CN207846450U - A kind of prefabricated assembled steel plate concrete cofferdam - Google Patents

Abstract

The utility model discloses a kind of prefabricated assembled steel plate concrete cofferdam, including I concrete component of model, in buried rubber fastening band and bulwark, I concrete component side of the model is II concrete component of model, II concrete component side of the model is III concrete component of model, III concrete component side of the model is IV concrete component of model, IV concrete component side of the model is precast concrete and steel plate bound fraction, and the precast concrete is concrete waterstop with steel plate bound fraction side.

Description

A kind of prefabricated assembled steel plate concrete cofferdam

Technical field

The utility model is related to a kind of prefabricated assembled steel plate concrete cofferdam, specifically belong to hydraulic engineering technology neck Domain.

Background technology

Cofferdam is the temporary water dash building in training works, for going along with sb. to guard him foundation pit, ensures that hydraulic structure can be on dry ground Construction, therefore the stability of cofferdam design, barrier performance, erosion-resisting characteristics, duration length, cost are high low to entire water conservancy and hydropower The construction progress of engineering has direct influence.The existing cofferdam type in China mainly has：Earth rock cofferdam, mixes turf cofferdam Solidifying earth cofferdam, steel sheet pile cellular cofferdam.Earth rock cofferdam is a kind of most common cofferdam mode, although raw material selection is convenient, applies Work is simple for process, but is susceptible to sink deformation, or even will appear the case where collapsing；Traditional concrete cofferdam be also it is a kind of compared with For common cofferdam form, it has good anti-impact and seepage capability, and water blocking head is high, bottom width is small, but concrete cofferdam Cost it is higher, when live one-piece casting, is also possible to supervene water resource pollution, noise pollution and atmosphere pollution, and often needs It to be removed by explosion, cause to waste；Steel sheet-pile cofferdam has good robustness, scour resistance and permeability resistance, and disconnected Face is small, occupation of land is few, easy for construction, and the rate of recovery is high, but its construction technical requirement is high, cost is high and is only applicable to large and medium-sized water Sharp engineering.

Utility model content

The technical problems to be solved in the utility model is to overcome the deficiencies of existing technologies, and provides a kind of prefabricated assembled steel plate Concrete cofferdam, it is easy to operate, it is easy to use.

In order to solve the above-mentioned technical problem, the utility model provides the following technical solution：

A kind of prefabricated assembled steel plate concrete cofferdam of the utility model, including I concrete component of model, in buried rubber Waterstop and bulwark, I concrete component shape of the model are cuboid, and length, width and height are respectively 2.5m*2m*2m, the type Number I concrete component side is II concrete component of model, and II concrete component shape of the model is cuboid, length and width high score Not Wei 5m*2m*2m, II concrete component side of the model be III concrete component of model, III concrete component of the model Shape is cuboid, and length, width and height are respectively 10m*2m*3m, and III concrete component side of the model is IV concrete structure of model Part, IV concrete component shape of the model are triangular prism, and length, width and height are respectively 5m*2.34m*3m, IV concrete of the model Component side is precast concrete and steel plate bound fraction, and the precast concrete is coagulation with steel plate bound fraction side Native waterstop, buried rubber fastening band side is upstream face in described, and the upstream face side is provided with additional coil waterproof layer, It is elevation of weir crest below the bulwark, height 161m, the elevation of weir crest lower section is dry season water level, and height is 160m, the dry season water level lower section is substrate elevation, and height 150m, substrate elevation side is provided with back cover area Domain, the back cover region lower section is steel sheet pile Bottom Altitude, height 146m.

The advantageous effect that the utility model is reached is：The utility model is easy to use, not due to conventional concrete cofferdam Dismountable, steel cofferdam cost costly, by whole cofferdam is divided into concrete component, site-assembled using prefabricated processing Construction method；The splicing of concrete component uses the common skill-joggle of China's traditional architecture；Cofferdam bottom uses part steel plate Pile cofferdam prevents from leaking, and reduces seepage paths.Construction can remove each concrete component and steel sheet pile in order after terminating, in order to The use in next cofferdam ensures the recycling of whole system.Traditional concrete cofferdam and steel sheet-pile cofferdam are combined, filled The strong advantage of concrete cofferdam well-formed, steel sheet-pile cofferdam impermeability, compared with traditional cofferdam, assembled coagulation are waved in distribution Lifting is in place when earth cofferdam is constructed, and is attached by node, and mechanization degree is high, speed of application is fast, prefabricated coagulation fortifield village Weir can produce in batches in factory, and quality is more stablized, while reducing noise pollution and the dust pollution of production scene, work of constructing Skill is combined with the common joggle of Chinese traditional architecture, and cofferdam stabilization is made to be improved, and after dam body is built up, cofferdam can be by step It removes, recycles each concrete component, realize recycling for component.The design realizes mass production, meets from side State returns home the requirement of production capacity, and proposes completely new cofferdam design, arrangement and method for construction, especially when being badly in need of Accelerating The Construction dam body, Prefabricated assembled concrete cofferdam can play maximum project benefit, greatly shorten engineering time, meet country fight flood and relieve victims, The requirements such as river improvement.After dam construction, cofferdam is not necessarily to explosion, recycles in order, and slightly handle, you can under being applied to Among cofferdam construction, realizes and recycle.The design is first pressed into ground using bottom steel plate concrete combination, after will The form that precast concrete is integrally docked with bottom concrete, the referred to as construction technology of " first pressure is followed by ".

