DOCSLIB.ORG

Modeling Decadal Bed Material Sediment Flux Based on Stochastic Hydrology

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Modeling Decadal Bed Material Sediment Flux Based on Stochastic Hydrology UC Santa Barbara UC Santa Barbara Previously Published Works Title Modeling decadal bed material sediment flux based on stochastic hydrology Permalink https://escholarship.org/uc/item/0x44f33j Journal Water Resources Research, 40(3) ISSN 0043-1397 Authors Singer, M B Dunne, T Publication Date 2004-03-01 DOI 10.1029/2003WR002723 Peer reviewed eScholarship.org Powered by the California Digital Library University of California WATER RESOURCES RESEARCH, VOL. 40, W03302, doi:10.1029/2003WR002723, 2004 Modeling decadal bed material sediment flux based on stochastic hydrology Michael Bliss Singer and Thomas Dunne Donald Bren School of Environmental Science and Management, University of California, Santa Barbara, California, USA Received 3 October 2003; revised 28 December 2003; accepted 9 January 2004; published 18 March 2004. [1] Estimates of decadal bed material sediment flux and net storage are derived by driving sediment transport calculations with a stochastic hydrology model. The resulting estimates represent the whole distribution of sediment flux based on natural variability in channel characteristics (gradient, width, and bed grain size) and the magnitude, duration, and interarrival time of flood events. A procedure for calibrating a fractional sediment transport equation of a commonly used form to bed material grain size distributions (BMGSDs) at cross sections is presented. The procedure was applied to the Sacramento River channel network to compute estimates of annual total and annual peak bed material discharges into and through the main stem over a 30-year period. Main stem bed material budgets were evaluated to identify reaches in states of net accumulation or scour. Simulations highlight large imbalances in sand and gravel storage throughout the Sacramento River, which can be explained by a combination of local hydraulics and BMGSDs and for which there is at least some empirical support. INDEX TERMS: 1815 Hydrology: Erosion and sedimentation; 1869 Hydrology: Stochastic processes; 1821 Hydrology: Floods; KEYWORDS: bed material transport, sediment budgets, stochastic simulation, Sacramento River Citation: Singer, M. B., and T. Dunne (2004), Modeling decadal bed material sediment flux based on stochastic hydrology, Water Resour. Res., 40, W03302, doi:10.1029/2003WR002723. 1. Introduction and other rivers, and connected it to HYDROCARLO, a stochastic model of streamflow in a channel network (M. B. [2] Bed material flux is the transport of sediment that constitutes the riverbed. The variation in bed material flux Singer and T. Dunne, An empirical-stochastic, event-based along a river channel creates a spatial pattern of stored model for simulating inflow from a tributary network: sediment. These storage patterns influence the formation of Theoretical framework and application to the Sacramento the channel (e.g., point bars) and its functioning (e.g., depth River basin, California, submitted to Water Resources of flow over a portion of a cross section). Accordingly, Research, 2003) (hereinafter referred to as Singer and sediment storage can be thought of as the prime determinant Dunne, submitted manuscript, 2003). We used the coupled of channel morphology in alluvial channels and thus of models to estimate the frequency distributions, including the flood conveyance and habitat conditions in a river reach. extrema and central tendency, of bed material discharge in various grain size classes over a period of decades. We [3] Long-term estimates of bed material sediment flux and storage in large rivers are required for various purposes applied this method at various cross sections along the main ranging from applications in flood control (bed elevations) stem Sacramento River and at the mouths of its major and river rehabilitation to research on sediment budgets and tributaries, and thus developed a basinwide method for channel morphology. These estimates are generally reported assessing the long-term influence of flood variability on as single values derived from sediment transport data with bed material transport. To our knowledge, our decadal no assessment of the uncertainty in their calculation [e.g., estimation of the spatial variability of sediment transport Milliman and Meade, 1983; Milliman and Syvitski, 1992] or at large basin scale is unprecedented. their inter-annual variation. Dunne et al. [1998] applied [5] Many studies have acknowledged the inaccuracies in error propagation to sediment rating curve analyses of bed sediment transport prediction arising from uncertainty in material and washload fluxes and reach accumulations in hydraulic variables [McLean, 1995], spatial distribution of the Amazon basin. McLean et al. [1999] reported a 20-year bed shear stress [Wilcock, 1996], and assessment of critical record of bed load in a large gravel bed river with error shear stress [Wilcock, 1992; Buffington and Montgomery, analyses of measurements and rating curves. However, to 1997]. Additionally, variations in local bed material grain our knowledge, there have been no attempts to represent size distributions (BMGSDs) due to patch dynamics [e.g., inter-annual variability in load estimates specifically due to Paola and Seal, 1995] or topographic variability across the the hydraulics of a variable flow regime. stream control initial mobility of sediment, the quantity of each size available for transport, and thus transport rates. [4] Toward this end, we have calibrated a bed material transport formula with measurements from the Sacramento