Evolution: plastic sociality in a sweat bee.

How and why do bees become social? A transplant experiment shows that sweat bees can adopt a solitary or social lifestyle in response to their environment.

Contribution to the conservation biology of the wood ant Formica lugubris (Hymenoptera, Formicidae) in Switzerland

Summary Among ants, wood ants are probably the most fascinating and studied species in temperate European forests. Unfortunately, due to several threats they are nowadays registered in red lists. Recent studies made in the Swiss Jura Mountains ended up in the description of a new sympatric sibling species of Formica lugubris (i.e. Formica paralugubris Seifert 1996). Because of this confusion the biology of F. lugubris is incomplete. Due to the extreme difficulties to distinguish morphologically F. lugubris from F. paralugubris we studied their cuticular hydrocarbons profiles. Irrespective of their geographic origin, we observed quantitative discrimination between species within each caste (workers, males and gynes =young alate female). Moreover, using a behavioural taxonomic approach (i.e. the pupa-carrying test) we showed that ants preferred conspecific worker pupae to those of the sibling species. These first results allowed us to consider the two species as two separate taxonomic units. To understand their coexistence, habitat distribution models were fitted with GIS predictors and factors known to influence wood ant distribution. In the Jura Mountains, although the two species share very similar habitats, they are spatially segregated. F. lugubris occurs more frequently at woodland borders than in forest interiors. We demonstrated with genetic and field data that Formica lugubris displays two different social forms in close proximity in alpine zone (e.g. unmanaged forests of the Swiss National Park). We discovered populations mostly monogynous to weakly polygynous (i.e. one to a few egg laying queens per colony) and monodomous (i.e. one nest per colony), and polygynous/polydomous populations (new nests being founded by colony budding). It is generally admitted that monogyne species disperse well in order to find suitable habitat to found new colonies whereas polygyne species have restricted dispersal and local mating within the nest. In order to compare reproductive strategies of F. lugubris and F. paralugubris (i.e. matings and dealation process) we conducted experiments with sexuals. F, lugubris gynes from monogynous/monodomous populations do not show a local strategy like the obligately polygynous F. paralugubris (i.e. early dealation even without mating, insemination without flight activity and low fat reserve). They always keep their wings, do not mate when not able to fly and have high amount of fat content revealing high survival capacities. On the other side, F, lugubris gynes from polygynous/polydomous populations have lower lipid reserves and displayed a reproductive behaviour close to the F. para lugubris one. After dispersal, wood ant gynes can either start new societies by temporary social parasitism of another species (i.e. subgenus Serviformica) or be adopted intraspecifically in an existing nest. In F. lugubris, we demonstrated that gynes from monogynous/monodomous colonies showed a high success for temporary social parasitism compare to the lower success of gynes from polygynous/polydomous colonies. However, physiological analyses suggested that only gynes from monogynous/ monodomous populations can efficiently disperse and found new nest by temporary social parasitism. Intraspecifically, gynes were accepted to a high degree in polygynous nest and in monogynous nests as long as these nests contained sexuals. In conclusion, Formica lugubris displays a social and dispersal polymorphism (mixed mating and founding system) representing a behavioural plasticity in relation to environmental and ecological conditions. Therefore, conservation measures directed toward this species should try to maintain a maximum of diversity at the habitat level. Résumé Les fourmis des bois sont probablement parmi les espèces de fourmis les plus fascinantes et les plus étudiées des forêts tempérées Européennes. Actuellement, du fait de différentes menaces, elles figurent malheureusement sur listes rouges. Plusieurs études menées au sein du Jura Suisse ont abouti à la description d'une nouvelle espèce jumelle et sympatrique de Formica lugubris (F. para- lugubris Seifert 1996). A cause de cette confusion la biologie de F lugubris est lacunaire. La distinction morphologique de F. lugubris et de F. para lugubris est si difficile que nous avons étudié leurs hydrocarbures cuticulaires. Indépendamment de l'origine géographique, nous avons observé une discrimination quantitative entre les espèces au sein de chaque caste (ouvrières, mâles et jeunes femelles ailées). De plus, à l'aide d'une approche taxonomique comportementale (le test de transport de cocons) nous avons montré que les fourmis préfèrent des cocons d'ouvrières conspécifiques à ceux de l'espèce jumelle. Ces premiers résultats nous permettent de considérer ces deux espèces comme deux unités taxonomiques distinctes et valables. Afin de comprendre leur coexistence, des modèles mathématiques ont été développés avec des données SIG et des facteurs écologiques influençant la répartition des fournis des bois. Dans le Jura, même si elles partagent des habitats fortement similaires, les deux espèces n'occupent pas les mêmes secteurs. F. lugubris est plus fréquente en lisière forestière plutôt qu'en pleine forêt. Nous avons démontré grâce à des données génétiques et de terrain que F. lugubris présente deux formes sociales au sein de la zone alpine (forêts protégées du Parc National Suisse). D'autre part, nous avons découvert des populations monogynes à faiblement polygynes (une à quelques reines pondeuses par colonie) et monodomes (colonies composées d'une seule fourmilière), et des populations polygynes/polydomes (les nouveaux nids étant produit par bourgeonnement). Généralement, les espèces monogynes dispersent sur de grandes distances et peuvent coloniser des habitats favorables à la fondation de nouvelles colonies alors que les espèces polygynes possèdent une dispersion limitée avec des accouplements à l'intérieur des nids. Afin de comparer les stratégies de reproduction de F. lugubris et de F. paralugubris (accouplements et perte des ailes) nous avons mené des expériences avec les sexués. Les jeunes femelles ailées de F. lugubris issues de populations monogynes/monodomes ne présentent pas de stratégie locale comparée à l'espèce obligatoirement polygyne F paralugubris (perte des ailes précoce même si il n'y a pas eu accouplement, insémination possible sans avoir volé activement et faibles réserves de graisse). Elles conservent toujours leurs ailes, ne s'accouplent pas lorsqu'elles sont empêchées de voler et possèdent de grandes quantités de graisse révélant de fortes capacités de survie. D'autre part, les jeunes femelles ailées de F. lugubris provenant de populations polygynes/polydomes ont peu de réserves lipidiques et ont un comportement de reproduction proche de celles de F. paralugubris. Après leur dispersion, les jeunes sexués femelles de fourmis des bois peuvent soit fonder une nouvelle société par parasitisme social temporaire d'un nid d'une autre espèce (sous-genre Serviformica) soit être adoptées dans un nid déjà existant de leur propre espèce. Chez F. lugubris, nous avons pu démontrer que les jeunes sexués femelles de colonies monogynes/monodomes présentent un succès élevé au parasitisme sociale temporaire en comparaison au plus faible succès obtenu avec des sexués provenant de colonies polygynes/polydomes. Cependant, les données physiologiques suggèrent que seules les jeunes sexués femelles de populations mono-gynes/monodomes peuvent disperser efficacement et fonder un nouveau nid par parasitisme social temporaire. Au niveau intraspécifique, les jeunes femelles sont acceptées à un taux élevé dans les nids polygynes mais aussi dans les nids monogynes tant que ces nids possèdent encore de jeunes sexués. En conclusion, F. lugubris est caractérisée par un polymorphisme dans ses structures sociales et ses stratégies de dispersion (système mixte d'accouplement et de fondation) ce qui représente une forte plasticité comportementale en relation avec les conditions environnementales et écologiques. Par conséquent, les mesures de conservation de cette espèce devraient s'attacher à maintenir un maximum de diversité au niveau des habitats.