Description of the drawings

Attached drawing is used to provide a further understanding of the present invention, and a part for constitution instruction, with this practicality Novel embodiment for explaining the utility model, does not constitute limitations of the present invention together.In the accompanying drawings：

Fig. 1 is I concrete component schematic diagram one of the utility model model；

Fig. 2 is I concrete component schematic diagram two of the utility model model；

Fig. 3 is I concrete component schematic diagram three of the utility model model；

Fig. 4 is II concrete component schematic diagram one of the utility model model；

Fig. 5 is II concrete component schematic diagram two of the utility model model；

Fig. 6 is II concrete component schematic diagram three of the utility model model；

Fig. 7 is III concrete component schematic diagram one of the utility model model；

Fig. 8 is III concrete component schematic diagram two of the utility model model；

Fig. 9 is III concrete component schematic diagram three of the utility model model；

Figure 10 is IV concrete component schematic diagram of the utility model model；

Figure 11 is the utility model concrete waterstop schematic diagram；

Figure 12 is the utility model precast concrete and steel plate bound fraction schematic diagram；

Figure 13 is the scheme of installation of the utility model concrete waterstop；

Figure 14 is the utility model coagulation earth bank body reference section and design diagram；

Figure 15 is the whole subjective schematic diagram in the utility model cofferdam；

In figure：1, I concrete component of model；2, II concrete component of model；3, III concrete component of model；4, model IV Concrete component；5, upstream face；6, buried rubber fastening band in；7, coil waterproof layer is added；8, bulwark；9, elevation of weir crest； 10, dry season water level；11, substrate elevation；12, back cover region；13, steel sheet pile Bottom Altitude；14, precast concrete and steel plate Bound fraction；15, concrete waterstop.

Specific implementation mode

The preferred embodiment of the utility model is illustrated below in conjunction with attached drawing, it should be understood that described herein excellent It selects embodiment to be only used for describing and explaining the present invention, is not used to limit the utility model.

Embodiment：As shown in figures 1-15, including I concrete component 1 of model, in buried rubber fastening band 6 and bulwark 8, I concrete component of the model, 1 shape is cuboid, and length, width and height are respectively 2.5m*2m*2m, I concrete component 1 of the model Side is II concrete component 2 of model, and II concrete component of the model, 2 shape is cuboid, and length, width and height are respectively 5m*2m* 2m, II concrete component of the model, 2 side are III concrete component 3 of model, and III concrete component of the model, 3 shape is length Cube, length, width and height are respectively 10m*2m*3m, and III concrete component of the model, 3 side is IV concrete component 4 of model, described IV concrete component of model, 4 shape is triangular prism, and length, width and height are respectively 5m*2.34m*3m, IV concrete component 4 one of the model Side is precast concrete and steel plate bound fraction 14, and the precast concrete is concrete with 14 side of steel plate bound fraction Waterstop 15,6 side of buried rubber fastening band is upstream face 5 in described, and 5 side of the upstream face is provided with additional waterproof coiled material Layer 7,8 lower section of the bulwark are elevation of weir crest 9, and height 161m, 9 lower section of the elevation of weir crest is dry season water level 10, Its height is 160m, and 10 lower section of the dry season water level is substrate elevation 11, height 150m, 11 side of substrate elevation It is provided with back cover region 12,12 lower section of the back cover region is steel sheet pile Bottom Altitude 13, height 146m.