However, streamflow is an additional source of uncertainty introduced when one tries to obtain a decadal estimate of bed material flux. The sensitivity of bed material flux to stream- Copyright 2004 by the American Geophysical Union. flow is apparent in regressions of the logarithm of bed 0043-1397/04/2003WR002723$09.00 material flux on the logarithm of stream discharge, which W03302 1of14 W03302 SINGER AND DUNNE: MODELING DECADAL BED-MATERIAL FLUX W03302 generally result in exponents greater than one. Even if one Mount Shasta through the northern Central Valley to the could properly constrain each of the aforementioned varia- San Francisco Bay-Delta in California. It is controlled at the bles for a given set of flow conditions, it would still be northern end by Shasta Dam, built in 1943. The Sacramento necessary to properly characterize the stochastic frequency, exhibits a range of fluvial environments. From Shasta Dam, magnitude, and duration of flow at a given cross section, in it winds southward through Sacramento Canyon, incises order to obtain an appropriate estimate of long-term bed into Pleistocene deposits on the Redding plain, and arcs material flux. Such a strategy is particularly important to through Iron Canyon to Bend Bridge (BB in Figure 1). This determine the role of floods and their management in part of the river, labeled reach 0 (Figure 1), is 40 km in sediment transport and channel formation, and for assessing length, has a bed of sandy gravel (25% sand in bed riverine habitat condition. The influence of historical stream- material at BB), width of 150 m, slope of 8.9 Â 10À4, flow on sediment transport estimates has been assessed and point bar topography. From corroborated (K. Buer, empirically by convolving bed load ratings with flow fre- CDWR, personal communication) field observations, we quency curves [McLean et al., 1999]. We build on this determined that 50% of the bed in reach 0 consists of the research by stochastically simulating a range of flows and erosion-resistant Tehama formation. South of Bend Bridge assessing their influence on decadal bed material transport. the Sacramento enters the Central Valley, where it meanders [6] Long-term sediment flux prediction that incorporates across a wide floodplain through Pleistocene river gravels to the real variability inherent in the hydrology of a fluvial Hamilton City (HC). Reach 1 is 60 km in length, with a system would be useful on the scale of a cross section where gravel and sand bed (40% sand at HC), width of 200 m, computations are made (e.g., to evaluate local adjustment to and slope of 5.4 Â 10À4, with shallow cross sections and a rehabilitation strategy) and that of a basin as a whole (e.g., 2 m natural levees. Downstream of Hamilton City, the to assess a the influence of system-wide perturbations on the Sacramento continues meandering through the valley, but is sediment budget). In order to design a gravel augmentation partially constrained by flood control levees, which influ- strategy on the local scale, for example, it would be useful ence the river’s course beginning upstream of Butte City to quantify the central tendency and extrema of spawning- (BC). Reach 2 is 30 km in length, consists of similar bed sized gravel transport past a particular cross section. On the material (49% sand at BC), cross-sectional topography, basin scale, it would be useful to assess the influence of and width as reach 1, but with a lower slope (2.5 Â 10À4). land-use change (e.g., an increase in sand loading to the Below Butte City the Sacramento enters a reach where flood channel) on bed material transport in various grain sizes control levees are set back 1 km from the channel until throughout the main stem. This paper outlines a basinwide Colusa (CO). Reach 3 is 25 km in length, consists of a method for quantifying the variations in bed material sand bed (75% sand at CO), width and cross sectional transport over a period of decades punctuated by flood topography similar to the upstream reaches, and a slope of events
Load more

Recommended publications
  • Dayton Valley Development Guidelines Final Draft
    FINAL DRAFT Dayton Valley Development Guidelines Supplement to the Dayton Valley Area Drainage Master Plan prepared for August Lyon County | Storey County | 2019 Carson Water Subconservancy District i FINAL DRAFT Table of Contents 1 Introduction .......................................................................................................................................... 1 1.1 Background and Rationale ............................................................................................................ 3 1.1.1 More Frequent Flooding ....................................................................................................... 3 1.1.2 Larger Flood Peaks ................................................................................................................ 3 1.1.3 Scour and Erosion ................................................................................................................. 3 1.1.4 Flow Diversion ....................................................................................................................... 3 1.1.5 Flow Concentration ............................................................................................................... 3 1.1.6 Expanded Floodplains ........................................................................................................... 3 1.1.7 Reduced Surface Storage ...................................................................................................... 3 1.1.8 Decreased Ground Water Recharge ....................................................................................
