Fact Sheet: Floods and Flash Floods, 2009

Mitigation pays. It includes any activities that prevent an emergency, reduce the chance of an emergency happening, or lessen the damaging effects of unavoidable emergencies. Investing in mitigation steps now such as constructing barriers such as levees and purchasing flood insurance will help reduce the amount of structural damage to your home and financial loss from building and crop damage should a flood or flash flood occur.

Fact Sheet: Floods and Flash Floods, 2011

Mitigation pays. It includes any activities that prevent an emergency, reduce the chance of an emergency happening, or lessen the damaging effects of unavoidable emergencies. Investing in mitigation steps now such as constructing barriers such as levees and purchasing flood insurance will help reduce the amount of structural damage to your home and financial loss from building and crop damage should a flood or flash flood occur.

Executive Order Number Twenty-Five, August 6, 2010

July 24, 2010, the breach of the Lake Delhi dam caused flash floods and massive damage to persons and businesses and public infrastructure in Delaware and Jones counties and surrounding areas, including Jackson County, resulting in gubernatorial declarations of emergency and applications for federal disaster assistance for these areas.

Fact Sheet: Severe Thunderstroms, 2011

Severe thunderstorms frequently visit Iowa year. Each year on average Iowa sees about 48 tornadoes, tens of flash flood events, hundreds of severe thunderstorms and thousands of non-severe thunderstorms. By definition, a severe thunderstorm must contain hail that is one inch in diameter or larger, straight line winds of 58 mph or stronger and/or a tornado. The National Weather Service issues severe thunderstorm and tornado watches and warnings for severe thunderstorms.

Quality Control/Quality Assurance Testing for Joint Density and Segregation of Asphalt Mixtures, TR-623, 2013

Longitudinal joint quality control/assurance is essential to the successful performance of asphalt pavements and it has received considerable amount of attention in recent years. The purpose of the study is to evaluate the level of compaction at the longitudinal joint and determine the effect of segregation on the longitudinal joint performance. Five paving projects with the use of traditional butt joint, infrared joint heater, edge restraint by milling and modified butt joint with the hot pinch longitudinal joint construction techniques were selected in this study. For each project, field density and permeability tests were made and cores from the pavement were obtained for in-lab permeability, air void and indirect tensile strength. Asphalt content and gradations were also obtained to determine the joint segregation. In general, this study finds that the minimum required joint density should be around 90.0% of the theoretical maximum density based on the AASHTO T166 method. The restrained-edge by milling and butt joint with the infrared heat treatment construction methods both create the joint density higher than this 90.0% limit. Traditional butt joint exhibits lower density and higher permeability than the criterion. In addition, all of the projects appear to have segregation at the longitudinal joint except for the edge-restraint by milling method.

Cost-Benefit Analysis of Sequential Warning Lights in Nighttime Work Zone Tapers, TPF-5(081), 2011

Improving safety at nighttime work zones is important because of the extra visibility concerns. The deployment of sequential lights is an innovative method for improving driver recognition of lane closures and work zone tapers. Sequential lights are wireless warning lights that flash in a sequence to clearly delineate the taper at work zones. The effectiveness of sequential lights was investigated using controlled field studies. Traffic parameters were collected at the same field site with and without the deployment of sequential lights. Three surrogate performance measures were used to determine the impact of sequential lights on safety. These measures were the speeds of approaching vehicles, the number of late taper merges and the locations where vehicles merged into open lane from the closed lane. In addition, an economic analysis was conducted to monetize the benefits and costs of deploying sequential lights at nighttime work zones. The results of this study indicates that sequential warning lights had a net positive effect in reducing the speeds of approaching vehicles, enhancing driver compliance, and preventing passenger cars, trucks and vehicles at rural work zones from late taper merges. Statistically significant decreases of 2.21 mph mean speed and 1 mph 85% speed resulted with sequential lights. The shift in the cumulative speed distributions to the left (i.e. speed decrease) was also found to be statistically significant using the Mann-Whitney and Kolmogorov-Smirnov tests. But a statistically significant increase of 0.91 mph in the speed standard deviation also resulted with sequential lights. With sequential lights, the percentage of vehicles that merged earlier increased from 53.49% to 65.36%. A benefit-cost ratio of around 5 or 10 resulted from this analysis of Missouri nighttime work zones and historical crash data. The two different benefitcost ratios reflect two different ways of computing labor costs.

