A Generalized Model Study of Scour Around Bridge Piers and Abutments, HR-24, 1953

Four classes of variables are apparent in the problem of scour around bridge piers and abutments--geometry of piers and abutments, stream-flow characteristics, sediment characteristics, and geometry of site. The laboratory investigation, from its inception, has been divided into four phases based on these classes. In each phase the variables in three of the classes are held constant and those in the pertinent class are varied. To date, the first three phases have been studied. Typical scour bole patterns related to the geometry of the pier or abutment have been found. For equilibrium conditions of scour with uniform sand, the velocity of flow and the sand size do not appear to have any measurable effects on the depth of scour. This result is especially encouraging in the search for correlation between model and prototype since it would indicate that, primarily, only the depth of flow might be involved in the scale effect. The technique of model testing has been simplified, therefore, because rate of sediment transportation does not need to be scaled. Prior to the establishment of equilibrium conditions, however, depths of scour in excess of those for equilibrium conditions have been found. A concept of active scour as an imbalance between sediment transport capacity and rate of sediment supply has been used to explain the laboratory observations.

Registre du collège des Jésuites, à Paris.

"paraphé suivant le procès verbal de la sept janvier 1727. Berthier"

Jugement souverain rendu en la Prevote de l'Hotel du Roy en faveur de Jean Baptiste Daumont, capitaine des gardes de feu M de Chamilly et cy-devant gendarme de la garde ordinaire du Roi contre Antoine Lellener perruquier à Paris, et Etienne Samson, huissier en la Prévoté générale des Monnaies

[Acte. 1727-09-30. Fontainebleau]

« Testaments de roys, princes et grands seigneurs, et homes doctes; testaments fictifs ». 1306 à 1669. Copies.

