The protective device 10 is positioned within the concrete formwork 26 such that the seam 30 of the housing 11 is in facing relationship with the formwork 26 with the second portion 20b of the steel reinforcement bars 20 extending into the formwork area. In the first preferred embodiment, the protective device 10 is secured to the formwork 26 by nails or tacks, as is understood by those skilled in the art.
However, it is also understood by those skilled in the art that the protective device 10 can be secured to the formwork 26 in any suitable manner, such as with adhesive or screws. The formwork area is filled with concrete which is allowed to solidify about the protective device 10 to form a first poured concrete structure The formwork 26 is removed from the solidified concrete to provide access to the protective device The adhesive tape 16 is cut or severed at the seam 30 with a knife or other similar tool.
This allows the sheet of material 12 to be partially unfolded so that the interior 14 of the housing 11 and the first portion 20a of the steel reinforcement bars 20 can be accessed, as shown in FIG. With the second end portion 12b disengaged from the first end portion 12a of the sheet of material 12, the stiffener 28 is removed and the first portion 20a of each of the steel reinforcement bars 20 is bent to a generally perpendicular position with respect to the first poured concrete structure 24, as shown in FIG.
The sheet of material 12 is removed from the solidified concrete by sliding the apertures 22 over the first portion 20a of the steel reinforcement bars Thus, a groove is formed in the first poured concrete structure and the steel reinforcement bars 20 are placed in position for receiving a second poured concrete structure not shown. New formwork not shown is positioned about the first portion 20a of the steel reinforcement bars 20 for pouring a second concrete structure thereabout to form a concrete joint structure.
As shown in FIGS. The metallic portion includes a base with at least one aperture therethrough for receiving a steel reinforcement bar , as discussed above. The base includes a pair of inwardly depending sidewalls a extending therefrom at a first predetermined angle.
In the second preferred embodiment, the metallic portion is preferably constructed of sheet metal having a thickness of approximately 22 gauge. Preferably, the sheet metal is constructed of a steel alloy. However, it is understood by those skilled in the art that the metallic portion can be constructed of other materials, such as brass. In the second preferred embodiment, the metallic portion is generally trapezoid-like in cross section.
However, it is understood by those skilled in the art, that the metallic portion can be formed in other configurations, such as generally U-shaped in cross section.
The top section preferably includes a pair of outwardly depending sidewalls a extending therefrom at a second predetermined angle.
The sidewalls a are preferably shaped and positioned to generally complement the inwardly depending sidewalls a of the metallic portion The polymeric cap portion is positioned generally within the metallic portion such that the inwardly depending sidewalls a overlap the outwardly depending sidewalls a in facing relationship. Thus, the metallic portion and the polymeric cap portion form a generally tubular housing defining an interior area for receiving the steel reinforcement bars In the second preferred embodiment, it is preferred that the metallic portion and polymeric cap portion form a generally tubular housing of trapezoid-like cross section.
However, it is understood by those skilled in the art, that the metallic portion and polymeric cap portion can cooperate to form other generally tubular configurations, such as square or rectangular in cross section.
In the second preferred embodiment, polymeric cap portion is preferably corrugated to provide the cap portion with structural integrity without increasing the overall weight of the protective device However, it is appreciated by those of ordinary skill in the art that the polymeric cap portion can be constructed of other configurations such as a regular flat sheet of material. Specifically, it is preferred that the polymeric cap portion be constructed of the same material as the sheet of material 12 in the first preferred embodiment, described above.
The securing means is removable for allowing the polymeric cap portion to be readily removed from the metallic portion after the metallic portion is imbedded within the first poured concrete structure In the second preferred embodiment, the securing means preferably comprises strips of adhesive tape wrapped around the outer periphery of the polymeric cap portion and the metallic portion This allows access to the interior region of the housing by cutting the adhesive tape at the seams and removing the polymeric cap portion The polymeric cap portion is removed from the metallic portion by pulling the cap portion away from the first poured concrete structure in a direction perpendicular thereto.
Since the cap portion is pliable, the side walls a deflect towards each other around the side walls a. The protective device also includes a plurality of steel reinforcement bars having a first portion a and a second portion b similar to that discussed above in connection with the first preferred embodiment.
