EP0267230A1 - Joint etanche pour beton monte sous pression/compression - Google Patents

Joint etanche pour beton monte sous pression/compression

Info

Publication number
EP0267230A1
EP0267230A1 EP19870902986 EP87902986A EP0267230A1 EP 0267230 A1 EP0267230 A1 EP 0267230A1 EP 19870902986 EP19870902986 EP 19870902986 EP 87902986 A EP87902986 A EP 87902986A EP 0267230 A1 EP0267230 A1 EP 0267230A1
Authority
EP
European Patent Office
Prior art keywords
seal
webs
channel
sealing element
sides
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Withdrawn
Application number
EP19870902986
Other languages
German (de)
English (en)
Inventor
Joseph Anderson
Barney T. Baldi
John M. Engstrom
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Bechtel Investments Inc
Original Assignee
Bechtel Investments Inc
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Bechtel Investments Inc filed Critical Bechtel Investments Inc
Publication of EP0267230A1 publication Critical patent/EP0267230A1/fr
Withdrawn legal-status Critical Current

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62—Insulation or other protection; Elements or use of specified material therefor
    • E04B1/66—Sealings
    • E04B1/68—Sealings of joints, e.g. expansion joints
    • E04B1/6813—Compressable seals of hollow form
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/16—Sealings or joints