Contient : 1 « Testament de GUILLAUME LE HONGRE, chevalier de la ville de Metz... Ceste devise fust faitte devant feste S. Luc euvangeliste, quant il out a millair M.CCC.LIX ans » ; 2 « Testamentum GALESII DE BALMA, domini VALAFINI,... Actum et datum apud Montem Revellum, in castro nostro dicti loci, duodecima mensis augusti, hora meridiei, anno Domini millesimo trecentesimo sexagesimo secundo ». En latin ; 3 « Codicillus GALESII DE BALMA, domini VALAFINI ». Même date. En latin ; 4 « Testament de JEAN DE SAULZ, escuyer, seigneur DE COURTIVRON, chancelier de Bourgongne... Le mardy vint cinquiesme jour du mois de janvier, l'an de grace courant mille trois cent soixante et dix neuf » ; 5 « Testament de CATHERINE D'ESTRABONE, dame D'AUMONT ». Après 1456 ; 6 « Testament de Jean d'Arsonvalle, evesque de Chaalon. Tiré des registres du parlement de Paris ». 23 et 24 août 1416. En latin ; 7 « Testament de messire JEHAN DE CHALLON, prince D'ORENGE et seigneur D'ARLAY,... Faict et donné en mon chastel de Lyons le Saulnyer... le 21 d'octobre 1417... Extraict des registres de l'officialité de l'arcevesché de Bezançon » ; 8 Testament de « CLAUDE DE MONTAGU, chevalier, Sr DE COULCHES, DE LONGVY et D'ESPOISSE,... Le cinquiesme jour de... l'an mil IIII.C. cinquante et trois » ; 9 Extrait du testament de Pierre Berland, archevêque de Bordeaux. Samedi 5 février 1457. En latin ; 10 « Testamentum illustris comitis Troyae, Joannis Cossa, domini de Grimaldo et de Marignana, magni Provinciae senescalli ». Dimanche 15 septembre 1476. En latin ; 11 « Testament d'Olivier, seigneur de La Marche, conseiller et premier maistre d'hostel de Mr l'archiduc d'Austriche ». Bruxelles, 8 octobre 1501 ; 12 « Testament de PHILIPPE DE MONTAGU, comtesse DE JOIGNY » ; 13 « Testament de... Loys, Sr de Graville, admiral de France... Au chasteau de Marcoussys, l'an 1516, le jeudi 26 juing » ; 14 « Testamentum Claudii de Seyssel, archiepiscopi Taurinensis ». Turin, dimanche 27 mai 1520. En latin ; 15 Testament de « GUILLAUME BUDE, conseiller du roy, maistre des requestes ordinaire de son hostel, et maistre de sa librairie... 23 juin 1536 » ; 16 Testament de « Guillaume Du Bellay, seigneur de Langey et Glatigny,... lieutenant general en Italye... Turin, le 13 novembre 1542 » ; 17 « Testament de Michel Nostradamus,... docteur en medecine et astrophile de la ville de Salon... 17 juin 1566 » ; 18 « Testament de Caesar de Nostredame, gentilhomme ordinaire de la chambre du roy... Salon, 23 janvier 1630 » ; 19 Testament d'« ODINET GODRAN, baron D'ANTILLY, president au parlement de Bourgoigne ». 3 février 1581 ; 20 « Testament de JACQUELINE DE ROHAN, marquise DE ROTHELIN ». Décédée en 1586 ; 21 Testament de FRANÇOIS, duc D'ALENÇON, fils de Henri II, roi de France. Château-Thierry, 8 juin 1584 ; 22 Testament de « JEANNOT PATOILLET, protonotaire du S. Siege... demeurant à S. Ligier ». 22 juillet 1585 ; 23 Lettres de légitimation accordées par HENRI III, roi de France, à « Lune Patouillet, fille naturelle de Jeannot Patouillet et Jeanne Sailliot, du village d'Estrevaut, bailliage de Dijon... Donné à Dijon, au mois de febvrier, l'an 1575 » ; 24 à 26 Épitaphes d'«Odet Patoillet, d'Estrevaux », Richard Patoillet, et Jeannot Patoillet, le protonotaire. 1543, 1546, 1585. La première est en français, les deux autres sont en latin ; 27 Testament de « JAQUES DE GERMIGNY, Sr DE GERMOLLES, chevalier de l'ordre du roy, conseiller et maistre d'hostel ordinaire de sa maison, et cy devant ambassadeur pour S. M. en Levant », et de « JEHANNE BORLETTE, femme dud. Sr de Germigny,... Novembre 1585, en [la] ville de Chalon » ; 28 « Advis de conseil au proces de Mrs [Henri] de Vienne », baron de Chevreau, et François de Vienne, chevalier de Malte, « contre [Claude de La Baume], archevesque de Besançon ». Avant 1582. Commence par un extrait du testament de « dame JEHANNE DE MONBELIARD, [femme de] Loys de Chalon, prince d'Oranges et Sr d'Arlay » ; 29 Testament de « François, filz de feu Henry de Vienne, baron de Chevreaul,... Mostier, 25 octobre 1596 » ; 30 « Testamentum ROBERTI, cardinalis BELLARMINI,... Die 23 januarii, anno 1611 ». En latin ; 31 « Testament de FRANÇOIS PITHOU,... 20 novembre 1617 » ; 32 « Testament de PHILIPPE-GUILLAUME, prince D'ORANGE,... Faict à Bruxelles, le 20 de febvrier 1618 » ; 33 « Testament de messire GUILLAUME DU VAIR, evesque de Lizieux et garde des sceaux de France ». Du 10 juin au 5 juillet 1620 ; 34 « Testament de messire ANTHOINE FAVRE, baron de Peroges, de Domessin,... premier president au senat de Savoye... Faict à Chambery... ce 15 febvrier 1624 » ; 35 « Testamento di Leonor de Semeur, sigr de Tremon,... governatore per il re christianissimo di Francia della citta et paese di Macon di Bergongna... Nel... monasterio di molto reverendi padri capucini... sito sopra le fini d'Asti ». 14 juillet 1625. En italien ; 36 « Testament de Gabriel de Ste Marie, archevesque de Reims... Reims, 27 septembre 1628 » ; 37 « Exemplar testamenti cardinalis LUDOVISII ». Bologne, 10 avril 1629. En latin ; 38 « Testament de Nicolas Claude Fabri, seigneur de Peiresc, seigneur et abbé de Guistres, baron de Rians, conseiller du roy en sa cour de parlement de Provence... Aix, 22 juin 1637 » ; 39 Pièce imprimée, de 16 pages, contenant le « Testament de Mr le cardinal DE RICHELIEU ». Narbonne, 23 mai 1642 ; 40 « Testament d'ANNE DE MONTAFIE, comtesse DE SOISSONS,... Faict en mon chasteau de Creil, le 30 octobre 1642 » ; 41 « Premier testament de Gabriel de Syon,... prestre, docteur on theologie... et professeur royal... es langues orientales... Ligny le Chastel, 8 juin 1648 » ; 42 « Second Testament » du même. « Fontaine en Duesmois, 29 juin 1648 » ; 43 « Testament de CLAUDE DE SAUMAISE, chevalier de l'ordre du roy et conseiller en ses conseils d'Estat et privé... Spa, le 30 aoust 1653 » ; 44 Testament de « JEAN QUENAULT, conseiller du roy en ses conseils, et cy devant secretaire des commandemens de la feue reine Marie de Medicis,... Paris, 4 febvrier 1655 » ; 45 « Testament et codicille de Pierre Gassendi, prestre, prevost de Digne et professeur royal aux mathematiques à Paris ». 17 et 18 septembre 1655 ; 46 « Testament de Jules, cardinal Mazarin, duc de Nivernois et Donziois, pair de France ». Vincennes, 3 à 7 mars 1661 ; 47 « Testament d'Anne d'Autriche, royne de France et de Navarre... S. Germain en Laye, 13 aoust 1665 » ; 48 Pièce imprimée, de 6 pages, contenant le testament de « LOUIS DE LA RIVIERE, evesque de Langres... Petit Bourg, 22 may 1669 » ; 49 « Testamentum THEOPHILI VIAUT,... Datum in aula burgundica ». 1626. En latin ; 50 « Ejusdem epitaphium ». En latin ; 51 « Testamentum christianum cardinalis RICHELII ». En latin ; 52 « Testamentum politicum ». En latin ; 53 « Testamento della citta di Candia. Copia tratta da Pasquino, notaro publico ». En italien ; 54 « Testamento del Ruyseñor de Sa Eminencia ». En espagnol ; 55 « Epitaphio del Ruyseñor ». En espagnol