Consequently, further description of the steel reinforcement bars is not necessary and is not limiting. It is understood by those skilled in the art, that a stiffener not shown , as described in the first preferred embodiment, may be included between the metallic and polymeric cap portions , for increasing the structural integrity of the protective device In use, the protective device is installed generally identically to the protective device 10, as is described above and is understood by those skilled in the art.
However, when the cap portion is removed to expose the bars as shown in FIG. Further description of the method of using the protective device is not necessary nor limiting in view of the detailed description above concerning the first preferred embodiment.
From the foregoing description, it can be seen that the present invention comprises a protective device for housing a steel reinforcement in an area where joints are made between first and subsequently poured concrete structures. It is recognized by those skilled in the art that changes may be made to the above-described embodiments of the invention without departing from the broad inventive concept thereof.
It is understood, therefore, that this invention is not limited to the particular embodiments disclosed, but is intended to cover all modifications which are within the scope and spirit of the invention as defined by the appended claims.
I claim: 1. A device for housing a steel reinforcement in an area where joints are made between first and subsequently poured concrete structures, said device comprising: a single sheet of material having a first end portion and an opposed second end portion, said single sheet of material being folded such that said first end portion and said second end portion are in facing overlapping engagement to thereby form a housing of generally tubular cross section;.
In the jobsite areas, there are many river valleys with steep slopes. The geology is characterized by gravel, loose sediments, carbonates and psephites. The construction of the second tube for the 2. The construction of the bridge required several excavation and slope stabilizations as well as supporting structures due to the unstable foundation soil. The anchor heads can be restressed at any time if necessary to ensure a permanent stabilization even in changing geological conditions.
DSI has received an approval in Austria for the new restressable anchor heads. To tie back the anchor beam at the bridge abutment, the following products were successfully installed: 6 permanent, Several departments of TU Graz cooperate with the industry in order make their research accessible for in practice applications.
The institute for lightweight construction, for instance, studies system reliability and operational stability for component parts and structures in mechanical engineering. Recently, a new test facility for wheelset axles was built at the institute for lightweight construction. Wheelset axles are subject to high loads and must therefore be comprehensively tested in bending and alternating stress as well as wear and tear.
For this purpose, a new test rig was built at TU Graz. The test bench consists of two massive concrete cubes; each cube has a concrete volume of approx. In order to achieve a rotationsymmetric vibration response of the test rig, each individual test bench must be square. Each cube is approx. Both individual test benches can be tied together and coupled using long. In total, DSI produced and supplied 56 preassembled Type Strand Tendons with anchor plates as well as 16 pre-assembled Type Strand Tendons including anchor plates for the two concrete cubes.
The tendons were stressed and grouted using the tensioning jacks and equipment supplied by DSI. The new test facility was inaugurated during a symposium on methods for testing structures and component parts in November Owner BIG - Bundesimmobiliengesellschaft m. The structure is a m long pedestrian suspension bridge that crosses the B Fernpass Road. This structure is expected to be registered in the Guinness Book of Records as the worlds longest pedestrian rope bridge.
The suspension bridge was erected at a height of nearly 1,m and leads across the fortification of Ehrenberg, linking the ruins of Castle Ehrenberg and Fort Claudia at a clear height of m. The overhead walkway sags by 17m, with the slack span being able to expand by approx. The 1. Ground anchors or tensile piles are a very economical tieback solution in this case. During the construction of the suspension bridge, four 60mm support cables were tied back at each side of the bridge using GEWI Plus tensile piles that reach into the load-bearing rock up to a depth of 17m.
During construction work, load tests were carried out on site that proved the optimum transfer of loads via the anchoring elements.
DSI is proud to have contributed to this new attraction that is visible from afar. Paul Nessler statics , Dipl. In contrast to the old structure, the new bridge leads over the A 12 Inntal Motorway with a single, m long cantilever span. The arch and the beams of the new structure consist of steel.
The 19m wide deck slab consists of slightly laterally post-tensioned reinforced concrete. The bridge contains 24elements that were assembled on site. During construction, traffic on the motorway below was protected by a 1,m large safety scaffold. To temporarily support the steel arches, DSI Austria supplied The use of the threadbars was a decisive advantage because it ensured an exact adjustment and correction of the bridge.