Definitions

  • the present invention relates generally to the sealing of joints, and more particularly to a seal for preventing leakage between adjacent concrete slabs in the bottom of a liquid-retaining structure.
  • the seal must prevent water leakage under the normal hydrostatic pres ⁇ sure of approximately 10 psi. Furthermore, if the chan ⁇ nel is drained of water, the seal must remain in place despite upwardly directed ground water forces. Addition ⁇ ally, since the need for a resilient seal arises from the possibility of relative movement between adjacent slabs due to settlement and the like, the seal must accommodate such movement. For example, the seal may be required to accommodate horizontal displacements (expansion and contraction) of approximately 6 mm and vertical differential displacements on the order of
  • the seal should be able to withstand bacterial and chemical action, ultra ⁇ violet irradiation, and extremes of temperature.
  • One type of prior art joint seal utilizes a resilient sealant such as a polysulfide resin to fill the gaps between slabs.
  • the sealant adheres to the concrete slab edges to provide a water-tight joint.
  • seals are typically effective when initially installed, differential vertical and horizontal movement and environmental effects can cause the adhesion to break down to the point where signifi ⁇ cant leakage occurs.
  • the present invention provides a joint seal, suitable for initial or retrofit installation, that meets the performance criteria outlined above.
  • the seal is relatively simple to install and inspect and fits flush with the top surface of the slabs so as to be immune to damage during cleaning or mainte ⁇ nance of the canal.
  • a joint seal according to the present inven ⁇ tion comprises two elastomeric elements, configured to fit as a nested assembly within the gap between adjacent slabs. It is generally contemplated that the gap has a stepped configuration, wider at the exposed slab surface so as to define a seal-receiving recess, rectangular in cross-section.
  • the outer element (referred to as “the outer seal”) is a generally U-shaped channel (with sides and a bottom), and performs the actual sealing function. The outer surfaces of the channel sides are formed with a series of longitudinally-extending fins, which fric- tionally engage the slab edges.
  • the inner element (re- ferred to as "the core”) is formed as a generally rec ⁇ tangular tube that provides structural strength for the seal assembly.
  • the internal structure of the core controls the deforma ⁇ tion transverse to the length of the seal assembly in a manner that maintains a positive sealing under various conditions.
  • the seal Given that the seal is installed under compression, it automatically provides a certain reserve compression in the event of joint expansion (slab sepa ⁇ ration).
  • the core In the event of joint contraction, the core undergoes controlled compression to maintain the outer seal sidewalls in proper alignment and contact with the slab edges.
  • the core deforms relatively easily in response to shear motion caused by differential vertical movement of the two slabs and maintains the sides of the outer seal vertical and in contact with the slab edges.
  • the facing vertical concrete surfaces or alternatively the vertical outer surfaces of the seal
  • a liquid such as polyurethane resin, which acts as a lubricant and ultimately sets up as an adhesive.
  • the fins on the outer surface act as reser ⁇ voirs for this material so that it can remain in posi ⁇ tion to increase the sealing action.
  • the adhesive is not an essential part of the invention; the geometry and material of the seal itself provide a positive water-tight joint under the various loading conditions.
  • the present invention is versatile in that the core may be configured in a wide variety of ways so as to accommodate considerations such as manufacturabil- ity and cost of materials.
  • a preferred embodiment of the invention contemplates a core configuration includ ⁇ ing four major internal webs, each joined to the tubular outer wall near a respective corner, and converging to a central region. In some embodiments, additional minor webs extend between the major webs and the outer wall.
  • the major webs are curved in cross- section.
  • FIG. 1 is a cross-sectional isometric view of an installed joint seal according to the present inven- tion;
  • Figs. 2A-B are cross-sectional views of the components of a preferred embodiment of the joint seal
  • Figs. 3A-E are cross-sectional views illustrat ⁇ ing a procedure for installing the joint seal in exist- ing concrete;
  • Figs. 4A-B are cross-sectional views showing the deformation of the joint seal under design loads
  • Figs. 5A-B are computer-generated deformed geometry plots showing the deformation of the preferred embodiment under anticipated loadings
  • Figs. 6 and 7 are cross-sectional views of alternative embodiments.
  • Figs. 8A-B and 9A-B are deformed geometry plots for the alternative embodiments.
  • Fig. 1 is a cross-sectioned isometric view of a joint seal assembly 10 (sometimes referred to simply as "seal 10") installed between adjacent concrete slabs 12a and 12b.
  • seal 10 is effective regardless • of orientation, it will be assumed that the exposed surfaces of slabs 12a-b are horizontal, and references to orientation and relative height will reflect that assumption.
  • the seal of the present invention was developed in connection with retrofitting the concrete lining on the bottom and sloping sides of a seawater canal.
  • the gap has a stepped configuration, widened at the top so as to define a pair of seal-engaging shoulders 15a and 15b and a seal-receiving recess 17.
  • the latter has facing edges 18a and 18b.
  • spe ⁇ cific dimensions are not a part of the present invention, it will be noted that slabs 12a-b are generally on the order of 20-30 cm thick.
  • Seal-receiving recess 17 is approximately 4.5 cm wide and 6 cm deep; the lower por- tion of the gap is on the order of 1-2 cm. In the case where the seal is used to retrofit a previously sealed joint, the lower portion of the gap may contain resilient material from the previous installation.
  • Fig. 2A is a cross-sectional view of outer seal 20, with core 22 and backing strip 25 shown in phantom.
  • Outer seal 20 is generally in the form of a U-shaped channel defined by a pair of channel sides 27a and 27b, and a channel bottom 28.