Highway Applications for Rammed Aggregate Piers in Iowa Soils, TR-443, 2003

This report describes a study to evaluate Geopier® soil reinforcement technology in transportation construction. Three projects requiring settlement control were chosen for evaluation—an embankment foundation, a box culvert, and a bridge approach fill. For each project, construction observations, in situ soil testing, laboratory material characterization, and performance monitoring were carried out. For the embankment foundation project, Geopier elements were installed within and around an abutment footprint for the new I-35 overpass at the US Highway 5/Interstate 35 interchange in Des Moines, Iowa. Although the main focus of this investigation was to evaluate embankment foundation reinforcement using Geopier elements, a stone column reinforced soil provided an opportunity to compare systems. In situ testing included cone penetration tests (CPTs), pressuremeter tests (PMTs), Ko stepped blade tests, and borehole shear tests (BSTs), as well as laboratory material testing. Comparative stiffness and densities of Geopier elements and stone columns were evaluated based on full-scale modulus load tests and standard penetration tests. Vibrating wire settlement cells and total stress cells were installed to monitor settlement and stress concentration on the reinforcing elements and matrix soil. Settlement plates were also monitored by conventional optical survey methods. Results show that the Geopier system and the stone columns performed their intended functions. The second project involved settlement monitoring of a 4.2 m wide x 3.6 m high x 50 m long box culvert constructed beneath a bridge on Iowa Highway 191 south of Neola, Iowa. Geopier elements were installed to reduce total and differential settlement while ensuring the stability of the existing bridge pier foundations. Benefits of the box culvert and embankment fill included (1) ease of future roadway expansion and (2) continual service of the roadway throughout construction. Site investigations consisted of in situ testing including CPTs, PMTs, BSTs, and dilatometer tests. Consolidated drained triaxial compression tests, unconsolidated undrained triaxial compression test, oedometer tests, and Atterberg limit tests were conducted to define strength and consolidation parameters and soil index properties for classification. Vibrating wire settlement cells, total stress cells, and piezometers were installed for continuous monitoring during and after box culvert construction and fill placement. This project was successful at controlling settlement of the box culvert and preventing downdrag of the bridge foundations, but could have been enhanced by reducing the length of Geopier elements at the ends of the box culvert. This would have increased localized settlement while reducing overall differential settlement. The third project involved settlement monitoring of bridge approach fill sections reinforced with Geopier elements. Thirty Geopier elements, spaced 1.8 m apart in six rows of varying length, were installed on both sides of a new bridge on US Highway 18/218 near Charles City, Iowa. Based on the results of this project, it was determined that future applications of Geopier soil reinforcement should consider extending the elements deeper into the embankment foundation fill, not just the fill itself.

