Iowa Budget Report, Building on our Progress: Protecting our Priorities, 2009

*********** Some files are large and will take time to load. *********** Seven Files: 1)Report Cover, 2)Table of Contents, 3)Statewide Financial Summaries, 4)Department Budgets, 5)Capitol Projects, 6)Associated Financial Documents, 7)Budget Report. To Members of the 82nd General Assembly, As we begin the second year of our Administration, we are pleased to submit the Fiscal Year 2009 budget for the State of Iowa pursuant to Iowa Code Section 8.21 and our constitutional authority. This budget recognizes the progress that we began last year with improvements in education, economic development, energy independence, and health care; provides funding for new policy initiatives in these areas; and is based on fiscally sound budget practices. Building on last year’s accomplishments, our Fiscal Year 2009 General Fund budget proposes an additional $75 million for increasing teachers’ salaries as part of our goal to move Iowa closer to the national average. We lay the foundation for student achievement by recommending $32.1 million for pre-school education, and we also propose $177.5 million in total for community colleges and $726.2 million in total for Regents universities. To make our State more energy independent, our General Fund budget appropriates the second-year funding of $25 million for the new Iowa Power Fund. The newly established Office of Energy Independence will soon start making awards from the Power Fund. Apart from the budget, we will be making several proposals to implement the new State energy plan. We have pledged to expand the number of Iowans who have health-care coverage. As a result, we are recommending additional funding for enrollment growth in the State Children Health Insurance Program (SCHIP). These additional funds will help the State provide coverage for another 25 percent of children who are eligible but not yet enrolled in hawk-i and the Iowa Medicaid Program. To protect the safety of Iowans, we are recommending issuance of revenue bonds for approximately $260 million in net proceeds to build a new state penitentiary in Ft. Madison, renovate and expand the Women’s Correctional Institution at Mitchellville, upgrade kitchen facilities at the Rockwell City and Mt. Pleasant Correctional Institutions, and expand Community-Based Correctional Facilities in Ottumwa, Sioux City, Waterloo, and Des Moines. Additionally, we are including funding for developing a prototype program for providing parolees and low-risk offenders with mental health and drug abuse treatment and educational services to help them make a crime-free re-entry into our communities. As part of this Capitals Budget, we also propose using $20 million for the State’s matching share for building new facilities at the Iowa Veterans Home. Iowa Budget Report iv Fiscal Year 2009 Importantly, our budget continues to fully fund our State’s Reserve Funds to help buffer Iowa from any future economic downturn. We recommend reimbursing $78.2 million to the Property Tax Credit Fund as part of our multi-year proposal to correct bad budgeting practices and eventually restore $160.0 million to this Fund. To provide more transparency, we are transferring operational expenditures in the Rebuild Iowa Infrastructure Fund to the General Fund and expenditures from the Endowment for Healthy Iowans and Healthy Iowans Tobacco Trust Funds to the General Fund. We believe that Iowa has charted a new course of becoming energy independent, providing quality pre-school education, recognizing the importance of our teachers, and providing greater health coverage for children. Our Fiscal Year 2009 budget and policy priorities reflect our continuing faith in Iowa’s ability to be the best state in the nation. We look forward to working with you in a bi-partisan and all-inclusive manner to build on our progress and protect our priorities. Sincerely, Chester J. Culver Governor Patty Judge Lt. Governor

Demonstration and Field Evaluation of Alternative Portland Cement Concrete Pavement Reinforcement Materials, HR-1069, 2003

Transverse joints are placed in portland cement concrete pavements to control the development of random cracking due to stresses induced by moisture and thermal gradients and restrained slab movement. These joints are strengthened through the use of load transfer devices, typically dowel bars, designed to transfer load across the joint from one pavement slab to the next. Epoxy coated steel bars are the materials of choice at the present time, but have experienced some difficulties with resistance to corrosion from deicing salts. The research project investigated the use of alternative materials, dowel size and spacing to determine the benefits and limitations of each material. In this project two types of fiber composite materials, stainless steel solid dowels and epoxy coated dowels were tested for five years in side by side installation in a portion of U.S. 65 near Des Moines, Iowa, between 1997 and 2002. The work was directed at analyzing the load transfer characteristics of 8-in. vs. 12-in. spacing of the dowels and the alternative dowel materials, fiber composite (1.5- and 1.88-in. diameter) and stainless steel (1.5-in. diameter), compared to typical 1.5-in. diameter epoxy-coated steel dowels placed on 12-in. spacing. Data were collected biannually within each series of joints and variables in terms of load transfer in each lane (outer wheel path), visual distress, joint openings, and faulting in each wheel path. After five years of performance the following observations were made from the data collected. Each of the dowel materials is performing equally in terms of load transfer, joint movement and faulting. Stainless steel dowels are providing load transfer performance equal to or greater than epoxy-coated steel dowels at the end of five years. Fiber reinforced polymer (FRP) dowels of the sizes and materials tested should be spaced no greater than 8 in. apart to achieve comparable performance to epoxy coated dowels. No evidence of deterioration due to road salts was identified on any of the products tested. The relatively high cost of stainless steel solid and FRP dowels was a limitation at the time of this study conclusion. Work is continuing with the subject materials in laboratory studies to determine the proper shape, spacing, chemical composition and testing specification to make the FRP and stainless (clad or solid) dowels a viable alternative joint load transfer material for long lasting portland cement concrete pavements.

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.

Seismic Wave Velocity as a Means of In-Place Density Measurement, Part 1, HR-114

Velocity-density tests conducted in the laboratory involved small 4-inch diameter by 4.58-inch-long compacted soil cylinders made up of 3 differing soil types and for varying degrees of density and moisture content, the latter being varied well beyond optimum moisture values. Seventeen specimens were tested, 9 with velocity determinations made along two elements of the cylinder, 180 degrees apart, and 8 along three elements, 120 degrees apart. Seismic energy was developed by blows of a small tack hammer on a 5/8-inch diameter steel ball placed at the center of the top of the cylinder, with the detector placed successively at four points spaced 1/2-inch apart on the side of the specimen involving wave travel paths varying from 3.36 inches to 4.66 inches in length. Time intervals were measured using a model 217 micro-seismic timer in both laboratory and field measurements. Forty blows of the hammer were required for each velocity determination, which amounted to 80 blows on 9 laboratory specimens and 120 blows on the remaining 8 cylinders. Thirty-five field tests were made over the three selected soil types, all fine-grained, using a 2-foot seismic line with hammer-impact points at 6-inch intervals. The small tack hammer and 5/8-inch steel ball was, again, used to develop seismic wave energy. Generally, the densities obtained from the velocity measurements were lower than those measured in the conventional field testing. Conclusions were reached that: (1) the method does not appear to be usable for measurement of density of essentially fine-grained soils when the moisture content greatly exceeds the optimum for compaction, and (2) due to a gradual reduction in velocity upon aging, apparently because of gradual absorption of pore water into the expandable interlayer region of the clay, the seismic test should be conducted immediately after soil compaction to obtain a meaningful velocity value.