  • Channel sides 27a and 27b carry respective core-retaining flanges 30a and 30b at their upper edges.
  • Each of the channel sides is formed with a plurality of longitudinally-extending, upwardly-angled fins 32 that impart a serrated form to the cross-section.
  • Channel bottom 28 is formed with longitudinally-extending, upwardly-thrust (or downwardly- opening) medial fold 35.
  • the outer dimensions of outer seal 20, exclusive of fins 32 are 2 inches wide and 2 inches high (about 5.1 cm by 5.1 cm).
  • the channel sides are about 4 mm thick; the channel bottom about 3 mm.
  • Fig. 2B is a cross-sectional view of core 22 with outer seal 20 and backing strip 25 shown in phantom.
  • Core 22 is generally in the form of a rectangular tube (square in the preferred embodiment) comprising a tubu ⁇ lar outer wall and a plurality of internal webs that divide the core interior into a number of longitudinally- extending passageways. More particularly, the tubular outer wall includes a top 40, a bottom 42, and opposed sides 43a and 43b.
  • the internal webs include four gen ⁇ erally diagonally extending major webs, each joining the outer wall near a respective corner, and converging toward a central region.
  • the major webs include a pair of upper webs 45a-b and a pair of lower webs 47a-b.
  • each upper web meets a corres ⁇ ponding lower web, and the two convergence points are spanned by a central horizontal web 48.
  • a pair of minor webs 50a-b extend between lower webs 47a-b and sides 43a-b.
  • the core bottom is formed with a longitu ⁇ dinally-extending fold 55 configured correspondingly with respect to fold 35 of outer seal 20-so that the core and outer seal nest.
  • the tubular outer wall is formed with indentations 57a-b at the upper corners to accommodate core-retaining flanges 30a-b.
  • Figs. 3A-E are cross-sectional views illustrat ⁇ ing the sequence of steps for preparing the joint and installing seal 10.
  • Fig. 3A shows the original joint, designated 60, between slabs 12a and 12b.
  • the joint has previously been filled with a com ⁇ pressible resilient material, such as polysulfide resin.
  • the first step entails forming a number of parallel, vertical sawcuts with a diamond-tipped saw. This is preferably done in two passes.
  • Fig. 3B shows the result of the first pass wherein four vertical sawcuts 62 have been made in the concrete slabs.
  • the outermost extent of the sawcuts provides a dimension very slightly less than the ultimate width of seal-receiving recess 17, and the depth is very slightly less than the ultimate depth of the seal-receiving recess. In the present case, the ultimate width and depth are 1.875 inches (about 4.8 cm) and 2.5 inches (about 6.4 cm), respec- tively.
  • the sawcuts once made, leave relatively thin slices of concrete. Fig. 3C shows these strips having been broken away and the debris removed. A second pass with the saws set to establish the final dimensions provides the finished seal-receiving recess 17.
  • Fig. 3D shows the finished seal-receiving recess with backing strip 25 in place.
  • Fig. 3E shows the finished joint with seal 10 having been compressed and seated in recess 17. Once the seal is installed, it is flush with or slightly below the upper surface of the concrete slabs, and therefore is not subject to damage when vehicles drive over the joints, as for example when the bottom of the canal is cleaned.
  • Outer seal 20 is formed in sufficient lengths to extend the entire length of the joint without gaps.
  • Core 22, on the other hand, is cut into sections of a few meters each. Prior to installation, the sections of core are placed into the outer seal, with adjacent core sections being separated by gaps of a few milli ⁇ meters. Thus, once the canal is flooded, water occupies the core interior and any space between the core and the outer seal.
  • Seal 10 is installed under lateral compression, generally on the order of 15% compression.
  • a lubricant is normally used to facilitate installation.
  • the lubri ⁇ cant may be applied to the concrete or the rubber, or both. Application to the concrete is typically easier, and is therefore generally preferred.
  • a polyurethane resin is preferred since it acts as an adhesive when it sets, thereby enhancing the engagement between fins 32 and slab edges 18a-b. Additionally, the resin tends to seal small fissures or voids in the concrete, further enhancing the integrity of the rubber-to-concrete con ⁇ tact.
  • the purpose of the internal webs in core 20 is to control the transverse deformation in a manner that keeps the core sides as vertical as possible. With the core sides vertical, the reaction forces from the deformed core top and bottom and the deformed webs are transmitted to the channel sides to maintain an effective seal.
  • Figs. 4A-B are cross-sectional views illustrat ⁇ ing the deformation that the seal undergoes when sub ⁇ jected to the compressive and differential vertical loading.
  • Fig. 4A shows the deformation resulting from the compressive loading at installation. It will be noted that the seal undergoes a symmetric deformation where channel sides 27a-b, and more particularly fins 32, maintain their frictional engagement with facing edges 15a-b of seal-receiving recess 17.
  • Medial fold 35 in outer seal 20 and medial fold 55 in core 22 oper ⁇ ate to control the deformation so that it occurs pre ⁇ dictably.
  • Fig. 4B shows the deformation when one of the lower corners of the seal is displaced vertically rela- tive to the other.
  • the internal web structure operates to maintain core sides 43a-b and channel sides 27a-b in substantial parallelism despite significant vertical displacement.
  • the initial lateral compression provides reserve both for joint expansion and for such differential vertical displace ⁇ ment.
  • the preferred embodiment was subjected to bench testing wherein a structural steel test frame supported two parallel concrete sidewalls to simulate the cut joint. One sidewall was displaceable vertically and laterally relative to the other by means of turn- screws. The ends of the joint were sealed with a rubber cement (Isoflex 907 from H.S. Peterson Co.) and the region over the joint was sealed with a rubber cover plate in order to allow the seal to be subjected to a range of hydrostatic pressures.
  • the seal used in ini ⁇ tial testing was poorly fabricated, with jagged fins, and could not sustain 9 psi pressure (leaking occurred at pressures between 3.5 and 8 psi). A seal having thicker fins with smooth continuous edges was fabricated for the subsequent test.