Feasibility Investigation of Segmentally Precast Bridge Piers for Accelerated Construction, TR-556, 2009

An innovative structural system for pier columns was investigated through a series of laboratory experiments. The columns and connections examined were comprised of precast concrete segments to accelerate construction. In addition some of the columns employed unbonded post-tensioning to self-center the columns when subjected to lateral loads and structural fuses to control large lateral deflections, dissipate energy, and expedite repair in the event of a catastrophic loading event. Six cantilever columns with varying component materials and connection details were subjected to a regimen of vertical dead loads and cyclic, quasi-static lateral loads. One column was designed as a control column to represent the behavior of a conventional reinforced concrete column and provide a basis for comparison with the remaining five jointed columns designed with the proposed structural system. After sustaining significant damage, the self-centering, jointed columns were repaired by replacing the structural fuses and retested to failure to investigate the effectiveness of the repair. The experiments identified both effective and unsatisfactory details for the jointed system. Two of the jointed columns demonstrated equivalent lateral strength, greater lateral stiffness, and greater lateral deformation capacity than the control column. The self-centering capability of the jointed columns was clearly demonstrated as well, and the repair technique proved effective as demonstrated by nearly identical pre and post repair behavior. The authors believe the proposed system to be a feasible alternative to conventional pier systems and recommend further development of details.

Scour Around Bridge Piers and Abutments, HR-30 and Iowa Highway Research Board Bulletin No. 4, 1956

Man’s never-ending search for better materials and construction methods and for techniques of analysis and design has overcome most of the early difficulties of bridge building. Scour of the stream bed, however, has remained a major cause of bridge failures ever since man learned to place piers and abutments in the stream in order to cross wide rivers. Considering the overall complexity of field conditions, it is not surprising that no generally accepted principles (not even rules of thumb) for the prediction of scour around bridge piers and abutments have evolved from field experience alone. The flow of individual streams exhibits a manifold variation, and great disparity exists among different rivers. The alignment, cross section, discharge, and slope of a stream must all be correlated with the scour phenomenon, and this in turn must be correlated with the characteristics of the bed material ranging from clays and fine silts to gravels and boulders. Finally, the effect of the shape of the obstruction itself-the pier or abutment-must be assessed. Since several of these factors are likely to vary with time to some degree, and since the scour phenomenon as well is inherently unsteady, sorting out the influence of each of the various factors is virtually impossible from field evidence alone. The experimental approach was chosen as the investigative method for this study, but with due recognition of the importance of field measurements and with the realization that the results must be interpreted so as to be compatible with the present-day theories of fluid mechanics and sediment transportation. This approach was chosen because, on the one hand, the factors affecting the scour phenomenon can be controlled in the laboratory to an extent that is not possible in the field, and, on the other hand, the model technique can be used to circumvent the present inadequate understanding of the phenomenon of the movement of sediment by flowing water. In order to obtain optimum results from the laboratory study, the program was arranged at the outset to include a related set of variables in each of several phases into which the whole problem was divided. The phases thus selected were : 1. Geometry of piers and abutments, 2. Hydraulics of the stream, 3. Characteristics of the sediment, 4. Geometry of channel shape and alignment.