The utility model is easy to use, it is assumed that and built cofferdam is fine sand gravel layer ground, and substrate elevation 11 is 150.00m, Dry season water level 10 is 160.00m, the wide 20m in river, design wind speed 14m/s, and reservoir maximum fetches as 2.5km.Cofferdam is basic Section Design：

(1) fundamental profile height：The cofferdam dry season water level 10- substrate elevation 11=160.00-150.00=10.0m

(2) cofferdam upstream weir slope ratio of slope：1：0

(3) cofferdam downstream weir slope ratio of slope：1：0.78

(4) weir bottom width degree：Weir height/downstream ratio of slope=10*0.78=7.8m

Elevation of weir crest calculates：

Wave resistance wall crest elevation=dry season water level+Δ h is withered=160.00+1.0734=161.0734m

Wherein：Withered --- ----wave resistance wall tops of Δ h are to the height difference of dry season water level, m；

H1%------- wave height, m, h1%=1.24*hl=1.24*0.0166*145/4*2.51/3=0.61m；

Hz------- waves center line is to the height difference of water level, m, Hz=(π hl2/L) * cth (2 π H/L)=(3.14* 0.612)/7=0.167m；

Hc------- safe superelevations, this secondary design take 0.15m.

Δ h is withered=H1%+Hz+Hc=0.7564+0.167+0.15=1.0734m.

Bulwark height selects 1.0m.

Therefore elevation of weir crest：161.034-1=160.034m therefore taking 161m.

Load Combination and calculating：

The primary load of this secondary design is：Weir body dead weight, (the anhydrous situation in downstream is hydrostatic pressure when being worked with cofferdam Example), uplift pressure (not setting grout curtain) and silt sand pressure.

(1) dead weight of weir body and its torque：

Weir body area of section V=0.5*10*7.8+4*1+0.5*4*5.13=53.23m2

By torque equilibrium equation, e=1.51m is obtained

WG=γ G*V=24*53.23=1278.15kN

MG=1278.15*1.51=1932.53KNm

(2) hydrostatic pressure and its torque

Upstream hydrostatic pressure：P=0.5* γ water * H2=0.5*9.81*10=490.50kN

Mp=490.50* (10/3)=1635.00KNm

(3) uplift pressure and its torque

Herein without grout curtain, therefore uplift pressure is 0；

Osmotic pressure U=0.5*B* γ H=0.5*7.8*9.81*10=382.59kN

Mu=0.5*10*98.1*10/6=817.5KNm

(4) silt sand pressure and its torque

Assuming that sediment siltation thickness h s is 2m, silt sand pressure before weir：Ps=0.5* γ sb*hs2*tan2 (45 ° of-φ s/ 2)=0.5*8.53*22*tan2 (45-14/2)=10.41kN

Mps=10.41*2/3=6.94KNm

Load Combination：

Horizontal loading Σ P=490.50*1.0-10.41*1.2=478.01kN

Vertical Load ∑ W=1278.15*1.0-382.59*1.2=819.05kN

Torque summation (counterclockwise for just)：

∑ M=1932.53*1.0-1635.00*1.0-817.50*1.2-6.94*1.2=-691.79KNm

Stablize review：

Against Sliding Stability S ()=Σ P=478.01kN

Against Sliding Stability R ()=f ' * ∑ W+c ' * A=1*819.05+1200*7.8=10179.05kN

0 Ф S () of γ=1.0*1.0*478.01=478.01kN

R ()/γ d=10179.05/1.2=8482.54kN

Obtain 0 Ф S () of γ<R ()/γ d, therefore cofferdam meets Against Sliding Stability requirement.

Stress calculation：

(1) weir body resistance to compression：

Weir body downstream edge stress σ yd=819.05/7.8-6*-691.79/ (7.8) 2=173.23Kpa

Weir location resistance to compression S ()=σ 1d=(1+0.782) * 173.23=278.62Kpa

Weir location resistance to compression R ()=Ra=22.4*1.5*1000=14933.33Kpa

0 Ф S () of γ=1.0*1.0*278.62=278.62Kpa

R ()/γ d=14933.33/1.2=12444.44Kpa

Obtain 0 Ф S () of γ<R ()/γ d, therefore weir toe meets pouring.

(2) weir body tension：

Vertical Load seeks ∑ W=1278.15-382.59=895.56kN

∑ M (counterclockwise for just)=1932.53-1635.0-817.50-6.94=-526.9KNm

Call in person tension S ()=895.56/7.8+6* (- 526.90)/(7.8) 2=62.85Kpa on weir>0

Gu Yan heels meet tension requirement.

Weir body shear Strength Calculation review：

Due to being joggle between prefabricated section, therefore shearing strength review need to be carried out.

Tmax=F/A=[(0.5*9.81*92) * 1000*2.5]/(π * 0.52)=1.265Mpa<[t]=1.8Mpa.

Tmax--- concrete precast blocks the maximum shear stress issuable under water after installation is complete, Mpa；

The stress size of F--- unit lengths cross section, the herein maximum hydrostatic pressure between prefabricated section in gap, KN；

A--- shears the area at position.

