame column clear height/framework column length limit≤4, so the clear height of pillar is near the edge of " short column ", frame column high-rise at some and the super highrise building bottom enters " short column " scope.Earthquake disaster by in the past and experimental results show that, the position that brittle shear destruction is taken place is mainly on " short column ", particularly taking place under the situation of violent earthquake suddenly, building makes the ratio maximum of building damage because of the anti-brittle shear damage capability difference of " short column ".In order to satisfy: the long limit of pillar clear height/pillar≤4, the design specifications requirement, existing building designers are the main weakness that adopts the measure that increases the frame column stirrup to solve the anti-brittle shear damage capability difference of " short column " in high-rise and super highrise building design and construction, but become typing with the geometry of construction center trestle in practical design, the problem of just attending to one thing and lose sight of another is so still can not fundamentally solve the deficiency of the anti-brittle shear damage capability difference of " short column ".
Two, efficiency of construction is low, the construction period is long;
In existing high level and construction of super highrise building, the construction of Vierendeel girder, frame column, body of wall all is cast in situs, thereby efficient is low, long in time limit, every prolongation of duration 1 year, the about 20%-30% of capital investment loss.
The purpose of this invention is to provide a kind of efficiency of construction height, short construction period, can satisfy the design specifications requirement, do not occur the high level and the super highrise building framework design job practices of " short column " again.
The objective of the invention is to realize in the following manner, adopting two floor body structures in design and construction is a building frame design cell, to increase the height of frame column, two floors construction in building frame design and construction unit is that the first floor floor is lifted on the Vierendeel girder, the body of on the first floor floor, building a wall immediately, then second layer floor is lifted on 1/2nd places of body of wall, at last body of wall is built and laid the position that upper ledge is set a roof beam in place, carry out building of frame column again, the lower box of lower box trestle after adding vertical load set a roof beam in place be cast in, carry out the construction of second building design and construction unit after a building frame design and construction unit construction finishes again, carry out to high level successively.The height of frame column is increased to the height of two floors, just can avoid fully destroying because of seimic brittle shear.Its reason is: within the specific limits, " endurance and stiffness " D value of frame column increases with the increase of the line rigidity of Vierendeel girder, though " the line rigidity " that suitably increases Vierendeel girder can improve the D value of frame column, with favourable to antidetonation, one deck is established Vierendeel girder one, load is little, and the framework depth of beam does not need very high, but " line rigidity " can not improve.As adopt one deck Vierendeel girder to bear the load of two floors, though load doubles, but the framework deck-molding need not double, reason is that the line rigidity of Vierendeel girder is directly proportional with cube product of framework deck-molding, strengthens the framework depth of beam a little, has promptly increased the load of Vierendeel girder, can improve " the line rigidity " of Vierendeel girder again greatly, simultaneously also improved the bending resistance of Vierendeel girder and the shock resistance of frame column, the consumption that also can save reinforced concrete is killing three birds with one stone.
In addition, the contact of in-situ frame beam, frame column is to be rigidly connected, the vertical load of Vierendeel girder can make frame column produce moment of flexure, so frame column is a compression member with large eccentricity, majority is in the large eccentricity state, so, when earthquake is arrived, the moment of flexure sum that the vertical load that the maximum bending resistance moment pole of frame column limit is lower than original Vierendeel girder is produced moment of flexure that it applied and earthquake.Prior art produces the moment of flexure ability for the anti-vertical load that increases Vierendeel girder to frame column, has only the consumption that increases reinforcing bar, and this has not only increased the consumption of reinforcing bar, has increased difficulty also for simultaneously concrete pouring construction.