The Flexural Fatigue Strength of Prestressed Steel I-Beams, HR-73, 1962

The purpose of this investigation was to study the flexural fatigue strength of two prestressed steel I-beams which had previously been fabricated in connection with a jointly sponsored project under the auspices of the Iowa State Highway Commission. The beams were prestressed by deflecting them under the action of a concentrated load at the center of a simple span, then welding unstressed high strength steel plates to the top and bottom flanges to retain a predetermined amount of prestress. The beams were rolled sections of A36 steel and the plates were USS "T-1" steel. Each of the two test specimens were subjected to an identical repeated loading until a fatigue failure occurred. The loading was designed to produce stresses equivalent to those which would have occurred in a simulated bridge and amounted to 84 percent of a standard H-15 live load including impact. One of the beams sustained 2,469,100 repetitions of load to failure and the other sustained 2,756,100 cycles. Following the fatigue tests, an experimental study was made to determine the state of stress that had been retained in the prestressed steel beams. This information, upon which the calculated stresses of the test could be superimposed, provided a method of correlating the fatigue strength of the beams with the fatigue information available on the two steels involved.

Evaluation of Mini Slump Cone Test, MLR-97-01, 2000

Early stiffening of cement has been noted as contributing to workability problems with concrete placed in the field. Early stiffening, normally attributed to cements whose gypsum is reduced to hemi⋅hydrate or anhydrate because of high finish mill temperatures, is referred to as false setting. Stiffening attributed to uncontrolled reaction of C3A is referred to as flash set. False setting may be overcame by extended mix period, while flash setting is usually more serious and workability is usually diminished with extended mixing. ASTM C 359 has been used to detect early stiffening with mixed results. The mini slump cone test was developed by Construction Technology Laboratories (CTL), Inc., as an alternative method of determining early stiffening. This research examined the mini slump cone test procedure to determine the repeatability of the results obtained from two different testing procedures, effect of w/c ratio, lifting rate of the cone, and accuracy of the test using a standard sample.

Wind Loads on Dynamic Message Cabinets and Behavior of Supporting Trusses, TR-612, 2013

Large Dynamic Message Signs (DMSs) have been increasingly used on freeways, expressways and major arterials to better manage the traffic flow by providing accurate and timely information to drivers. Overhead truss structures are typically employed to support those DMSs allowing them to provide wider display to more lanes. In recent years, there is increasing evidence that the truss structures supporting these large and heavy signs are subjected to much more complex loadings than are typically accounted for in the codified design procedures. Consequently, some of these structures have required frequent inspections, retrofitting, and even premature replacement. Two manufacturing processes are primarily utilized on truss structures - welding and bolting. Recently, cracks at welding toes were reported for the structures employed in some states. Extremely large loads (e.g., due to high winds) could cause brittle fractures, and cyclic vibration (e.g., due to diurnal variation in temperature or due to oscillations in the wind force induced by vortex shedding behind the DMS) may lead to fatigue damage, as these are two major failures for the metallic material. Wind and strain resulting from temperature changes are the main loads that affect the structures during their lifetime. The American Association of State Highway and Transportation Officials (AASHTO) Specification defines the limit loads in dead load, wind load, ice load, and fatigue design for natural wind gust and truck-induced gust. The objectives of this study are to investigate wind and thermal effects in the bridge type overhead DMS truss structures and improve the current design specifications (e.g., for thermal design). In order to accomplish the objective, it is necessary to study structural behavior and detailed strain-stress of the truss structures caused by wind load on the DMS cabinet and thermal load on the truss supporting the DMS cabinet. The study is divided into two parts. The Computational Fluid Dynamics (CFD) component and part of the structural analysis component of the study were conducted at the University of Iowa while the field study and related structural analysis computations were conducted at the Iowa State University. The CFD simulations were used to determine the air-induced forces (wind loads) on the DMS cabinets and the finite element analysis was used to determine the response of the supporting trusses to these pressure forces. The field observation portion consisted of short-term monitoring of several DMS Cabinet/Trusses and long-term monitoring of one DMS Cabinet/Truss. The short-term monitoring was a single (or two) day event in which several message sign panel/trusses were tested. The long-term monitoring field study extended over several months. Analysis of the data focused on trying to identify important behaviors under both ambient and truck induced winds and the effect of daily temperature changes. Results of the CFD investigation, field experiments and structural analysis of the wind induced forces on the DMS cabinets and their effect on the supporting trusses showed that the passage of trucks cannot be responsible for the problems observed to develop at trusses supporting DMS cabinets. Rather the data pointed toward the important effect of the thermal load induced by cyclic (diurnal) variations of the temperature. Thermal influence is not discussed in the specification, either in limit load or fatigue design. Although the frequency of the thermal load is low, results showed that when temperature range is large the restress range would be significant to the structure, especially near welding areas where stress concentrations may occur. Moreover stress amplitude and range are the primary parameters for brittle fracture and fatigue life estimation. Long-term field monitoring of one of the overhead truss structures in Iowa was used as the research baseline to estimate the effects of diurnal temperature changes to fatigue damage. The evaluation of the collected data is an important approach for understanding the structural behavior and for the advancement of future code provisions. Finite element modeling was developed to estimate the strain and stress magnitudes, which were compared with the field monitoring data. Fatigue life of the truss structures was also estimated based on AASHTO specifications and the numerical modeling. The main conclusion of the study is that thermal induced fatigue damage of the truss structures supporting DMS cabinets is likely a significant contributing cause for the cracks observed to develop at such structures. Other probable causes for fatigue damage not investigated in this study are the cyclic oscillations of the total wind load associated with the vortex shedding behind the DMS cabinet at high wind conditions and fabrication tolerances and induced stresses due to fitting of tube to tube connections.

