Iowa Two-Year Strategic Plan for Wagner-Peyser and Workforce Investment Act Programs, July 1, 2007 - June 30, 2009

The Governor and the State Workforce Development Board consider the development of this State Plan to be an on-going process. As such, the plan is not developed in a defined time frame, or with the initiation of a few planning efforts and exercises. Instead, the vision, goals, objectives, and processes defined in the plan represent the current culmination of a variety of strategic planning efforts that incorporate the Governor’s vision and goals for the State of Iowa, the Workforce Development Board’s goals and objectives, and the departmental goals of Iowa Workforce Development.

Workshop on Nanotechnology for Cement and Concrete, September 5, 2007

This document summarizes the discussions and findings of a workshop held in Arlington, VA, on September 5, 2007. The objective of the meeting was to provide national direction on areas of priority interest and collaboration between industry and public agencies specifically for applications of nanotechnology to cement and concrete.

2007 State of Iowa Juvenile Justice and Delinquency Prevention Act Formule Grand Update

This document is Iowa’s 2007 JJDP Act formula grant three year plan update. When specific items of this plan are unchanged from the previously submitted 2006 plan, we have reflected accordingly in the respective topic areas of this document. The bulk of this 2007 plan is an “update” of the program plan completed since submission of the original 2006 plan. The Division of Criminal and Juvenile Justice Planning (CJJP) wrote Iowa’s three year plan update. CJJP is the state agency responsible for administering the JJDP Act in Iowa. Federal officials refer to state administering agencies as the state planning agency (SPA). The Plan was developed and approved by Iowa’s Juvenile Justice Advisory Council. That Council assists with administration of the JJDP Act, and also provides guidance and direction to the SPA, the Governor and the legislature regarding juvenile justice issues in Iowa. Federal officials refer to such state level groups as state advisory groups (SAG’s).

DMC Section: 2009 State of Iowa Juvenile Justic and Delinquency Prevention Act Formula Grant Update, March 2009

This document is the DMC Section of Iowa’s 2009 federal Juvenile Justice and Delinquency Prevention Act (JJDP Act) formula grant three year plan update. The Division of Criminal and Juvenile Justice Planning (CJJP) wrote this update. CJJP is the state agency responsible for administering the JJDP Act in Iowa. Federal officials refer to state administering agencies as the state planning agency (SPA). The Plan was developed and approved by Iowa’s Juvenile Justice Advisory Council. That Council assists with administration of the JJDP Act, and also provides guidance and direction to the SPA, the Governor and the legislature regarding juvenile justice issues in Iowa. Federal officials refer to such state level groups as state advisory groups (SAG’s). The acronyms SPA and SAG are used through this report.

DMC Section: 2008 State of Iowa Juvenile Justice and Delinquency Prevention Act Formula Grant Update, March 2009

This document is the DMC Section of Iowa’s 2009 federal Juvenile Justice and Delinquency Prevention Act (JJDP Act) formula grant three year plan update. The Division of Criminal and Juvenile Justice Planning (CJJP) wrote this update. CJJP is the state agency responsible for administering the JJDP Act in Iowa. Federal officials refer to state administering agencies as the state planning agency (SPA). The Plan was developed and approved by Iowa’s Juvenile Justice Advisory Council. That Council assists with administration of the JJDP Act, and also provides guidance and direction to the SPA, the Governor and the legislature regarding juvenile justice issues in Iowa. Federal officials refer to such state level groups as state advisory groups (SAG’s). The acronyms SPA and SAG are used through this report.

Frost Action in Rocks and Concrete, HR-258, 1986

The objectives of the project were to develop methodologies for (i) prediction and measurement of the magnitude of pressure which develops within pores of saturated porous materials upon freezing, (ii) determination of pore structure (pore size distribution) of porous materials; (iii) prediction and measurement of the rate with which pore ice grows; and (iv) prediction of frost susceptibility of porous materials with varying pore structures. As with all research endeavors solution of one problem leads to another one and this project was no exception. Emergence of new problems and the measures taken as the work progressed were discussed in progress reports submitted to the board. This final report will discuss only the conclusive finds and suggest measures to be taken for future investigations. The theory discussed in the proposal is not repeated in this report for the sake of brevity. However, the paper published as part of this project containing the theory is attached as Appendix I for the reader interested in the theory. In conformity with the objectives, this report consists of four parts. In accordance with the project contract two ice porosimeters were built and one will be delivered to the Iowa DOT after training of a DOT technician under the supervision of Mr. Wendell Dubberke with assistance from ISU researchers. During the training period debugging and further improvements in software will continue.