Pasolini i Haneke contra una estètica de l’Horror

Dir que la violència és el problema fonamental d’Europa i del món és només constatar un fet. El cinema contemporani europeu reflecteix aquesta preocupació en cada fotograma de metratge que surt del continent i que, com la pell del nostre poble, ens recorda el nostre passat, ens presenta la conjuntura actual, i ens descriu un futur inquietant. Però l’essencial, avui en dia, no és comprovar l’indiscutible pes de la temàtica violenta en la nostra realitat factual i cinematogràfica –fet que deixaria relegada qualsevol presumpció d’originalitat en un segon pla- sinó desenredar les formes específiques, múltiples, contradictòries i profundament humanes que aquesta temàtica ens presenta actualment. Només d’aquesta forma podrem veure en quin sentit ens serveixen per explicar el nostre món.

Laboratory Investigation of Grouted Coupler Connection Details for ABC Bridge Projects, RB07-013, 2015

With an ever increasing desire to utilize accelerated bridge construction (ABC) techniques, it is becoming critical that bridge designers and contractors have confidence in typical details. The Keg Creek Bridge on US 6 in Iowa was a recent ABC example that utilized connection details that had been utilized elsewhere. The connection details used between the drilled shaft and pier column and between the pier column and the pier cap were details needing evaluation. These connection details utilized grouted couplers that have been tested by others with mixed results—some indicating quality performance and others indicating questionable performance. There was a need to test these couplers to gain an understanding of their performance in likely Iowa details and to understand how their performance might be impacted by different construction processes. The objective of the work was to perform laboratory testing and evaluation of the grouted coupler connection details utilized on precast concrete elements for the Keg Creek Bridge. The Bridge Engineering Center (BEC), with the assistance of the Iowa Department of Transportation (DOT) Office of Bridges and Structures, developed specimens representative of the Keg Creek Bridge connections for testing under static and fatigue loads in the structures laboratory. The specimens were also evaluated for their ability to resist the intrusion of water and chlorides. Evaluation of their performance was made through comparisons with design assumptions and previous research, as well as the physical performance of the coupled connections.

Investigation of Negative Moment Reinforcing in Bridge Decks, TR-660, 2015

Multi-span pre-tensioned pre-stressed concrete beam (PPCB) bridges made continuous usually experience a negative live load moment region over the intermediate supports. Conventional thinking dictates that sufficient reinforcement must be provided in this region to satisfy the strength and serviceability requirements associated with the tensile stresses in the deck. The American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications recommend the negative moment reinforcement (b2 reinforcement) be extended beyond the inflection point. Based upon satisfactory previous performance and judgment, the Iowa Department of Transportation (DOT) Office of Bridges and Structures (OBS) currently terminates b2 reinforcement at 1/8 of the span length. Although the Iowa DOT policy results in approximately 50% shorter b2 reinforcement than the AASHTO LRFD specifications, the Iowa DOT has not experienced any significant deck cracking over the intermediate supports. The primary objective of this project was to investigate the Iowa DOT OBS policy regarding the required amount of b2 reinforcement to provide the continuity over bridge decks. Other parameters, such as termination length, termination pattern, and effects of the secondary moments, were also studied. Live load tests were carried out on five bridges. The data were used to calibrate three-dimensional finite element models of two bridges. Parametric studies were conducted on the bridges with an uncracked deck, a cracked deck, and a cracked deck with a cracked pier diaphragm for live load and shrinkage load. The general conclusions were as follows: -- The parametric study results show that an increased area of the b2 reinforcement slightly reduces the strain over the pier, whereas an increased length and staggered reinforcement pattern slightly reduce the strains of the deck at 1/8 of the span length. -- Finite element modeling results suggest that the transverse field cracks over the pier and at 1/8 of the span length are mainly due to deck shrinkage. -- Bridges with larger skew angles have lower strains over the intermediate supports. -- Secondary moments affect the behavior in the negative moment region. The impact may be significant enough such that no tensile stresses in the deck may be experienced.