In order to improve efficiency of construction and to shorten construction period, the vertical load that reduces Vierendeel girder produces moment of flexure to frame column, change in-situ frame beam into the precast frame beam, reserve the steel bar end that binding is built with frame column at the two ends of Vierendeel girder, during construction, earlier on this Vierendeel girder, lay floor, masonry panel, lay second layer floor, when body of wall is built the upper frame depth of beam, vertical load on lower box is set a roof beam in place major part adds that the bend by pressure of Vierendeel girder is finished, begins the pouring frame post this moment, Vierendeel girder and frame column are cast in together, though what at this moment form between Vierendeel girder and the frame column is rigidly connected, Vierendeel girder does not produce moment of flexure to frame column, or produces very little moment of flexure.Upper box is set a roof beam in place in the lifting, and and then lifting first floor plate, build a wall body and lifting second layer floor on this Vierendeel girder carry out the construction of next building frame design and construction unit again.As run into the room of no internal partition wall, in the middle of frame column, establish bracket or corbel is born simply supported beam and above load thereof.Theory is: the precast frame beam is built the floor lifting of the body of wall of two floors and two floors by laying bricks or stones before not building with frame column and is finished, just the vertical load of the overwhelming majority that Vierendeel girder will be born all adds, unrestricted and the constraint of the bearing angular displacement of Vierendeel girder at this moment, the moment of flexure that is applied on the frame column is zero, after concrete reaches intensity, Vierendeel girder and frame column only bear the moment of flexure that a spot of flooring variable load is produced, the frame column of this moment is a compression member with small eccentricity, and the vertical compression area of frame column increases, can give full play to the compressive property of steel concrete, because the tensile reinforcement in the frame column is few, stress is low, use minimum arrangement of reinforcement to get final product by the structure requirement, compressive reinforcement also can make full use of, thereby the stress of frame column can produce the improvement of internal, this not only saves the consumption of a large amount of steel concrete, shorten the construction period, main is, and each layer frame column had on whole anti-seismic performance greatly improves, and just has enough bending resistance square abilities and resist earthquake to destruction that frame column caused when earthquake is arrived.
The frame column of high level that accompanying drawing 1 is and super highrise building Frame Design construction unit and the structural representation of horizontal, vertical Vierendeel girder;
Accompanying drawing 2 is the Vierendeel girder of 12 layers and 6 layers building and the structural plan figure of frame column.
With reference to Figure of description to explaining below the work of the present invention.
High level of the present invention and high-rise building framework design construction method, bag Draw together frame column [1], transverse frame beam [2], longitudinal framing beam [3] and simply supported beam [4] Design and construction, two floors are a Frame Design construction cell, transverse frame beam [2] With longitudinal framing beam [3] be prefabricated components, use respectively temporary supporting [8] to be placed in wall On the body [5], but both are on same absolute altitude, and per one Vierendeel girder comprises laterally Vierendeel girder [2] and longitudinal framing beam [3] are born the load of two floors, treat vertical load After adding, again with end and the framework of transverse frame beam [2] and longitudinal framing beam [3] Post [1] is cast in together. During construction, the bottom of each Frame Design construction cell Transverse frame beam [2] and longitudinal framing beam [3] rigging out after, with first floor Plate [6] is lifted on transverse frame beam [2] or the longitudinal framing beam [3], builds by laying bricks or stones immediately Body of wall [5], with second layer floor [6] be lifted on body of wall [5] 1/2nd the height On, build body of wall [5] by laying bricks or stones install this frame construction unit top horizontal stroke then To the height of Vierendeel girder [2] and longitudinal framing beam [3], beginning pouring frame post [1] , frame column [1] and transverse frame beam [2] and longitudinal framing beam [3] are cast in one Rise, transverse frame beam [2] and the longitudinal framing beam [3] with top is lifted into body of wall again [5] on, carry out by that analogy the next unit construction. There is not the division wall room Establish the corbel or the bracket [7] that support simply supported beam [4] on the frame column [1].
Embodiment: the earthquake proof construction design that following act is one 12 layers, to prove feasibility of the present invention: (for convenience laterally, the longitudinal framing beam all is called for short Vierendeel girder)
Designing requirement: the floor height 3M of building, spacing 4.2M, height overall 36M, interior body of wall all are solid brick wall, exterior wall is big window, presses solid wall 50% and calculates deadweight, designes and constructes by 12 layers of framework and 6 layers of framework respectively and calculates contrast.
Design condition:
1, project site: middle hard place soil.
2, earthquake protection: 7 degree, carry out by the near earthquake regulation.
3, press classifying importance: the Class C building.
4, antidetonation grade: secondary.