[t] --- permitting stress, C25 anti-shear concrete strength failure criterions 1.8MPa.

Sequence of construction is：Constructing, steel sheet pile is transported with precast concrete for early-stage preparations --- setting up cofferdam construction platform --- To scene, --- underwater clear base --- concrete sealing bottom --- bottom concrete prefabricated component utilizes dead weight or static pressure with steel sheet pile engaging member --- residual concrete prefabricated component bank docking after with bottom concrete component joggle --- is concrete prefabricated in stake machine indentation ground Part removes recycling.

Bottom concrete prefabricated component and steel plate casting craft:In view of the water pressure that weir body upstream bottom is subject to is maximum, therefore Steel plate is cast in precast concrete in advance, bottom exposed portion about 4m.Close to upstream bottom concrete prefabricated component with The indentation technique of steel plate bound fraction:Steel plate need to be pressed into Foundation Part depth about 4m.Since construction ground is fine sand gravel layer, therefore Bottom steel plate can bury 2~3 meters by dead weight, and remainder can be used static pressure pile foundation and be pressed into.

The barrier technology of floor portions:The cementation process of putting of floor portions is divided into two parts：1. excellent using conventional steel plates stake Barrier performance, the bottom concrete prefabricated component by will be close to upstream is combined with steel plate, to carry out upstream antiseepage；2. due under It swims anhydrous, therefore takes the technique of concrete sealing bottom to prevent underground water from leaking.

Waterstop barrier technology：High resiliency using rubber and compressive deformation generate flexible deformation under various loads, To play fit sealing, leak, the infiltration of building element are effectively prevented, and plays cushioning buffer effect, so that it is guaranteed that work The service life of journey building.

Precast concrete entirety joggle technique:A. crane is on the coast by two III concrete structures of 10m*2m*3m models 6 firm contact of buried rubber fastening band during left and right docking makes without collision of part 3, then by two III concrete of 10m*2m*3m models The docking up and down without collision of component 3.

B. two layers of four 5m*2m*2m types are disposed successively on two 10m*2m*3m models of first layer, III concrete component 3 Number II concrete component 2, and make rubber fastening band firm contact.

C. one layer of eight 2.5m*2m*1m are disposed successively on four 5m*2m*2m models of the second layer, II concrete component 2 I concrete component 1 of model, and make rubber fastening band firm contact.

D. two pieces of cross sections of in-situ precast are trapezoidal concrete block, and the upper long 3m in bottom, go to the bottom 4.87m, high 1.46m, long 5m.

E. IV concrete component 4 of model is put into weir toe.

F. shore installation finishes, and segmented can be used and be hoisted to river bed planned position.

Finally it should be noted that：The above descriptions are merely preferred embodiments of the present invention, is not limited to this Utility model, although the utility model is described in detail with reference to the foregoing embodiments, for those skilled in the art For, it still can be with technical scheme described in the above embodiments is modified, or to which part technical characteristic Carry out equivalent replacement.Within the spirit and principle of the utility model, any modification, equivalent replacement, improvement and so on, It should be included within the scope of protection of this utility model.

Claims (1)

1. a kind of prefabricated assembled steel plate concrete cofferdam, including I concrete component of model (1), in buried rubber fastening band (6) With bulwark (8), which is characterized in that I concrete component of the model (1) shape is cuboid, and length, width and height are respectively 2.5m* 2m*2m, I concrete component of the model (1) side are II concrete component of model (2), II concrete component of the model (2) Shape is cuboid, and length, width and height are respectively 5m*2m*2m, and II concrete component of the model (2) side is III concrete structure of model Part (3), III concrete component of the model (3) shape are cuboid, and length, width and height are respectively 10m*2m*3m, and the model III is mixed Solidifying soil component (3) side is IV concrete component of model (4), and IV concrete component of the model (4) shape is triangular prism, length and width Height is respectively 5m*2.34m*3m, and IV concrete component of the model (4) side is precast concrete and steel plate bound fraction (14), the precast concrete and steel plate bound fraction (14) side are concrete waterstop (15), buried rubber in described Waterstop (6) side is upstream face (5), and upstream face (5) side is provided with additional coil waterproof layer (7), the bulwark (8) lower section is elevation of weir crest (9), and height 161m, elevation of weir crest (9) lower section is dry season water level (10), height For 160m, dry season water level (10) lower section is substrate elevation (11), height 150m, substrate elevation (11) side It is provided with back cover region (12), is steel sheet pile Bottom Altitude (13), height 146m below the back cover region (12).