Once construction was completed, the temporary hangers were replaced by forged hangers. The deck slab consists of m of concrete. It was poured in one piece from the middle of the roadway in both directions without any joints. The new arch bridge was erected parallel to the old railway bridge. The transverse shifting. DSI Austria was asked to carry out the shifting of the bridge structure. Thanks to the excellent cooperation of all of the partners involved in the construction of the bridge, the structure was successfully shifted into its final position.
The tunnel is located on the eastern rim of the Lechtal Alps, a mountain range of the northern Tyrolese limestone Alps, on the B Fernpass Road. The single tube tunnel with a maximum cover of m was opened in and is now used by an average of 8, vehicles per day. At the end of , the tunnel was closed for 4 weeks in order to adapt the tube to current safety regulations within the scope of structural repair work. While the Lermooser Tunnel was closed for traffic, the tie beams in the cutouts were tied back into the rock using permanent.
In the cutouts, the anchor beams serve as the abutment of the suspended ceiling for the ventilation system. DSI Austria produced and supplied 90 permanent, 5. Core holes in lengths of approx. To prevent ground water above the tunnel. DSI also supplied the mechanical packer and the resin pumps that were needed for this procedure. Experienced DSI employees instructed the on-site personnel in the proper techniques needed to inject the resin successfully.
All of the permanent anchors were equipped with plates capable of compensating for angle changes of up to Load cells were installed on every other anchor head in order to monitor the forces acting on the anchors in the required intervals. To ensure long-term corrosion protection, special PE caps that also covered the anchor plates were placed on all anchor heads.
This solution had been specifically developed. The construction height of the complete anchor head including anchor plate, angle compensation, load cell and PE cap had to be less than mm in height in order not to interfere with the structural clearance of the tunnel. The new subway line will run in a tunnel underneath the city center, the so-called Bridges districts and the town of Frederiksberg.
The Cityringen will be served by the new subway lines M3 and M4; like the other subway lines, it will be operated automatically and thus be driverless. The project of historic proportions will be connected to the existing subway and urban railway lines and will significantly shorten travel times in all directions. Advancement of the double tube tunnel is being realized using four Tunnel Boring Machines TBMs , and tunnel excavation is carried out in Copenhagen limestone with quartenary gravel sands.
Work for a total of 4 shafts and for the 17 subway stations with average depths of 22m is being carried out from 21 jobsites. A total of 3. Construction work is made difficult by the fact that it is being carried out near historical buildings that are supported by wooden piles. In order to prevent damage to these pile foundations by exposure to oxygen, the ground water level was not to be altered by construction work.
Consequently, the lowering of the ground water on the inside that was necessary for sinking the shafts, which would normally also have lowered the ground water level outside of the shafts, had to be. The subway stations and TBM starting shafts were constructed as up to 30m deep rectangular shafts with average dimensions of 65m x 20m from top to bottom using the open cut method.
The roof structures of the subway stations are being built using 1. The shaft walls consist of stiff, watertight diaphragm walls and overcut drilled piles reaching down into the limestone to a depth of 46m.
The shafts were built as dry excavations the wells lowered the water level to a level below the excavation floor. Before the shaft ceilings were completed, permanent uplift anchors had to be installed in order to ensure long-term protection against uplift forces. Before the lowering of the ground water level was completed, the anchor heads were installed and the piles were prestressed to the predetermined service loads.
Afterwards, all cavities were sealed and the anchor heads embedded in the bottom slab were encased in concrete. Societ Esecuzione Lavori Idraulici S. With an annual output of 88GWh, the hydroelectric power station is an important source of energy for the region.
Measurements and inspections showed that the forces acting on the dam have increased over time and are expected to become even higher in the coming years.
For this reason, a decision was made to anchor the dam into the surrounding slopes using strand anchors and thus to sustainably increase the structures load bearing capacity.
Afterwards, DSI installed the anchors vertically on both sides of the dam through the dam flanks and into the bedrock. In order to be able to adjust the load bearing capacity of the dam to the anticipated increasing future loads, the anchor system had to be de- and restressable with minimum effort. For this purpose, DSI developed and installed specially designed anchor heads. Each anchor head consists of a wedge plate with an external thread and a load bearing This way, the anchor head can be screwed to the desired height, simultaneously regulating the anchor load.