1011-006 Competine Creek Watershed Final Report

The Competine Creek watershed is a 24,956 acre sub-watershed of Cedar Creek. The creek traverses portions of three counties, slicing through rich and highly productive Southern lowa Drift Plain soils. The watershed is suffering from excessive sediment delivery and frequent flash floods that have been exacerbated by recent high rainfall events. Assessment data reveals soil erosion estimated to be 38,435 tons/year and sediment delivery to the creek at 15,847 tons/year. The Competine Creek Partnership Project is seeking WIRB funds to merge with IDALS-DSC funds and local funds, all targeted for structural Best Management Practices (BMPs) within the 2,760 acres of High Priority Areas (HPAs) identified by the assessment process. The BMPs will include grade stabilization structures, water and sediment basins, tile-outlet terraces, CRP, and urban storm water conservation practices. In addition, Iowa State University Extension-Iowa Learning Farm is investing in the project by facilitating a crop sampling program utilizing fall stalk nitrate, phosphorous index, and soil conditioning index testing. These tests will be used by producers as measures of performance to refine nutrient and soil loss management and to determine effective alternatives to reduce sediment and nutrient delivery to Competine Creek.

1010-005 Bloody Run Creek Watershed Final Report

The City of Marquette lies in the 65,000 acre Mississippi River watershed, and is surrounded by steep bluffs. Though scenic, controlling water runoff during storm events presents significant challenges. Flash-flooding from the local watershed has plagued the city for decades. The people of Marquette have committed to preserve the water quality of key natural resources in the area including the Bloody Run Creek and associated wetlands by undertaking projects to control the spread of debris and sediment caused by excess runoff during area storm events. Following a July 2007 storm (over 8” of rain in 24 hours) which caused unprecedented flood damage, the City retained an engineering firm to study the area and provide recommendations to eliminate or greatly reduce uncontrolled runoff into the Bloody Run Creek wetland, infrastructure damage and personal property loss. Marquette has received Iowa Great Places designation, and has demonstrated its commitment to wetland preservation with the construction of Phase I of this water quality project. The Bench Area Storm Water Management Plan prepared by the City in 2008 made a number of recommendations to mitigate flash flooding by improving storm water conveyance paths, detention, and infrastructure within the Bench area. Due to steep slopes and rocky geography, infiltration based systems, though desirable, would not be an option over surface based systems. Runoff from the 240 acre watershed comes primarily from large, steep drainage areas to the south and west, flowing to the Bench area down three hillside routes; designated as South East, South Central and South West. Completion of Phase I, which included an increased storage capacity of the upper pond, addressed the South East and South Central areas. The increased upper pond capacity will now allow Phase II to proceed. Phase II will address runoff from the South West drainage area; which engineers have estimated to produce as much water volume as the South Central and South East areas combined. Total costs for Phase I are $1.45 million, of which Marquette has invested $775,000, and IJOBS funding contributed $677,000. Phase II costs are estimated at $617,000. WIRB funding support of $200,000 would expedite project completion, lessen the long term debt impact to the community and aid in the preservation of the Bloody Run Creek and adjoining wetlands more quickly than Marquette could accomplish on its own.