    [Show full text]
  • Upper Susquehanna River Basin Flood Damage Reduction Study
    Final Fish and Wildlife Coordination Act Report Upper Susquehanna Comprehensive Flood Damage Reduction Study Prepared For: U.S. Army Corps of Engineers Prepared By: Department of the Interior U.S. Fish and Wildlife Service New York Field Office Cortland, New York Preparers: Anne Secord & Andy Lowell New York Field Office Supervisor: David Stilwell February 2019 EXECUTIVE SUMMARY Flooding in the Upper Susquehanna watershed of New York State frequently causes damage to infrastructure that has been built within flood-prone areas. This report identifies a suite of watershed activities, such as urban development, wetland elimination, stream alterations, and certain agricultural practices that have contributed to flooding of developed areas. Structural flood control measures, such as dams, levees, and floodwalls have been constructed, but are insufficient to address all floodwater-human conflicts. The U.S. Army Corps of Engineers (USACE) is evaluating a number of new structural and non-structural measures to reduce flood damages in the watershed. The New York State Department of Environmental Conservation (NYSDEC) is the “local sponsor” for this study and provides half of the study funding. New structural flood control measures that USACE is evaluating for the watershed largely consist of new levees/floodwalls, rebuilding levees/floodwalls, snagging and clearing of woody material from rivers and removing riverine shoals. Non-structural measures being evaluated include elevating structures, acquisition of structures and property, relocating at-risk structures, developing land use plans and flood proofing. Some of the proposed structural measures, if implemented as proposed, have the potential to adversely impact riparian habitat, wetlands, and riverine aquatic habitat. In addition to the alternatives currently being considered by the USACE, the U.S.
    [Show full text]
  • Stop Log Flood Barriers
    PRODUCT STOP LOG FLOOD BARRIERS Flood Control International Incorporated offers removable stop log barriers that are engineered to provide similar levels of protection to permanent flood defenses, but with the distinct advantage of being fully removable when not required. They comprise aluminum panels that are inserted into steel channels. Custom made clamps compress specialist gaskets to create a reliable barrier against flood water. These stop log barriers can be supplied for virtually any configuration including arcs, closed rectangles or circles and straight runs of any length. The system can be used on slopes up to 20° and can be stepped for steeper gradients. USES Each system is load calculated based on application and the prevailing flood • Single building openings. conditions and can be configured for flood depths up to 13 feet. A four-sided • Openings in flood walls. detail is available for openings that may become fully submerged. • Stainless / aluminum system for marine environments. To facilitate installation in new builds, we can supply preformed ground plates • Fully removable perimeter defense to with integral anchors for the demountable supports. The systems can be buildings. also retrospectively fitted to suitable existing foundations in which case load • A ‘usually stored’ system for erection certified, chemically fixed sleeve anchors are used to attach the demountable when flood warnings received. supports. This leaves only stainless steel bolt blanks at each post BENEFITS location. Due to the strength of our beams, this can • Low cost system. be at 10 feet spacing. • Lightweight - sections allow safe lifting of 10ft beams by one person for rapid Purpose designed gaskets that resist silt clogging and reform even after deployment.
    [Show full text]
  • Umbrella Empr: Flood Control and Drainage
    I. COVERSHEET FOR ENVIRONMENTAL MITIGATION PLAN & REPORT (UMBRELLA EMPR: FLOOD CONTROL AND DRAINAGE) USAID MISSION SO # and Title: __________________________________ Title of IP Activity: __________________________________________________ IP Name: __ __________________________________________________ Funding Period: FY______ - FY______ Resource Levels (US$): ______________________ Report Prepared by: Name:__________________________ Date: ____________ Date of Previous EMPR: _________________ (if any) Status of Fulfilling Mitigation Measures and Monitoring: _____ Initial EMPR describing mitigation plan is attached (Yes or No). _____ Annual EMPR describing status of mitigation measures is established and attached (Yes or No). _____ Certain mitigation conditions could not be satisfied and remedial action has been provided within the EMPR (Yes or No). USAID Mission Clearance of EMPR: Contracting Officer’s Technical Representative:__________ Date: ______________ Mission Environmental Officer: _______________________ Date: ______________ ( ) Regional Environmental Advisor: _______________________ Date: ______________ ( ) List of CHF Haiti projects covered in this UEMPR (Flood Control and Drainage) 1 2 1. Background, Rationale and Outputs/Results Expected: According to Richard Haggerty’s country study on Haiti from 1989, in 1925, 60% of Haiti’s original forests covered the country. Since then, the population has cut down all but an estimated 2% of its original forest cover. The fact that many of Haiti’s hillsides have been deforested has caused several flooding problems for cities and other communities located in critical watershed and flood-plain areas during recent hurricane seasons. The 2008 hurricane season was particularly devastating for Haiti, where over 800 people were killed by four consecutive tropical storms or hurricanes (Fay, Gustav, Hanna, and Ike) which also destroyed infrastructure and caused severe crop losses. In 2004, tropical storm Jeanne killed an estimated 3,000 people, most in Gonaives.