The main advantage of the special anchor heads is the high adjustability of the anchor forces as well as the possibility of executing multiple detentioning and retentioning procedures. In case of a load cell malfunction, the anchor can be fully distressed, and the load cell replaced. DSI provided, installed and connected all of the load cell systems, including lightning protection and a remote monitoring system.
On two anchors, 4 DYNA Force Sensors were installed with a readout unit instead of load cells in order to ensure a long-term and safe monitoring of the anchor forces. Gutting and Enlargement of the former Muenzarkaden, Maximilianstrasse , Munich Within the scope of the widening of Munichs Maximilian Street into a boulevard, the architect Friedrich Buerklein designed the Muenzarkaden.
The historical front faade with its arcades that open towards the street is a listed historical monument. The group of buildings was completely removed in order to create space for modern shops, offices and an underground garage. During construction work, the Bavarian State Office for Monument Protection carried out investigations and exposed remains of the 13th century city wall, the 15th century bailey wall as well as of many 18th and 19th century buildings. The remains were first removed and then returned to their original position once construction work was finished.
The faade of the Muenzarkaden was comprehensively stabilized within the scope of construction work. In addition, the roof of the building containing house number 6 had to be preserved due to stipulations of the Bavarian State Office for Monument Protection.
The exterior walls were underpinned, and the buildings were shored up using bored piles. Due to the limited space on site, the stabilization of the faades could only be accomplished using a small drilling rig.
The excavation pit was dug to a depth of For this purpose, DSI supplied a total of 7,m of temporary 4 and 5 strand Type 0.
Owner Terrena Dr. When completed in , the 34 story building on Breitscheid Square will offer a panoramic view of Kurfuerstendamm after its completion.
It took almost a year to excavate the 16m deep pit into an approx. The design of the building included four entire basement floors. In order to carry out the challenging task of waterproofing the underground levels, the general contractor decided to use conceptual solutions with contec Waterproofing Systems as well as recostal Formwork Systems by DSI Porta Westfalica. This way, the minimum requirement of a calculated crack width of 0.
A waterproofed concrete structure known as white tank system had to be constructed together with a waterproofing membrane for poured concrete according to the guidelines for watertight structures.
DSI designed a concept for the complete watertight structure of the building, including a detailed plan for the outer surface seal and the interior joint structures.
The concept included contec Waterproofing Systems. The Preprufe waterproofing membrane for poured concrete has been effectively used in a large variety of climatic conditions around the world for over 20 years. The multilayer waterproofing membrane consists of robust HDPE and is thus watertight, gas proof and extremely elastic. This way, even post-formed cracks of up to 5mm in concrete structures can be reliably bridged and waterproofed.
This unique selling solution ensures a maximum degree of effectiveness in the waterproofing of buildings for all planned and unplanned cracks in watertight structures. Due to the projected high level use of the building, the high strain resulting from 13m of In contrast to comparable products, the Preprufe waterproofing membrane for poured concrete is nearly diffusion resistant.
The Sd value is significantly higher than that of comparable sealing membranes for poured concrete and thus results in a vapour diffusion resistance that is up to 15 times higher the decisive criterion when choosing waterproofing materials for high quality construction projects. The unique bond to concrete structures is very advantageous. This adhesion seal is created by a full-surface, permanent adhesive bond between the hardening concrete and the Preprufe waterproofing membrane.
Water ingress can be ruled out even if local damage occurs. In addition, the concrete structure is permanently protected from aggressive media. The material is very robust and resistant, thus permitting installation in any kind of weather condition. When badly soiled, the products full functionality can be re-established by simple cleaning. Furthermore, the self-adhesive selvage on one edge, which does not require any special shaped parts or tools, ensures an easy and safe handling during installation.
With only two types of membrane, the product line is straightforward and simple even in detail. Consequently, faster construction cycles can be planned. Cost-effective and efficient Installation of Construction Joints using recostal Formwork Systems Trapezoidally profiled recostal GTF-Z formwork units were used during the installation of the construction joints in the up to 3. The profile meets the demands of Eurocode 2 for the highest category key profiled.