Strengthening of Existing Single Span Steel Beam and Concrete Deck Bridges, HR-238, Part 1, 1983

The Phase I research, Iowa Department of Transportation (IDOT) Project HR-214, "Feasibility Study of Strengthening Existing Single Span Steel Beam Concrete Deck Bridges," verified that post-tensioning can be used to provide strengthening of the composite bridges under investigation. Phase II research, reported here, involved the strengthening of two full-scale prototype bridges - one a prototype of the model bridge tested during Phase I and the other larger and skewed. In addition to the field work, Phase II also involved a considerable amount of laboratory work. A literature search revealed that only minimal data existed on the angle-plus-bar shear connectors. Thus, several specimens utilizing angle-plus-bar, as well as channels, studs and high strength bolts as shear connectors were fabricated and tested. To obtain additional shear connector information, the bridge model of Phase I was sawed into four composite concrete slab and steel beam specimens. Two of the resulting specimens were tested with the original shear connection, while the other two specimens had additional shear connectors added before testing. Although orthotropic plate theory was shown in Phase I to predict vertical load distribution in bridge decks and to predict approximate distribution of post-tensioning for right-angle bridges, it was questioned whether the theory could also be used on skewed bridges. Thus, a small plexiglas model was constructed and used in vertical load distribution tests and post-tensioning force distribution tests for verification of the theory. Conclusions of this research are as follows: (1) The capacity of existing shear connectors must be checked as part of a bridge strengthening program. Determination of the concrete deck strength in advance of bridge strengthening is also recommended. (2) The ultimate capacity of angle-plus-bar shear connectors can be computed on the basis of a modified AASHTO channel connector formula and an angle-to-beam weld capacity check. (3) Existing shear connector capacity can be augmented by means of double-nut high strength bolt connectors. (4) Post-tensioning did not significantly affect truck load distribution for right angle or skewed bridges. (5) Approximate post-tensioning and truck load distribution for actual bridges can be predicted by orthotropic plate theory for vertical load; however, the agreement between actual distribution and theoretical distribution is not as close as that measured for the laboratory model in Phase I. (6) The right angle bridge exhibited considerable end restraint at what would be assumed to be simple support. The construction details at bridge abutments seem to be the reason for the restraint. (7) The skewed bridge exhibited more end restraint than the right angle bridge. Both skew effects and construction details at the abutments accounted for the restraint. (8) End restraint in the right angle and skewed bridges reduced tension strains in the steel bridge beams due to truck loading, but also reduced the compression strains caused by post-tensioning.

Strengthening of Existing Single Span Steel Beam and Concrete Deck Bridges, HR-238, Part II, 1985

The unifying objective of Phases I and II of this study was to determine the feasibility of the post-tensioning strengthening method and to implement the technique on two composite bridges in Iowa. Following completion of these two phases, Phase III was undertaken and is documented in this report. The basic objectives of Phase III were further monitoring bridge behavior (both during and after post-tensioning) and developing a practical design methodology for designing the strengthening system under investigation. Specific objectives were: to develop strain and force transducers to facilitate the collection of field data; to investigate further the existence and effects of the end restraint on the post-tensioning process; to determine the amount of post-tensioning force loss that occurred during the time between the initial testing and the retesting of the existing bridges; to determine the significance of any temporary temperature-induced post-tensioning force change; and to develop a simplified design methodology that would incorporate various variables such as span length, angle-of-skew, beam spacing, and concrete strength. Experimental field results obtained during Phases II and III were compared to the theoretical results and to each other. Conclusions from this research are as follows: (1) Strengthening single-span composite bridges by post-tensioning is a viable, economical strengthening technique. (2) Behavior of both bridges was similar to the behavior observed from the bridges during field tests conducted under Phase II. (3) The strain transducers were very accurate at measuring mid-span strain. (4) The force transducers gave excellent results under laboratory conditions, but were found to be less effective when used in actual bridge tests. (5) Loss of post-tensioning force due to temperature effects in any particular steel beam post-tensioning tendon system were found to be small. (6) Loss of post-tensioning force over a two-year period was minimal. (7) Significant end restraint was measured in both bridges, caused primarily by reinforcing steel being continuous from the deck into the abutments. This end restraint reduced the effectiveness of the post-tensioning but also reduced midspan strains due to truck loadings. (8) The SAP IV finite element model is capable of accurately modeling the behavior of a post-tensioned bridge, if guardrails and end restraints are included in the model. (9) Post-tensioning distribution should be separated into distributions for the axial force and moment components of an eccentric post-tensioning force. (10) Skews of 45 deg or less have a minor influence on post-tensioning distribution. (11) For typical Iowa three-beam and four-beam composite bridges, simple regression-derived formulas for force and moment fractions can be used to estimate post-tensioning distribution at midspan. At other locations, a simple linear interpolation gives approximately correct results. (12) A simple analytical model can accurately estimate the flexural strength of an isolated post-tensioned composite beam.