Evaluation of the Need for Longitudinal Median Joints in Bridge Decks on Dual Structures, TR-661, 2015

The primary objective of this project was to determine the effect of bridge width on deck cracking in bridges. Other parameters, such as bridge skew, girder spacing and type, abutment type, pier type, and number of bridge spans, were also studied. To achieve the above objectives, one bridge was selected for live-load and long-term testing. The data obtained from both field tests were used to calibrate a three-dimensional (3D) finite element model (FEM). Three different types of loading—live loading, thermal loading, and shrinkage loading—were applied. The predicted crack pattern from the FEM was compared to the crack pattern from bridge inspection results. A parametric study was conducted using the calibrated FEM. The general conclusions/recommendations are as follows: -- Longitudinal and diagonal cracking in the deck near the abutment on an integral abutment bridge is due to the temperature differences between the abutment and the deck. Although not likely to induce cracking, shrinkage of the deck concrete may further exacerbate cracks developed from thermal effects. -- Based upon a limited review of bridges in the Iowa DOT inventory, it appears that, regardless of bridge width, longitudinal and diagonal cracks are prevalent in integral abutment bridges but not in bridges with stub abutments. -- The parametric study results show that bridge width and skew have minimal effect on the strain in the deck bridge resulting from restrained thermal expansion. -- Pier type, girder type, girder spacing, and number of spans also appear to have no influence on the level of restrained thermal expansion strain in the deck near the abutment.

Consolidation with Radioimmunotherapy May Prolong Survival in First Remission of Mantle Cell Lymphoma Patients Uneligible for Stem Cell Transplantation, An Analysis of the International RIT-Network

Background: Mantle cell lymphoma (MCL) is a rare subtype (3-9%) of Non Hodgkin Lymphoma (NHL) with a relatively poor prognosis (5-year survival < 40%). Although consolidation of first remission with autologous stem cell transplantation (ASCT) is regarded as "golden standard", less than half of the patients may be subjected to this intensive treatment due to advanced age and co-morbidities. Standard-dose non-myeloablative radioimmunotherapy (RIT) seems to be a very efficient approach for treatment of certain NHL. However, there are almost no data available on the efficacy and safety of RIT in MCL. Methods and Patients: In the RIT-Network, a web-based international registry collecting real observational data from RIT-treated patients, 115 MCL patients treated with ibritumomab tiuxetan were recorded. Most of the patients were elderly males with advanced stage of the disease: median age - 63 (range 31-78); males - 70.4%, stage III/IV - 92%. RIT (i.e. application of ibritumomab tiuxetan) was a part of the first line therapy in 48 pts. (43%). Further 38 pts. (33%) received ibritumomab tiuxetan after two previous chemotherapy regimens, and 33 pts. (24%) after completing 3-8 lines. In 75 cases RIT was applied as a consolidation of chemotherapy induced response; the rest of the patients received ibritumomab tiuxetan because of relapse/refractory disease. At the moment follow up data are available for 74 MCL patients. Results: After RIT the patients achieved high response rate: CR 60.8%, PR 25.7%, and SD 2.7%. Only 10.8% of the patients progressed. For survival analysis many data had to be censored since the documentation had not been completed yet. The projected 3-year overall survival (OAS, fig.1 - image 001.gif) after radioimmunotherapy was 72% for pts. subjected to RIT consolidation versus 29% for those treated in relapse/refractory disease (p=0.03). RIT was feasible for almost all patients; only 3 procedure-related deaths were reported in the whole group. The main adverse event was hematological toxicity (grade III/IV cytopenias) showing a median time of recovery of Hb, WBC and Plt of 45, 40 and 38 days respectively. Conclusion: Standard-dose non-myeloablative RIT is a feasible and safe treatment modality, even for elderly MCL pts. Consolidation radioimmunotherapy with ibritumomab tiuxetan may prolong survival of patients who achieved clinical response after chemotherapy. Therefore, this consolidation approach should be considered as a treatment strategy for those, who are not eligible for ASCT. RIT also has a potential role as a palliation therapy in relapsing/resistant cases.