Innovative Bridge Designs for Rapid Renewal (2014) / Chapter Skim
Currently Skimming:
Pages 195-243
The Chapter Skim interface presents what we've algorithmically identified as the most significant single chunk of text within every page in the chapter.
Select key terms on the right to highlight them within pages of the chapter.
From page 195... ...
195 ABC Case Studies Task 1 of this project included a comprehensive review of published and unpublished literature. Using various online databases to access published sources and relying on various outreach efforts to solicit unpublished information, the team gathered and collected the literature data throughout Phase I
|
From page 196... ...
196 multi-column bents are fully detailed and designed -- but for cast-in-place construction. Simple alternative detailing of the column/footing joint and column/cap joint would make these plans immediately useful for precast ABC substructure construction.
|
From page 197... ...
197 proposed. This gives a span range capability of 40 ft to 130 ft with three sections.
|
From page 198... ...
198 The precast caps were designed to be used with a two- column bent and the roadway widths described previously. The caps are connected to the pier columns with the grouted sleeve couplers also described previously.
|
From page 199... ...
199 Given the possibility of high-demand seismic loading, the authors identified various critical issues that would need special attention in the use of prefabricated columns. These issues include the development of a connection between the footing and precast segmental column segments, connection between segments, connection between segments and the cap beam, connection of cap beams together for a wide frame, and weight/handling concerns.
|
From page 200... ...
200 precast pier systems constructed with reinforced concrete connections designed by using an emulation design concept and a second pier system connecting the pier cap to the column by using a posttensioning system. The results of the parametric study indicated that acceptable performance could be expected for both a 10% in 50 years and a 2% in 50 years earthquake event.
|
From page 201... ...
201 drawings)
|
From page 202... ...
202 Sunday through Thursday nights, with the bridge returned to nominal full capacity each morning by 6:00 a.m. to maintain traffic during peak travel times.
|
From page 203... ...
203 Citation: Azizinamini, Yakel, and Niroumand, 2008 ABC Design Features: Design of a pre-topped steel box for accelerated construction ABC Construction Features: Use of prefabricated steel box girder modular superstructure units Project Description Azizinamini et al.
|
From page 204... ...
204 Source: A Azizinamini.
|
From page 205... ...
205 member Structural Engineering Associates (SEA) to develop a similar pre-topped U-beam concept using precast girders for the structural system.
|
From page 206... ...
206 amount of field forming and thus expedites slab construction. Providing a completely cast-in-place topping provides the optimum ride quality and control over final deck geometry.
|
From page 207... ...
207 Subsequent to the demonstration projects, the Minnesota DOT has continued to advertise projects that use the PSS system, and the cast-in-place prices have continued to decline. The latest data indicate total installed costs of $95 to $100 per ft2, with other projects in the pipeline.
|
From page 208... ...
208 shallow replacement structure specifically for standard application and for use in accelerated bridge construction (PCINE, 2008)
|
From page 209... ...
209 Project Description The construction of an innovative short- to medium-span bridge can be possible through the use of an innovative precast arch system. In a system developed in the United Kingdom, precast arch bridges are constructed by using an articulated block system that ships flat but rotates into the desired arch shape when lifted and placed against simple footings.
|
From page 210... ...
210 and development of trying to use these materials in civil engineering applications. Because of their light weight, high strength, and long durability, these materials are proposed for various structural applications.
|
From page 211... ...
211 module width is 1.25 m and the height is expected to be about 0.8 m for the total depth. A third solution that uses both timber webs and foam infill was also proposed but not shown because it simply married the first two concepts.
|
From page 212... ...
212 The performance of this deck in negative bending requires further validation. Bridge deck Concepts This section focuses primarily on components that can be used to accelerate bridge deck construction.
|
From page 213... ...
213 constructed full-depth decks. The stay-in-place panels are used as a working platform for workers and machinery and as the forms for the final cast-in-place deck pour.
|
From page 214... ...
214 An innovative screw jack system was used to level the panels and set the haunch. With clamps that would hold the bottom flange of the steel stringers and mating steel tubes for the vertical with a threaded rod screw jack installed in the center, the panel heights could be easily adjusted in the field.
|
From page 215... ...
215 the proper geometry. Posttensioning is completed beforehand, then panels are lowered to reduce any frictional effects between the panels and girder tops.
|
From page 216... ...
216 neglected. The sustained tensile strength of the UHPFRC assumed for this design was 1.125 ksi, a significant strength.
|
From page 217... ...
217 34-kip wheel loads. The results of the testing indicate that the safety factor for fatigue with 100 years of standard loads is about 1.25 and for elevated loads is about 1.15.
|
From page 218... ...
218 construction community will bring the price down. Whether this grid system will equal steel-reinforced decks in cost is unknown.
|
From page 219... ...