  • the sawcut concrete sidewalls had any pinholes and aggregate voids filled with epoxy.
  • Table 1 shows a summary of the test results. As can be seen, the seal was able to maintain 9 psi pressure at vertical displacements of up to 1/2 inch for gap widths of up to 2 inches. At the nominal gap width of 1.875 inches, and no vertical displacement, the seal was able to withstand up to 35 psi pressure before leaking.
  • Figs. 5A-B are deformed geometry plots, which were generated in connection with a beam model analysis of the preferred embodiment. Dashed lines denote the original (undeformed) configuration while solid lines show the deformed configuration.
  • the seal is made of neoprene rubber, which, depending on the exact composition, exhi ⁇ bits considerable variation in its properties.
  • the modulus of elasticity is one property subject to a large degree of variation. Therefore, while a value of 3500 psi was initially used, a value of 1000 psi was also - used to confirm the validity of the results.
  • conservea ⁇ tive values were used for the coefficients of friction (0.8 for rubber-to-concrete and 0.6 for rubber-to-rubber). The actual value of the rubber-to-concrete coefficient is higher since the value used does not take into account the serrated edges provided by fins 32 or the lubri- cant/adhesive applied to the seal prior to installation.
  • a conservatively high value for the coefficient of ther ⁇ mal expansion was used to analyze the effect of tempera- ture change on the seal performance, but temperature effects proved to be negligible.
  • the analysis recognized the four primary load ⁇ ings to which the seal is subject, namely those result ⁇ ing from installation (lateral compression), water pres- sure, temperature, and differential vertical displace ⁇ ment due to settlement of the concrete slabs. These four loadings occur in sequence in the field and were addressed in that manner in the analysis.
  • the installation load in which the seal is compressed into place in the seal-receiving recess be ⁇ tween the slabs, was represented as equal opposed dis ⁇ placements on both sides of the seal.
  • the water pres ⁇ sure load is a uniform pressure load pushing out on the exterior surfaces of the seal.
  • the temperature load represented by a uniform cooling from 60°C in direct sunlight during the warmest part of the year to 10°C during the coolest part of the year, was found to have a negligible effect.
  • the differential vertical load was represented by a 1-inch (2.5-cm) displacement of one side of the seal relative to the other.
  • the analy ⁇ ses were static, non-linear structural analyses where the applied displacement, temperature, and pressure loadings were considered with no time-dependent effects. No unloading effects were considered, but rather all loadings that were applied remained in effect.
  • Gap elements are structural, com ⁇ pression-only axial elements. Gap elements provide resistance to compression, but no tensile stiffness, and have a sliding capability in that while in contact, they slide if the tangential force exceeds the product of the coefficient of friction and the normal force.
  • the consideration of large displacements and the inclusion of gap elements in the model make the analysis non-linear.
  • the non-zero coefficients of fric- tion make the analysis non-conservative (path-dependent); that is, the results make be affected by the sequence and incremental magnitudes of the loadings.
  • the ANSYS program solves non-linear problems as a series of linear problems where the loads are applied in incremental load steps. Each load step is solved in a series of iterations until a convergent solution is obtained. Convergence is defined as occurring when the displace ⁇ ments and gap statuses (in contact, sliding contact, or open) change by less than specified amounts between successive iterations. The non-conservative nature of the process was handled by applying the load steps in the order they occur in the field.
  • Fig. 5A shows the deformed geometry plot of the preferred embodiment under the action of the instal- lation and water pressure loads.
  • Fig. 5B shows the deformed geometry plot of the preferred embodiment after the differential vertical displacement loading has been applied.
  • the maximum stress is about 900 psi, which is well within the elastic range and much less than the ultimate tensile strength of about 3500 psi.
  • a comparison of the computer-generated plots of Figs. 5A-B with the actual deformations shown in Figs. 4A-B shows good correspondence, thereby justifying confidence in the computer model.
  • Figs. 6 and 7 are cross-sectional views illus ⁇ trating alternative embodiments.
  • Primed and double- primed reference numerals denote elements corresponding to those in Figs. 2A-B.
  • the embodiment of Fig. 6 is somewhat larger, 2.5 inches (6.35 cm) on a side, and differs further from the preferred embodiment in that the core bottom is straight rather than formed with a medial fold and that the major webs in the core come together at a single point rather than at a pair of points spaced apart by a central web.
  • the embodiment of Fig. 7 differs in that the internal webs within the core are curved rather than flat as in the other embodi- ments.
  • Figs. 8A-B and 9A-B are the deformed geometry plots for the alternative embodiments.
  • the fundamental difference in response between these embodiments and the preferred embodiment occurs in the differential displacement loading, where the alternative embodiments exhibit a greater degree of deformation.
  • the lower corner of the core pulls significantly away from the wall, thereby allowing the outer seal to pull away so that leakage could possibly occur.
  • the present invention provides a concrete joint seal that is simple to install and maintain and highly effective in prevent ⁇ ing leakage under a wide variety of conditions.
  • the core rather than being installed as completely separate sections, could be formed in one section, but having a number of gaps in the top to allow water in.
  • the core and outer seal are normally formed of the same material, thereby avoiding any possible incompatibility, there may be some benefits to having one of the elements harder than or otherwise different from the other. Therefore, the above description and illustrations should not be taken as limiting the scope of the invention which is defined by the appended claims.