Iowa Pore Index Test, MLR-80-2, 1980

The objective of the investigation was the development of a test that would readily identify the potential of an aggregate to cause D-cracking because of its susceptivity to critical saturation. A Press-Ur-Meter was modified by replacing the air chamber with a one-inch diameter plastic tube calibrated in milli-. It was concluded that the pore index was sufficiently reliable to determine the D-cracking potential of limestone aggregates in all but a few cases where marginal results were obtained. Consistently poor or good results were always in agreement with established service records or concrete durability testing. In those instances where marginal results are obtained, the results of concrete durability testing should be considered when making the final determination of the D-cracking susceptibility of the aggregate in question. The following applications for the pore index test have been recommended for consideration: concrete durability testing be discontinued in the evaluation process of new aggregate sources with pore index results between 0-20 (Class 2 durability) and over 35 (Class 1) durability; composite aggregates with intermediate pore index results of 20-35 be tested on each stone type to facilitate the possible removal of low durability stone from the production process; and additional investigation should be made to evaluate the possibility of using the test to monitor and upgrade the acceptance of aggregate from sources associated with D-cracking.

Strengthening of Existing Continuous Composite Bridges, HR-287, 1987

Research was conducted to investigate the potential of strengthening continuous bridges by post-tensioning. The study included the following: a literature review, selection and rating of a prototype continuous composite bridge, tests of a one-third-scale continuous composite bridge model, finite element analysis of the bridge model, and tests of a full-scale composite beam mockup for a negative moment region. The study results indicated that the strengthening of continuous, composite bridges is feasible. The primary objective in applyig the post-tensioning should be to provide moments opposite to those produced by live and dead loads. Longitudinal distribution of that post-tensioning always must be considered if only exterior or only interior beams are post-tensioned. Testing and finite element analysis showed that post-tensioning of positive moment regions with straight tendons was more effective than post-tensioning negative moment regions with straight tendons. Changes in tension in tendons may be either beneficial or detrimental when live loads are applied to a strengthened bridge and thus must be carefully considered in design.