    [Show full text]
  • Use Water to Fight Water
    Use Water to Fight Water QUALITY IS REMEMBERED LONG AFTER PRICE IS FORGOTTEN... www.internationalfloodcontrol.com | www.usfloodcontrol.com THE TIGER DAMTM SYSTEM Due to an ever increasing demand for an innovative alternative to sandbags, U.S. Flood Control Corp. developed a simple rapid deployment system designed to act as a temporary emergency diversion dam suitable for use in a wide variety of situations. The Tiger Dam™ is the only engineered flood control solution on the market. The Tiger Dam™ is the ONLY system that is patented to join together to form a dam of any length and is the ONLY system that is stackable, from 19” to 32’ in height. The Tiger Dam™ can be filled in minutes, with minimal man power and no heavy equipment. The Tiger Dam™ System is a UV rated re-usable system that leaves NO environmental foot print behind. The Tiger Dam™ is used to create temporary dykes, protect critical infrastructure, divert river flow, keep roads open and protect essential utilities…..among a host of other applications. The rapid deployment system is both labor and energy efficient You will find, as have other Emergency Managers that the as well as environmentally friendly when compared Tiger Dam™ of any size will be a valuable tool to your teams to sandbags. flood fighting efforts and as part of your long term mitigation planning. In all Government and independent engineering Thanks to applying the principle “water against water”, it is no tests, when anchored with our patented anchoring system, the longer necessary to build sandbag dams. The Tiger Dam™ can Tiger Dam™ proved to be the most stable product in the flood be a great help for all rescue units as they may be deployed control business.
    [Show full text]
  • River Island Park to Manville Dam – Beginner Tour, Rhode Island
    BLACKSTONE RIVER & CANAL GUIDE River Island Park to Manville Dam – Beginner Tour, Rhode Island [Map: USGS Pawtucket] Level . Beginner Start . River Island Park, Woonsocket, RI R iv End . Manville Dam, Cumberland, RI e r River Miles . 4.2 one way S t r Social St Time . 1-2 hours e reet e Ro t ute Description. Flatwater, Class I-II rapids 104 Commission Scenery. Urban, Forested Offices Thundermist Portages . None treet Dam in S !CAUTION! BVTC Tour Ma Rapids R o Boat Dock u A trip past historic mills and wooded banks. C t o e ur 1 Market t S 2 This is probably the most challenging of our beginner tours. t 6 Square 0 miles R ou This segment travels through the heart of downtown Woonsocket in the B te Woonsocket e 1 r 2 first half, and then through forested city-owned land in the western part of n 2 High School River Island o River n the city. After putting in at River Island Park, go under the Bernon Street Park S Access t Bridge and you enter a section of the river lined with historic mills on both Ha mlet Ave sides. On the right just after the bridge is the Bernon Mills complex. The oldest building in the complex, the 1827 stone mill in the center, is the earliest known example of slow-burning mill construction in America that used noncombustible walls, heavy timber posts and beams and double plank floors to resist burning if it caught fire. d a Starting before the Court Street truss bridge (1895) is a stretch of about o r l WOONSOCKET i 1000 feet of Class I and II rapids, with plenty of rocks that require skillful a R 6 maneuvering.