219 Construction of the deck was otherwise similar to other precast concrete full-depth deck panel projects. The panels were leveled, and the Evazote-filled joints were tested for watertightness.
|
From page 220... ...
220 past and should be encouraged. One is the continued use of pile bents for bridge piers or spill-through abutments.
|
From page 221... ...
221 Additional work was done at the University of California to determine the effects of various materials to improve the self-centering capability of columns. Residual displacements experienced during seismic loading can cause significant damage to or even failure of concrete columns.
|
From page 222... ...
222 A unique technique which employs a steel–concrete composite socket joint has been used to connect the foundation steel piling directly to the steel pier elements quickly without the need of a concrete foundation (Yoshida and Horiguchi, 2005; Takashima et al., 2005)
|
From page 223... ...
223 (continued on next page) Figure A.14.
|
From page 224... ...
224 friction of the longitudinal steel. For geometry control, it may make sense to stop the column just short of the required elevation and, by using friction collars and an edge band, form the last inch or two of the section after the cap is lowered and the proper grade and cross slope are established.
|
From page 225... ...
225 between the outside of the steel column and the corrugated metal pipe is filled with a high-strength, nonshrink, fiberreinforced cementitious grout. Simultaneously, the inside of the tube is filled with self-consolidating low-shrinkage concrete.
|
From page 226... ...
226 performance due to geometric imperfections in the mating of the joints. Embedment of the tube into the footing provided performance benefits (as observed by Roeder and Lehman for steel filled tubes as well)
|
From page 227... ...
227 MSE abutment is one in which the MSE facing is simply used to restrain the embankment fill, while the bridge has a deep foundation of either drilled shafts or more traditionally driven piles. In this mixed system, owners expect to get zero settlement in the completed foundation, which thereby supports the bridge in a fashion that is familiar and similar to other types of bridge foundations.
|
From page 228... ...
228 bearing pressure is applied. Additionally, the strength of the confined soils is sufficient to support most common bridges.
|
From page 229... ...
229 SPMTs, though somewhat new to the U.S. bridge building market, are becoming increasingly familiar to owners, engineers, and contractors.
|
From page 230... ...
230 contractor to provide various support functions. The manual presents information on some of these interactions.
|
From page 231... ...
231 prestressed concrete girders. Three spans at the north side of the lake are high-level spans and provide access for marine traffic.
|
From page 232... ...
232 Project Title: Innovate 80 Bridge Replacement Projects Citation: Utah Department of Transportation, 2008d ABC Design Features: ABC Construction Features: Use of SPMTs and skid shoe systems to deliver and launch bridges Project Description The use of SPMTs and lateral skid shoes to install bridges was combined for multiple bridges installed by the Utah DOT in the summer of 2008. A staging area was created several miles from some of the bridges.
|
From page 233... ...
233 detergent for maximum efficiency of the move. The skid shoes have capacities of as much as 600 tonnes (660 tons)
|
From page 234... ...
234 any bending moments from the system during erection and lateral sliding. The outboard cantilever should also be reinforced in anticipation of movement of the old bridge onto the falsework.
|
From page 235... ...
235 has cured, construction of the new bridge can commence. The innovation lies in the method of movement.
|
From page 236... ...
236 tour of Europe and Japan identified a number of bridge launching projects for which launching was considered the most efficient solution to a difficult bridge construction problem. Ideally, a bridge intended for incremental launching would be designed along a tangent alignment in both horizontal and vertical planes to simplify fabrication and construction.
|
From page 237... ...
237 was repeated five times for each steel superstructure. After the complete launching of the eastbound girders, the falsework was removed and reinstalled to perform an identical launching of the westbound superstructure.
|
From page 238... ...
238 Figure A.19. Tiziano Bridge elevation and plan views.
|
From page 239... ...
239 both box girders. Because of the numerous advantages, the owner quickly approved the value engineering proposal.
|
From page 240... ...
240 transverse tendons in the end beams, and internal diaphragms and transverse tendons in the deck slab. Three disposable prestressed concrete launching nose girders were installed at the front of the deck to control negative moments by shortening the cantilevered span and to limit the risk of the deck overturning.
|
From page 241... ...
241 Project Description This project involved the longitudinal launching of three prestressed concrete bridges in downtown Milan, Italy. The location required that the bridges be constructed over six electrified railroads, and the project represented one of the most complex applications of ILM construction in Italy.
|
From page 242... ...
242 Project Description Rapid erection of superstructure components is made possible with the use of a small gantry system. This type of system is ideal for crowded urban environments where occupying existing ground with construction equipment such as cranes would have a severe impact on traffic flow.
|
From page 243... ...
243 way. A short or medium bridge gantry system is considered viable as a reusable and flexible ABC delivery system.
|
Key Terms
This material may be derived from roughly machine-read images, and so is provided only to facilitate research.
More
information on Chapter Skim is available.