Design Manual for Strengthening Single-Span Composite Bridges by Post-Tensioning Part 3, HR-238, 1985

The authors have post-tensioned and monitored two Iowa bridges and have field tested the post-tensioning of a composite bridge in Florida. In order to provide the practical post-tensioning distribution factors given in this manual, the authors developed a finite element model of a composite bridge and checked the model against a one-half scale laboratory bridge and two actual composite bridges, one of which had a 45 deg skew. Following a brief discussion of this background research, this manual explains the use of elastic, composite beam and bridge section properties, the distribution fractions for symmetrically post-tensioned exterior beams, and a method for computing the strength of a post-tensioned beam. Also included is a design example for a typical, 51.25-ft (15.62-m) span, four-beam composite bridge. Moments for Iowa Department of Transportation rating trucks, H 20 and HS 20 trucks, have been tabulated for design convenience and are included in the appendix.

Composite Precast Prestressed Concrete Bridge Slabs, HR-310, 1991

Precast prestressed concrete panels have been used as subdecks in bridge construction in Iowa and other states. To investigate the performance of these types of composite slabs at locations adjacent to abutment and pier diaphragms in skewed bridges, a research prcject which involved surveys of design agencies and precast producers, field inspections of existing bridges, analytical studies, and experimental testing was conducted. The survey results from the design agencies and panel producers showed that standardization of precast panel construction would be desirable, that additional inspections at the precast plant and at the bridge site would be beneficial, and that some form of economical study should be undertaken to determine actual cost savings associated with composite slab construction. Three bridges in Hardin County, Iowa were inspected to observe general geometric relationships, construction details, and to note the visual condition of the bridges. Hairline cracks beneath several of the prestressing strands in many of the precast panels were observed, and a slight discoloration of the concrete was seen beneath most of the strands. Also, some rust staining was visible at isolated locations on several panels. Based on the findings of these inspections, future inspections are recommended to monitor the condition of these and other bridges constructed with precast panel subdecks. Five full-scale composite slab specimens were constructed in the Structural Engineering Laboratory at Iowa State University. One specimen modeled bridge deck conditions which are not adjacent to abutment or pier diaphragms, and the other four specimens represented the geometric conditions which occur for skewed diaphragms of 0, 15, 30, and 40 degrees. The specimens were subjected to wheel loads of service and factored level magnitudes at many locations on the slab surface and to concentrated loads which produced failure of the composite slab. The measured slab deflections and bending strains at both service and factored load levels compared reasonably well with the results predicted by simplified Finite element analyses of the specimens. To analytically evaluate the nominal strength for a composite slab specimen, yield-line and punching shear theories were applied. Yield-line limit loads were computed using the crack patterns generated during an ultimate strength test. In most cases, these analyses indicated that the failure mode was not flexural. Since the punching shear limit loads in most instances were close to the failure loads, and since the failure surfaces immediately adjacent to the wheel load footprint appeared to be a truncated prism shape, the probable failure mode for all of the specimens was punching shear. The development lengths for the prestressing strands in the rectangular and trapezoidal shaped panels was qualitatively investigated by monitoring strand slippage at the ends of selected prestressing strands. The initial strand transfer length was established experimentally by monitoring concrete strains during strand detensioning, and this length was verified analytically by a finite element analysis. Even though the computed strand embedment lengths in the panels were not sufficient to fully develop the ultimate strand stress, sufficient stab strength existed. Composite behavior for the slab specimens was evaluated by monitoring slippage between a panel and the topping slab and by computation of the difference in the flexural strains between the top of the precast panel and the underside of the topping slab at various locations. Prior to the failure of a composite slab specimen, a localized loss of composite behavior was detected. The static load strength performance of the composite slab specimens significantly exceeded the design load requirements. Even with skew angles of up to 40 degrees, the nominal strength of the slabs did not appear to be affected when the ultimate strength test load was positioned on the portion of each slab containing the trapezoidal-shaped panel. At service and factored level loads, the joint between precast panels did not appear to influence the load distribution along the length of the specimens. Based on the static load strength of the composite slab specimens, the continued use of precast panels as subdecks in bridge deck construction is recommended.

Thermoset Composite Concrete Reinforcement, HR-325, Part 1, 1992

The feasibility of substituting fibercomposite (FC) (thermoset) pavement dowels for steel pavement dowels was investigated in this research project. Load transfer capacity, flexural capacity, and material properties were examined. The objectives of Part 1 of this final report included the shear behavior and strength deformations of FC dowel bars without aging. Part 2 will contain the aging effects. This model included the effects of modulus of elasticity for the pavement dowel and concrete, dowel diameter, subgrade stiffness, and concrete compressive strength. An experimental investigation was carried out to establish the modulus of dowel support which is an important parameter for the analysis of dowels. The experimental investigation included measured deflections, observed behavioral characteristics, and failure mode observations. An extensive study was performed on various shear testing procedures. A modified Iosipescu shear method was selected for the test procedure. Also, a special test frame was designed and fabricated for this procedure. The experimental values of modulus of support for shear and FC dowels were used for arriving at the critical stresses and deflections for the theoretical model developed. Different theoretical methods based on analyses suggested by Timoshenko, Friberg, Bradbury, and Westergaard were studied and a comprehensive theoretical model was developed. The fibercomposite dowels were found to provide strengths and behavioral characteristics that appear promising as a potential substitute for steel dowels.