Experimental Approach Embankments at Salt Fork River Bridges on US 177 and Their Initial Performance

This paper presents preliminary findings based on the initial performance evaluation of five approach embankments used in a bridge replacement project over the Salt Fork of the Arkansas River on US Highway 177 in Noble and Kay Counties, Oklahoma. The research involved instrumentation and measurement of four experimental approach embankments and one control approach embankment, all with similar dimensions. Instrumentation inc1uded total pressure cells to measure lateral earth pressure against the abutment wall, inclinometer casings to measure lateral movement of the backfill material and abutment walls, telescoping couplings on the inclinometer casings to measure settlement of the backfill and foundation, amplified liquid settlement gages for measurement of foundation settlement, and piezometers to measure pore water pressure. The four experimental backfills used were geotextile reinforced granular backfill, controlled low strength material backfill, dynamically compacted granular backfill, and flooded and vibrated granular backfill. The control section was unclassified borrow material placed at the contractor\u27s discretion as long as density requirements were met. This paper documents and presents summaries of the preliminary findings regarding initial performance and construction cost of each approach embankment

Local Letting Information, May 12, 2011

Local letting informatio

ANALISIS STABILITAS TIMBUNAN DENGAN PLAXIS MEMBANDINGKAN 2 METODE AKIBAT KETERBATASAN LAHAN

In the Cibitung - Cilincing Ramp 3-1 Toll Road development project, where the road alignment is an embankment construction with subgrade conditions that have dominant soil layers with sand and limited land. Then the implementation of subgrade improvement is carried out by comparing 2 methods, namely the first Replace 1.5 m (50 cm Limestone + Geomembrane + 50 cm Granular backfill + Geotextile Non Woven) + Sheet Pile with a length of 15 meters + Retaining Wall and the second Replace 1.5 m (50 cm Limestone + Geomembrane + 50 cm Granular backfill + Geotextile Non Woven) + Retaining Wall with Bore Pile D60 Int. 2 meters + Retaining Wall.The analysis of the two treatments used Plaxis with the results for the 1 year and 10 year consolidation of the two treatments meeting the requirements. The safety factor for the embankment slopes also meets the requirements. The results of the Horizontal Displacement in the first treatment are still very large, namely 6.73 cm, not in accordance with the AASTHO criteria of 3.8 cm and it can be seen from the profile bending moment on the Sheet Pile that the Sheet Pile is not pinched so that for this case the handling suitable is to use the second treatment, namely Replace 1.5 m (50 cm Limestone + Geomembrane + 50 cm Granular backfill + Geotextile Non Woven) + Retaining Wall with Bore Pile D60 Int. 2 meters + Retaining Walls

Fill Materials at Integral End Bents

Jointless bridge designs have become increasingly popular due to their low construction and maintenance costs. But this design carries risks. Most notably, integral end bents can be displaced and undergo settlement due to soil movement in embankments and loads carried by the superstructure. In response, the Kentucky Transportation Cabinet (KYTC) devised a novel treatment for end bent and abutment backfills on low- and middle-span concrete bridges in which elasticized geofoam is placed between geosynthetically confined soil and an integral end bent (GCS-IEB). However, this design requires modification where the elasticized geofoam and overlying pavement meet. Using elasticized geofoam is also costly. In response, this study identifies less expensive substitutes for elasticized geofoam that would not be damaged by bridge movements and which would reduce the settlement of integral end bents. Two promising materials were evaluated whose properties are similar to elasticized geofoam but which cost significantly less — shredded tire chips and recycled tire granules. Using a new lab procedure, researchers evaluated the recoverable deformation and maximum resistant stress of different samples, ultimately identifying a recycled tire derivative that is the best low-cost alternative to elasticized geofoam. Step-by-step installation methods are provided to guide the onsite installation of alternative materials. One method applies to recycled tire derivatives delivered in bags, while the other applies to materials that delivered in bulk and placed into baskets onsite

Permeability and lateral earth pressure in granular backfill against bridge abutments

In bridge abutment design, Wisconsin DOT assumes the granular backfill material used behind bridge abutments as free-draining and no hydrostatic pressures are applied on the wall. This research study was undertaken to investigate if backfill materials meet the assumption of a freely-drained condition through a detailed laboratory and field study. Also, the viability of using recycled asphalt pavement (RAP) and shingles (RAS) for granular backfill was investigated. Laboratory testing involved characterizing the materials in terms of gradation/classification, erodibility, permeability, shear strength, volume change (i.e., water induced collapse). Laboratory tests revealed bulking moisture content for natural materials and collapse upon wetting. RAP and RAS materials exhibited collapse upon wetting and creep under constant loading. Scaled abutment model testing was performed to assess pore pressure dissipation rates for the different materials and calibrate input parameters to predict drainage using finite element analysis (FEA). Abutment model testing indicated that addition of geocomposite vertical drain can substantially increase pore pressure dissipation rates and avoid material erosion. Field testing involved in situ permeability, shear strength and moisture content testing, and monitoring lateral earth pressures and pore pressures behind abutment walls at four bridge sites. Results indicated that field conditions are more complex than the simple linear stress distributions typically assumed in the design for lateral earth pressures. Lateral earth pressures were greater than assumed in design over a majority of the monitoring period of this study. Pore pressures behind abutment wall were observed at one site following flooding. Predicted pore pressure dissipations using numerical analysis matched well with the measured values