    [Show full text]
  • Chapter 4 Hydrology, Water Quality, and Flood Control
    Chapter 4 Hydrology, Water Quality, and Flood Control Chapter 4 Hydrology, Water Quality, and Flood Control This chapter discusses the effects the MIAD Modification Project alternatives may have on hydrology, water quality, and flood control. Impacts associated with groundwater are addressed in Chapter 5, Groundwater. Impacts associated with wetlands are addressed in Chapter 7, Biological Resources. 4.1 Affected Environment/Environmental Setting Existing hydrologic conditions and water resources potentially affected by the alternatives are identified in this section, along with regulatory settings and regional information pertaining to hydrologic resources in the area of analysis. 4.1.1 Area of Analysis The area of analysis for this section includes MIAD site and the Mississippi Bar mitigation site. Lake Natoma is the receiving body of water in regards to water quality impacts generated at both sites 4.1.1.1 Mormon Island Auxiliary Dam The MIAD area of analysis includes the MIAD facility, the adjacent Mormon Island Wetland Preserve area, and Humbug Creek as it will receive discharged groundwater generated by dewatering activities. 4.1.1.2 Mississippi Bar The Mississippi Bar mitigation site includes 80 acres of land on the western shore of Lake Natoma, near the intersection of Sunset Avenue and Main Avenue and south of the community of Orangevale. All proposed mitigation would occur on land parcels currently owned by DPR and Reclamation and managed by DPR as part of the FLSRA. Surface water at this site includes Lake Natoma and various lagoons along the Lake Natoma shoreline. 4.1.2 Regulatory Setting 4.1.2.1 Federal The CWA establishes the basic structure for regulating discharges of pollutants into the waters of the U.S.
    [Show full text]
  • Flood Control Channels Made with Shotcrete
    Flood Control Channels Made with Shotcrete By Raúl Bracamontes looding is a temporary overflow of water onto land FLOOD CONTROL CHANNELS that is normally dry. Floods are the most common Flood control structures such as arch culverts and concrete- F natural disaster in the United States. This year, we lined channels are built to control the flow of water from have seen severe flooding in the Midwest that has cost flooding events to prevent or minimize damage to struc- countless millions of dollars in damage to property or tures and infrastructure. Flood control channels are large, restriction of use of our waterways. Floods may: open-topped canals that direct the excessive water flow • Result from rain, snow, coastal storms, storm surges, during flood conditions. They commonly are empty or and overflows of dams and other water systems; have a minimal flow of water in normal service. In large • Develop slowly or quickly and can occur with no warning; metropolitan areas, we have seen underground tunnels or • Cause outages, disrupt transportation, damage buildings, conduits to collect the excess water and eventually drain and create landslides; and into a stormwater containment structure, river, or other • In the worst case, kill people. body of water. There is a distinct trend away from letting stormwater just run into our oceans, rivers, or wetlands as it is often loaded with contaminants that reduce water quality. These structures are usually built with reinforced concrete. They may also contain grade-control sills or weirs to prevent erosion and maintain a level water level in the streambed. BENEFITS OF SHOTCRETE Shotcrete is becoming more popular among contractors and builders as it is extremely economical and flexible.
    [Show full text]
  • Flood Control in the Missouri Valley 109
    Nebraska History posts materials online for your personal use. Please remember that the contents of Nebraska History are copyrighted by the Nebraska State Historical Society (except for materials credited to other institutions). The NSHS retains its copyrights even to materials it posts on the web. For permission to re-use materials or for photo ordering information, please see: http://www.nebraskahistory.org/magazine/permission.htm Nebraska State Historical Society members receive four issues of Nebraska History and four issues of Nebraska History News annually. For membership information, see: http://nebraskahistory.org/admin/members/index.htm Article Title: Flood Control and the Corps of Engineers in the Missouri Valley, 1902-1973 Full Citation: Edward C Cass, “Flood Control and the Corps of Engineers in the Missouri Valley, 1902-1973,” Nebraska History 63 (1982): 108-122 URL of article: http://www.nebraskahistory.org/publish/publicat/history/full-text/NH1982Flood.pdf Date: 4/23/2014 Article Summary: Periodic floods and droughts have always affected those living in the Missouri Valley. Comprehensive water resources planning involving many agencies began in the early twentieth century. Cataloging Information: Names: Hiram Chittenden, Francis Newlands, Edgar Jadwin, Lewis Pick, William Sloan, John Gage, Samuel Sturgis Place Names: Omaha, Nebraska; Kansas City, Kansas; Kansas City, Missouri Agencies Involved in Flood Control: Corps of Engineers, Missouri River Commission (1894-1902), Federal Power Commission, Bureau of Reclamation, Missouri
    [Show full text]
  • National Management Measures to Control Nonpoint Source Pollution from Hydromodification