Expansive Mineral Growth and Concrete Deterioration, HR-384, 1997

A significant question is: What role does newly-formed expansive mineral growth play in the premature deterioration of concrete? These minerals (ettringite and brucite) are formed in cement paste as a result of chemical reactions involving cement and coarse/fine aggregate. Petrographic observations and SEM/EDAX analysis were conducted in order to determine chemical and mineralogical changes in the aggregate and cement paste of samples taken from Iowa concrete highways that showed premature deterioration. Mechanisms involved in deterioration were investigated. A second objective was to investigate whether deicer solutions exacerbate the formation of expansive minerals and concrete deterioration. Magnesium in deicer solutions causes the most severe paste deterioration by forming non-cementitious magnesium silicate hydrate and brucite. Chloride in deicer solutions promotes decalcification of paste and alters ettringite to chloroaluminate. Calcium magnesium acetate (CMA) and magnesium acetate (Mg-acetate) produce the most deleterious effects on concrete, with calcium acetate (Ca-acetate) being much less severe.

Evaluation of Paver Vibrator Frequency Monitoring and Concrete Consolidation, HR-1068, 1999

Identification of ways to enhance consistency and proper entrained air content in hardened concrete pavement has long been a goal of state highway agencies and the Federal Highway Administration. The work performed in this study was done under FHWA Work Order No: DTFH71-97-PTP-IA-47 and referred to as Project HR-1068 by the Iowa DOT. The results of this study indicate that the monitoring devices do provide both the contractor and contracting authority and are a good way of controlling the consistent rate of vibration to achieve a quality concrete pavement product. The devices allow the contractor to monitor vibrator operation effectively and consistently. The equipment proved to be reliable under all weather and paver operating conditions. This type of equipment adds one more way of improving the consistency and quality of the concrete pavement.

Interleukin-6 and chondrocyte mineralisation act in tandem to promote experimental osteoarthritis.

OBJECTIVES: Basic calcium phosphate (BCP) crystal and interleukin 6 (IL-6) have been implicated in osteoarthritis (OA). We hypothesise that these two factors may be linked in a reciprocal amplification loop which leads to OA. METHODS: Primary murine chondrocytes and human cartilage explants were incubated with hydroxyapatite (HA) crystals, a form of BCP, and the modulation of cytokines and matrix-degrading enzymes assayed. The ability of IL-6 to stimulate chondrocyte calcification was assessed in vitro. The mechanisms underlying the effects of HA on chondrocytes were investigated using chemical inhibitors, and the pathways mediating IL-6-induced calcification characterised by quantifying the expression of genes involved in chondrocyte mineralisation. The role of calcification in vivo was studied in the meniscectomy model of murine OA (MNX), and the link between IL-6 and cartilage degradation investigated by histology. RESULTS: In chondrocytes, BCP crystals stimulated IL-6 secretion, further amplified in an autocrine loop, through signalling pathways involving Syk and PI3 kinases, Jak2 and Stat3 molecules. Exogenous IL-6 promoted calcium-containing crystal formation and upregulation of genes involved in calcification: the pyrophosphate channel Ank, the calcium channel Annexin5 and the sodium/phosphate cotransporter Pit-1. Treatment of chondrocytes with IL-6 inhibitors significantly inhibited IL-6-induced crystal formation. In meniscectomised mice, increasing deposits of BCP crystals were observed around the joint and correlated with cartilage degradation and IL-6 expression. Finally, BCP crystals induced proteoglycan loss and IL-6 expression in human cartilage explants, which were reduced by an IL-6 inhibitor. CONCLUSIONS: BCP crystals and IL-6 form a positive feedback loop leading to OA. Targeting calcium-containing crystal formation and/or IL-6 are promising therapeutic strategies in OA.

Physiological evaluation of heat stress in gestating sows under different housing systems in bedding and concrete floor

The purpose of this paper was to observe the use of bedding (wood shavings) in physiological variables that indicate thermal stress in gestating sows. The experiment was conducted in order to evaluate the effect of two types of floor (concrete and wood shavings). Worse microclimatic conditions were observed in bedding systems (P<0.05), with an increase in temperature and enthalpy of 1.14 ºC and 2.37 kJ.kg dry air-1, respectively. The floor temperature at the dirty area was higher in the bedding presence in comparison to its absence. In spite of the worse microclimatic conditions in the bedding, the rectal temperature did not differ significantly (P>0.05) but the skin surface temperature was higher in the bedding systems. The same occurred with the respiratory rates. The physical characteristics of the floor material influenced the rate of heat loss by conductance. Estimated values were 35.04 and 7.99 W m-2 for the conductive heat loss between the animal and floor for treatments with or without bedding, respectively. The use of bedding in sow rearing has a negative impact on microclimatic conditions, what implies in thermoregulatory damages.

Data Protection and Computer Misuse Act Reference List

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Data Protection and Computer Misuse Act Poster

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Data Protection and Computer Misuse Act Poster (PDF Version)

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