Analisis Perhitungan Quantity Take-Off Menggunakan Building Information Modeling (BIM) Pada Proyek Jalan Tol Indralaya – Prabumulih

Penerapan BIM pada proyek Pembangunan Jalan Tol merupakan upaya Kementrian PUPR dalam peningkatan daya produktifitas dan daya guna perencanaan dan pembangunan proyek konstruksi jalan bebas hambatan melalui implementasi Information and Comunication Technology (ICT). Melalui Badan Pengatur Jalan Tol (BPJT) memberikan tugas kepada Badan Usaha Jalan Tol (BUJT) untuk menerapkan BIM pada Pembangunan Jalan Tol Indralaya – Prabumulih. Dengan BIM diharapkan akan meminimalisir kesalah dalam perhitungan QTO yang mengakibatkan kesalahan dalam penentuan biaya proyek. Metode BIM dilakukan dengan menggunakan software pendukung yaitu Autodesk Revit untuk melakukan pemodelan 3D dan 5D (QTO) yang nantinya hasil perhitungan volume metode BIM akan di bandingkan dengan perhitungan volume metode konvensional. Studi kasus dilakukan pada Box Culvert STA. 0+126 pada Pembangunan Jalan Tol Indralaya – Prabumulih. Berdasarkan hasil penelitian didapatkan perbedaan volume secara keseluruhan sebesar 0,03% dimana perhitungan dengan Autodesk Revit lebih besar dibandingkan perhitungan konvensional. Persentase perbedaan pada pasangan batu kosong (Blinding Stone) sebesar 0,01%, beton struktur kelas E sebesar 0,01%, batang baja tulangan BJTD-40 sebesar 0,02%, struktur beton kelas C-2 dan urugan material berbutir (granular backfill) sebesar 0%. BIM dengan Autodesk Revit dapat melakukan perhitungan QTO secara otomatis yang sudah terintegrasi dengan desain 3Dnya, sehingga meningkatkan ketelitian dalam penentuan Rencana Anggaran Biaya (RAB)

Acoustic emission monitoring of a soil slope: comparisons with continuous deformation measurements

Acoustic emission (AE) has become an established approach to monitor the stability of soil slopes. However, the challenge has been to develop strategies to interpret and quantify deformation behaviour from the measured AE. This paper presents the first comparison of continuous AE (measured using an active waveguide) and continuous subsurface deformation measurements. The active waveguide is installed in a borehole through a slope and comprises a metal waveguide rod or tube with a granular backfill surround. When the host slope deforms, the column of granular backfill also deforms, generating AE that can propagate along the waveguide. This paper presents results from a field trial at a reactivated soil slope in North Yorkshire, UK. The measurements confirm that AE rates generated are directly proportional to the velocity of slope movement (e.g. the AE rate versus velocity relationship determined for a series of slope movement events produced an R 2 value of 0·8) and demonstrate the performance of AE monitoring of active waveguides to provide continuous information on slope displacements and displacement rates with high temporal resolution

The valvula cerebelli of the spiny eel, Macrognathus aculeatus, receives primary lateral-line afferents from the rostrum of the upper jaw

In the spiny eel, Macrognathus aculeatus, anterodorsal and (to a lesser degree) anteroventral lateralline nerves project massively to the granular layer of the valvula cerebelli, throughout its rostrocaudal extent. The posterior lateral-line nerve terminates in the corpus cerebelli. Thus, valvula and corpus cerebelli are supplied with mechanosensory input of different peripheral origins. An analysis of the taxonomic distribution of experimentally determined primary lateral-line input to the three parts of the teleostean cerebellum reveals that the eminentia granularis always receives such input, and that the corpus cerebelli is the recipient of primary lateral-line input in many teleosts. The valvula, however, receives primary lateral-line afferents in only two examined species. In M. aculeatus, the massive lateral-line input to the valvula probably originates in mechanoreceptors located in the elongated rostrum of the upper jaw, a characteristic feature of mastacembeloid fishes. This projection to the valvula may therefore represent a unique specialization that arose with the evolution of the peculiar rostrum