    EPA 841-B-07-002 July 2007 National Management Measures to Control Nonpoint Source Pollution from Hydromodification Chapter 3: Channelization and Channel Modification Full document available at http://www.epa.gov/owow/nps/hydromod/index.htm Assessment and Watershed Protection Division Office of Water U.S. Environmental Protection Agency Chapter 3: Channelization and Channel Modification Chapter 3: Channelization and Channel Modification Channelization and channel modification describe river and stream channel engineering undertaken for flood control, navigation, drainage improvement, and reduction of channel migration potential. Activities that fall into this category include straightening, widening, deepening, or relocating existing stream channels and clearing or snagging operations. These forms of hydromodification typically result in more uniform channel cross-sections, steeper stream gradients, and reduced average pool depths. Channelization and channel modification also refer to the excavation of borrow pits, canals, underwater mining, or other practices that change the depth, width, or location of waterways, or embayments within waterways. Channelization and channel modification activities can play a critical role in nonpoint source pollution by increasing the downstream delivery of pollutants and sediment that enter the water. Some channelization and channel modification activities can also cause higher flows, which increase the risk of downstream flooding. Channelization and channel modification can: • Disturb stream equilibrium • Disrupt riffle and pool habitats • Create changes in stream velocities • Eliminate the function of floods to control channel-forming properties • Alter the base level of a stream (streambed elevation) • Increase erosion and sediment load Many of these impacts are related. For example, straightening a stream channel can increase stream velocities and destroy downstream pool and riffle habitats.
    [Show full text]
  • Flood Control PRODUCT BROCHURE
    THE NEXT GENERATION IN FLOOD PROTECTION TM Flood Control PRODUCT BROCHURE Control & Divert Water Contain Fluids Protect Your Property Finally, a solution to these situations: What is the cost? Protect your property Property & Equipment Damage $$$ with Quick Dam's Loss of Sales & Income $$$ complete line of Downtime & Restoration Cost $$$ indoor & outdoor Preventing Costly flood protection Flood Damage PRICELESS 1 CONTROL FLUIDS Indoor Flood Control Water Activated Flood Protection Protect Against: Ideal for: • Overflowing appliances • Condensation build up & equipment • Water based spills • Leaking equipment & water tanks • Floor cleaning applications • Broken sprinkler heads • Wrap around leaky equipment • A/C Condensation overflow • Prevent water from entering doorways, • Spills, leaks, floods, drips & more windows & more! 2 | Quick Dam Flood Control Product Brochure CONTROL FLUIDS Water Dams Insta-Dam • Absorbs water on contact • Instant flexible dam controls & diverts fluid & swells to create a dam • Deploy, rinse, store & reuse as needed 10xSize increase when • Lays flat until activated exposed to water • 2in x 2in square shape seals to surfaces with water & grows 2.5in high in just 5 minutes • 4ft length provides continuous protection • Durable Hi-Vis Orange • Ships & stores in hi-vis Fluid Control tubing knit stretches as they grow • Polyurethane material is chemical resistant • Compact, lightweight, • Block entryways to redirect flow and easy to store Before After • Use with water, oil, chemicals & more Hi-vis Fluid ITEM# DESCRIPTION
    [Show full text]
  • Floods and Human Interactions
    Missouri Highway and Transportation Department. FLOODS AND HUMAN INTERACTIONS The material that is contained on the following pages was reprinted from the text entitled Natural Hazards and Disasters by Donald Hyndman and David Hyndman. In their book the focus is on Earth and atmospheric hazards that appear rapidly, often without signifi- cant warning. With each topic they emphasize the interrelationships between hazards, such as the fact that building dams on rivers often leads to greater coastal erosion and wildfires generally make slopes more susceptible to floods, landslides, and mudflows. By learning about the dynamic Earth processes that affect our lives, the reader should be able to make educated choices about where to live, build houses, business offices, or engineering projects. People do not often make poor choices willfully but through their lack of awareness of natural processes. Effects of Development on Floodplains Long before Europeans arrived in North America, Native Americans built their houses on high ground or, lacking that, built mounds to which they could retreat in times of flood. European descendants, however, built levees to hold back the river. In spite of extensive high levees, more than 70,000 homes in the Mississippi River basin flooded in 1993, pre- dominantly those of poor people living on the floodplains where the land is less expensive. Outside the area covered by the floodwaters, life went on almost untouched, but those nearby worried about flooding if the levees failed. 4 FIGURE 1-1. Levees that constrict the flow of a stream cause water to flow faster and deeper past levees. This causes flooding both upstream and downstream.
    [Show full text]