5, concrete class: C25
6, horizontal earthquake effect frame column moment of flexure is calculated with D value method.
7, operating specification: GBJ-11-89 seismic design provision in building code.
The GBJ-10-89 Code for design of concrete structures.
GBJ-9-87 load standard.
Load calculates:
Flooring live load: KN/M2 2.0 * 1.4=2.8
Floor deadweight: KN/M2 2.5 * 1.2=3.0
Flooring layer: (30MM) 0.6 * 1.2=0.72 ceiling surface layer: (30MM) body of wall of 0.4 * 1.2=0.48 gross weight 7.03M layer deadweight: the plaster area of every layer of 0.04 * 20 * 2.5 * 1.2=2.40KN/M framework beam, 0.25 * 25 * 0.5 * 1.2=3.75KN/M gross weight 19.83KN/M of high 0.24 * 19 * 2.5 * 1.2=13.68KN/M metope of masonry 2.5M: 25.2 * 14=352.8MZ horizontal seismic force calculating: Geg=structural equivalents total force load 12 floor faces: 12 * 7 * 352.8=29635KN12 layer body of wall: the total load 68470KNGeg=0.85 of 19.83 * 138 * 12=32838KN12 layer exterior wall: 19.83/2 * 50.4 * 12=5997KN * 65470=58200KNFek=α l Geg=0.03 * total horizontal seismic force self-vibration cycle of 58200=1746KNH=36M B=14MFek=: α l=(0.3/0.74)
0.9α MAX=0.37 * 0.08=0.03 (12 layers of framework formula think that approx the Gi of each layer equates)
Fi=Hi/ ∑ Hj (j=1-12) (6 layers of framework formula)
Fi=Hi/ ∑ Hj (j=1-6) (12 layers of framework) ∑ Hj=3+6+9+12+15+18+21+24+27+30+33+36=234M
H＝3M (j＝1-12)
(6 layers of framework)
∑Hj＝6＋12＋18＋24＋30＋36＝126M
H＝6M(j＝1-6)
Action of horizontal seismic is calculated: number of plies ∑ Hj, (M) Hi, (M) Fek, (KN) Hi/ ∑ Hj Fi, (KN) Qi, (KN) each story shear figure of 6 126 36 1,746 0.286 499 4,995 126 30 1,746 0.238 416 9,154 126 24 1,746 0.190 332 12,473 126 18 1,746 0.143 250 14,972 126 12 1,746 0.095 166 16,631 126 6 1,746 0.048 84 1746Qi=: horizontal seismic force calculating sketch:
The wide mm/ height of number of plies title/mm EcN/mm2 L/mm K=Ec (bd
3/ 12)/L4-6 frame column 500 500 2.8 * 10
46,000 2.43 * 10
10
Vierendeel girder 250 800 2.8 * 10
46,000 5.00 * 10
101-3 frame column 500 500 2.8 * 10
46,000 2.43 * 10
10
Vierendeel girder 250 900 2.8 * 10
46,000 7.10 * 10
104, the D value frame trestle of 5,6 layers of frame column is 28
The line rigidity of Kl=Vierendeel girder; The line rigidity of Kz=frame column;
EC=mixes the modulus of elasticity of shadow soil;
K
All=∑ Kl/2 Kz=2 * 5/2 * 2.34=2.06
α=K
All/ (2+K
All)=2.06/4.06=0.51
D＝Kzα12/L
2?N/mm
＝2.43×0.51×12×10
10/6000
2
＝4105
D
Always=28 * 4105=114940 N/mm
2, the D value of 3 layers of frame column
D=K
Allα 12/L
2N/mm
＝4860
D
AlwaysThe D value of=28 * 4860=136080 N/mm1 layer frame column
D＝αKz12/L
2?N/mm
＝5670?N/mm
D
Always=28 * 5670=158760 N/mm h=6000
The horizontal movement of each layer: δ=Qi/D
AlwaysNumber of plies Qi (N) D
Alwaysδ δ=h/4506 499,000 114,940 4.3 13.305 915,000 114,940 8.0 13.304 1,247,000 114,940 11.0 13.303 1,497,000 136,080 11.0 13.302 1,663,000 136,080 12.2 13.301 1,746,000 158,760 11.0 13.30
δ
Always=57.50
12 layers of framework horizontal earthquake action: each story shear figure of number of plies ∑ Hj (M) Hi (M) Fek (KN) Hi/ ∑ Hj Fi (KN) Qi (KN) 12 234 36 1,746 0.15 262 26,211 234 33 1,746 0.14 244 50,610 234 30 1,746 0.13 227 7,339 234 27 1,746 0.12 210 9,438 234 24 1,746 0.10 175 11,187 234 21 1,746 0.09 157 12,746 234 18 1,746 0.08 139 14,135 234 15 1,746 0.06 104 15,174 234 12 1,746 0.05 86 16,033 234 9 1,746 0.04 69 16,722 234 6 1,746 0.03 51 17,231 234 3 1,746 0.013 23 1746Qi=: horizontal seismic force calculating sketch:
The wide mm/ height of number of plies title/mm EcN/mm2 L/mm K=Ec (bd
3/ 12)/L7-12 frame column 500 500 2.8 * 10
43,000 4.86 * 10
10
Vierendeel girder 250 800 2.8 * 10
46,000 1.60 * 10
101-6 frame column 500 500 2.8 * 10
43,000 4.86 * 10
10
Vierendeel girder 250 900 2.8 * 10
46,000 2.10 * 10
10
28 of the D value side columns of 7-12 layer post
The line rigidity of the line stiffness K z=frame column of Kl=Vierendeel girder
K
All=∑ Kl/2Kz=0.33
α=K
All/ (2+K
All)=0.33/2.33=0.14
D(7-12)＝Kzα12/L
2?N/mm
＝0.14×4.86×12×10
10/3000
2
＝9072
D
Always=28 * 9072=254016 N/mm
The D value K of 2-6 layer frame column all=2.1/4.86=0.43;
α＝0.43/2.43＝0.18
D＝Kzα12/L
2?N/mm
＝0.18×4.86×12×10
10/3000
2
＝11664 N/mm
D
AlwaysThe D value of=28 * 11664=326592 N/mm1 layer frame column
D＝αKz12/L
2?N/mm
＝24624?N/mm
D
Always=28 * 24624=689472 N/mm h=3000
The horizontal movement of each layer: δ=Qi/D
Alwaysδ
Always=45.80 number of plies Qi (N) D
Alwaysδ δ=h/45012 262,000 254,016 1.0 6.611 506,000 254,016 2.0 6.610 733,000 254,016 2.9 6.69 943,000 254,016 3.7 6.68 1,118,000 254,016 4.4 6.67 1,274,000 254,016 5.0 6.66 1,413,000 326,592 4.3 6.65 1,517,000 326,592 4.6 6.64 1,603,000 326,592 4.9 6.63 1,672,000 326,592 5.2 6.62 1,723,000 326,592 5.3 6.61 1,746,000 689,472 2.5 6.6 frame column geological process moment of flexure (MD) schematic diagrames; Unit 1 * 107(N-mm)
6.41 250 * 8006 layers
4.27 10.78 250 * 8005 layers
8.82 13.36 250 * 8004 layers
13.36 16.04 250 * 9003 layers
16.04 17.81 250 * 9002 layers
17.81 16.84 250 * 9001 layers
20.506 horizontal bending moment (MD) M of layer frame column down for=(Y0H) on the Qk M=(1-Y0) under the equal Y0 M of the total Qk K of the total D/D of the high Qi D of Qk number of plies post on the M
h(mm) N (N) 107n-mm 107n-mm6 6000 499000 114940?1/28 17821 2.06 0.4 4.27 6.415 6000 915000 114940?1/28 32678 2.06 0.45 8.82 10.784 6000 1247000 114940?1/28 44536 2.06 0.5 13.36 13.363 6000 1497000 136080?1/28 53464 2.92 0.5 16.04 15.042 6000 1663000 136080?1/28 59392 2.92 0.5 17.81 17.811 6000 1746000 158760?1/28 62357 2.92 0.55 20.50 16.84
Send out with 6 layers of facility construction method economy and compare 12 layers of design and construction side: one, the volume ratio of Vierendeel girder is:
The volume of 12 layers of Vierendeel girder:
7-12 layer 6 * 0.25 * 0.55 * 5.5=4.54M
3
1-6 layer 6 * 0.25 * 0.6 * 5.45=4.91M
3
Add up to 9.445M
3(100% radix)
The volume of 6 layers of Vierendeel girder:
6 layers of 0.25 * 0.6 * 5.5=0.825M
3
4-5 layer 2 * 0.25 * 0.8 * 5.5=2.20M
3
1-3 layer 3 * 0.25 * 0.985.45=3.68M
3
Add up to: 6.7M
3(71%)
9,445-6.7/9,445 * 100=29% two, duration compare:
Peace is according to the framework of this method design, and its number of plies reduces 50%, and Vierendeel girder is all prefabricated, so the integrated engineering duration can reduce 25% approximately.Three, this method is compared with cast-in-place beam column, and the reason that amount of reinforcement is saved is:
1, the end of frame girder amount of reinforcement reduces;
2, frame column is a compression member with small eccentricity, and its main muscle is a minimum steel ratio, so amount of reinforcement reduces;
3, the number of nodes of Vierendeel girder frame column reduces, and the encrypted area stirrup reduces;