The customized, self-supporting recostal formwork units ensured a trouble-free installation and fast construction progress thanks to an optimized installation sequence. Since the recostal formwork units for the first area pour were factory-fitted with tie bars, work continued quickly and with no obstructions in the second section. The coating is characterized by its high expanding capacity and ensures effective waterproofing without delay in the critical construction joint zone.
The permanent activation behavior in changing water levels has been established. For leakage prevention in the lower 13 layers of reinforcement with different diameters and centers, the DSI experts also developed a project-related, installation optimized solution consisting of reinforced expanded metal elements that can be combined as system components with the recostal formwork units and the Preprufe waterproofing membrane without any problems. For the construction joint stop ends in the walls of the four basement floors, recostal F activ formwork units, which form part of the system, were used.
The complete concept for the high-grade waterproofing of the building developed by DSI convinced the general contractor. The comprehensive, complete and singlesource waterproofing system by DSI, which was planned, produced and supplied just in time, permitted an economic, efficient and effective waterproofing of the Upper West Tower. The motorway is of great importance for Berlins trunk, regional and urban road system and will therefore be extended in two sections to Frankfurter Allee.
It will ensure a better connection of the Eastern districts to the A and the middle ring road. Three lanes and one continuous emergency lane are being built in this area. Lot 1 in section 16 has a length of m and includes the m long tunnel near Grenzallee. The tunnel is being built using the cut-andcover method. The waterproof excavations were designed to include underwater concrete base slabs and tied-back diaphragm walls.
The underwater base slabs have thicknesses ranging from 1. The concrete slabs are stabilized against uplift by perpendicular micropiles. In order to find the suitable pile and bond length for this purpose, the contractor awarded DSI with the supply of 50m long, For the entire construction period that will be undertaken in several sections and last until mid, these test piles will supply The complex assembly of the GEWI tendons including the measuring instruments required special system accessories that had to be adapted in order to ensure proper installation of the tendons into the boreholes.
This was made difficult by the restricted effective cross section. The diaphragm walls reach depths of up to 34m and have thicknesses between 1 and 1. Due to the limited space on site, the installation of the long strand anchors was complex.
In addition, in some areas, up to 5m deep empty bores were required. The comprehensive special heavy construction work and measures for constructing the waterproof excavations are scheduled for completion in the course of Following the earth moving phase and the pumping down of the ground water levels in the excavations, the construction of the tunnel cross section will begin.
The project consists of a 2. The reconstruction of busy Kriegs Street south of the center into a tram route with 5 stops planted with greenery is another component of the combined solution. Road traffic will be diverted into a new, 1. For the road tunnel, tied-back bored pile walls were built at a distance of one meter from the tunnel, and an integrated sealing blanket was grouted. The tunnel will be built in this trough structure using the open cut method. The TBM has a cutter head with a diameter of more than 9m and an advance rate of 10m per day.
Directly behind the cutter head, the machine places reinforced concrete segments for the tunnel lining after each meter that the TBM is advanced. Due to the shortness of the section, the southern branch is being excavated using the classic mining method. In areas with shallow construction depths, the open cut method is used. The tunnel is located in the Upper Rhine Lowlands, a fracture zone that can be filled with sediments up to a depth of several thousand meters.
Consequently, the excavation walls were not located in solid or waterproof strata. High ground water made it necessary to waterproof the excavation in several sections near the underground stations. The waterproofing method chosen for these sections consisted of bored pile or diaphragm walls with tied-back floors that were realized using the jet grouting method.
To tie back the different bored pile and diaphragm walls on the jobsites, DSI supplied semi-permanent strand Type 0. In total, approx. A special permit of the owner was necessary before the strand post-tensioning system was authorized for use. All of the strand anchors had been fitted with a special anchor head design for waterproofing to protect against water under pressure. FLUEGEL in Cologne In Cologne, only 4, rooms of the student union are available for the citys nearly , students, which is why the demand for small apartments and flats is very large.
For this reason, the real estate company Bouwfonds decided to build a new group of buildings with a total of apartments that are primarily adapted to the needs of students on Dassel Street in the immediate vicinity of the university. In an area named SUED. The walls of the excavation for the new building complex had to be tied back using temporary anchors that were not to be obstacles for subsequent construction work in some parts.