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Ocean & Marine Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Building Environments (AREA)
  • Sealing Material Composition (AREA)
  • Lining And Supports For Tunnels (AREA)

Abstract

Un joint étanche (10) comprend deux éléments élastomères, destinés à s'adapter sous la forme d'un ensemble emboîté dans l'interstice entre des dalles adjacentes. L'élément externe (le ''joint externe'' (20)) est généralement un canal en U (présentant des côtés (27a, 27b et un fond (28)), et remplit la fonction d'étanchéité proprement dite. Les autres surfaces des côtés du canal présentent une série d'ailettes s'étendant longitudinalement (32), qui s'accrochent par frottement aux bords des dalles. L'élément interne (le ''noyau'' (22)) a la forme d'un tube généralement rectangulaire conférant une résistance structurale à l'ensemble de joints. Il se compose d'une paroi externe tubulaire (40, 42, 43a, 43b) et d'une structure interne du type à ferme comportant un certain nombres d'âmes reliées entre elles (45a, 45b, 50a, 50b, 47a, 47b). L'ensemble de joints est monté sous compression.
EP19870902986 1986-03-31 1987-03-27 Joint etanche pour beton monte sous pression/compression Withdrawn EP0267230A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US84637186A 1986-03-31 1986-03-31
US846371 1986-03-31

Publications (1)

Publication Number Publication Date
EP0267230A1 true EP0267230A1 (fr) 1988-05-18

Family

ID=25297728

Family Applications (1)

Application Number Title Priority Date Filing Date
EP19870902986 Withdrawn EP0267230A1 (fr) 1986-03-31 1987-03-27 Joint etanche pour beton monte sous pression/compression

Country Status (2)

Country Link
EP (1) EP0267230A1 (fr)
WO (1) WO1987005957A1 (fr)

Families Citing this family (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE19711897B4 (de) * 1997-03-21 2005-02-24 Schmid, René P. Vorrichtung zum Dichten von Fugen
NO20042607L (no) * 2003-08-07 2005-02-08 Agrar Chemie Ag Sealing device for sealing joints, and hollow-profile strip therefor
US9366250B1 (en) 2013-06-27 2016-06-14 Sumitomo Precision Products Co., Ltd. Hydraulic device
JP6298254B2 (ja) * 2013-08-05 2018-03-20 ワールドエンジニアリング株式会社 遮水壁
CN112609847A (zh) * 2020-12-03 2021-04-06 中国建筑第八工程局有限公司 可简易制作安装的变形缝结构及施工方法

Family Cites Families (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US2156681A (en) * 1936-06-18 1939-05-02 Goodrich Co B F Sealing strip
US3119204A (en) * 1960-06-10 1964-01-28 Gladys M Williams Sealing device for building structure joints
US3136022A (en) * 1960-12-12 1964-06-09 Rotuba Extruders Inc Joint forming device
US3179026A (en) * 1964-06-05 1965-04-20 Alfred F Crone Sealing element for pavement grooves
GB1108751A (en) * 1965-05-11 1968-04-03 Maclellan Rubber Ltd Road and like expansion joints
US3388643A (en) * 1966-06-13 1968-06-18 Brewer Titchener Corp Sealing strip
SE318387B (fr) * 1968-11-26 1969-12-08 Incentive Ab
US3645176A (en) * 1969-09-10 1972-02-29 Acme Highway Prod Sealing member
GB1422871A (en) * 1973-05-18 1976-01-28 Colebrand Ltd Sealing strips
US3896597A (en) * 1974-04-04 1975-07-29 Max W Deason Concrete expansion and contraction joint
US4111584A (en) * 1974-11-25 1978-09-05 Elastometal Limited Expansion joints seal assembly
US4148167A (en) * 1977-05-16 1979-04-10 Acme Highway Products Corporation Concourse seal
US4119387A (en) * 1977-07-18 1978-10-10 The D. S. Brown Company Pavement joint structures
US4279533A (en) * 1980-02-20 1981-07-21 Harry S. Peterson Co., Inc. Roadway expansion joint

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
See references of WO8705957A1 *

Also Published As

Publication number Publication date
WO1987005957A1 (fr) 1987-10-08

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