Calculate by actual design, total steel using amount of Vierendeel girder frame column can save 20% than similar cast-in-place framework.
High level of the present invention and high-rise building framework design, construction method and Prior art is compared, and it is reasonable to have design science, easy construction, shortening construction worker Phase, improve the rate of capital turnover, save construction material, high level and Super High are built The anti-seismic performance of building thing such as improves greatly at the characteristics, thereby, have good popularization and make Use value.
Claims (3)
1. high-rise and super highrise building framework design job practices, comprise frame column [1], transverse frame beam [2], the design and construction of longitudinal framing beam [3] and simply supported beam [4], two floors are Frame Design construction unit, transverse frame beam [2] and longitudinal framing beam [3] are prefabricated units, be placed on the body of wall [5] with interim support [8] respectively, but both are not on same absolute altitude, each road Vierendeel girder comprises that transverse frame beam [2] and longitudinal framing beam [3] bear the load of two floors, after treating that vertical load adds, end and the frame column [1] with transverse frame beam [2] and longitudinal framing beam [3] is cast in together again.
2. method according to claim 1, after it is characterized in that the transverse frame beam [2] and longitudinal framing beam [3] rigging out of bottom of each Frame Design construction unit, first floor floor [6] is lifted on transverse frame beam [2] or the longitudinal framing beam [3], masonry panel [5] immediately, second layer floor [6] is lifted on 1/2nd height of body of wall [5], then body of wall [5] is built by laying bricks or stones the upper traverse frame beam [2] of installing this frame construction unit and the height of longitudinal framing beam [3], beginning pouring frame post [1], frame column [1] is cast in transverse frame beam [2] and longitudinal framing beam [3], transverse frame beam [2] and longitudinal framing beam [3] with top lifts on the body of wall [5] again, carries out the next unit construction by that analogy.
3. method according to claim 1 is characterized in that establishing the bracket [7] that supports simply supported beam [4] on the frame column that does not have the division wall room [1].
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|---|---|---|---|
| CN 96115689 CN1144866A (en) | 1996-03-14 | 1996-03-14 | Frame-type structure design and construction method for high-rise and super-high-rise building |
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|---|---|---|---|
| CN 96115689 CN1144866A (en) | 1996-03-14 | 1996-03-14 | Frame-type structure design and construction method for high-rise and super-high-rise building |
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| CN106065689B (en) * | 2016-08-05 | 2018-05-01 | 中国二十二冶集团有限公司 | High-rise steel structure construction of frame beam method |
| CN112541209A (en) * | 2019-09-23 | 2021-03-23 | 深圳市建筑设计研究总院有限公司 | Layer-by-layer assembly loading and pre-internal force calculation method for frame |
| CN118094736A (en) * | 2024-04-26 | 2024-05-28 | 中国建筑西南设计研究院有限公司 | Automatic design method and device for modularized cold-formed thin-wall steel structure |
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