This system is a compression body anchor in which patented. The fully removable strands are covered by a PE tube along their entire anchor length. The patented end anchorage system ensures an easy and safe removal of the anchors within a few minutes.
Only the PE tubes, cast compression bodies and footboxes remain in the ground, so that subsequent excavation, driving or drilling work can be carried out without any problems. The anchor tests that were carried out confirmed the excellent load-bearing capacity of this compression body anchor type.
All of the anchor strands could be removed quickly and without any problems. This project also includes the expansion of the new rail line between the towns of Wendlingen and Ulm as well as the connection with and the lowering of Stuttgarts main station. In the planned 1. In the run-up to the construction work at the station, the access roads to the jobsite as well as to the future emergency rescue area are under construction. Simultaneously, the existing railway overpass is being dismantled.
The new overpass will be built in the excavation pit and slid in place afterwards. A Berlin-type support system filled in with wood and shotcrete was chosen for the up to 8. The total length of the 86 strand anchors used was 2,m with a maximum anchor length of This sub-project includes the construction of the Albabstieg Tunnels portal wall as well as the portal structures including the subsequent troughs 1 to 3.
The portal wall was constructed up to a depth of approx. The excavation of the tunnel portal underneath was built using an intermittent, tied-back bored pile wall. The excavation walls, which were partly tied back in 8 sections, were constructed using temporary and permanent Type In total, 3,m of anchors with maximum lengths of The adjacent excavation pits for the troughs TN were built using sheet pile walls.
For this purpose, the lime stone in the construction soil was drilled out. The tie-backs, consisting of 80 temporary and 60 permanent Type Spang GmbH to carry out a comprehensive geological analysis of the embankment and to design a long-term stabilization concept. The engineers suggested covering the embankments with high-strength steel mesh. For this purpose, a fine mesh was fixed to the slope and covered by a coarse mesh.
Both mesh varieties consist of a special steel alloy that is galvanized for corrosion protection. They were rolled down the face by climbers. To tie back the steel protection mesh, DSI Koenigsbrunn supplied approx. The GEWI Soil Nails were installed in the stable layers of the slope at a depth of up to 10m and grouted using a special mortar, thus ensuring the stability of the 6,m large mesh area.
At DSI Koenigsbrunn, the accessories, i. The permanent inventory of galvanized 25mm, 28mm and 32mm GEWI Bars including accessories that DSI Koenigsbrunn has maintained since ensured very short delivery times.
With 1, employees, the clinic is the towns second largest employer. Currently, the first section of a comprehensive rehabilitation of the hospital is being carried out.
In this section, a compact, cubical-shaped building with approximately beds is being built. Additionally, several specialized departments, the kitchen and the pharmacy, will move into the 8 level building that will include a floor space of approx. In the second section, another, 10,m area will be built for additional medical departments. In total, a new hospital with approx. In the first section, a total of 85,m of earth is moved on an area of roughly 10,m.
A slope located in close proximity to the jobsite had to be stabilized by retaining walls in several sections from top to bottom. For this purpose, an approx. In the second section, the excavation was dug up to a depth of 40m a depth that was required by the hillside location and an anchored bored-pile wall with more than 70 piles in lengths of approx.
Once the bored-pile wall had been completed, the earth was removed from the excavation. In total, DSI supplied 7,m of permanent anchors with up to 5 strands in lengths of up to 28m to stabilize the excavation.
Until recently, the sludge was treated in two 1,m capacity egg-shaped digester tanks that were built in the s. In these tanks, the sludge was coagulated through the fermentation of bacteria, which considerably reduced the volume of residual sludge. Per year, the Wuerzburg sewage plant produced approx.
Due to the limited capacity of the plant, just under half of the sludge that was produced could be digested. Consequently, the decision was made to construct two new digesters with an additional volume of 5,m each. Thanks to the new tanks, all of the sludge will be completely digested in the future, and gas production will rise by approx. The sewage plant will therefore produce 2,,kWh more energy per year than before.
The two new digesters were built while the plant was in operation. Sustainable range Purenit the smart construction material. Make an Enquiry sales cfs-fixings. Precast Concrete Systems CFS supplies a wide range of innovative and rigorously tested lifting anchors, specifically designed for precast concrete.
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