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The information provided in the manual can be used to inform risk and vulnerability assessments, planning, and design guidelines for infrastructure. It is intended to be used by engineers, roadway designers, planners, and others involved with planning, designing, or constructing transportation infrastructure in coastal environments. It identifies different models that are available for simulating these coastal processes, and describes how climate change is likely to affect those processes, focusing in particular on sea-level rise data and projections. This section also summarizes any unique aspects of coastal processes for four different coastal regions in the United States: the Gulf of Mexico and South Atlantic, the mid-Atlantic and New England, the Great Lakes, and the Pacific. For example, tsunamis cause more damage along the Pacific coast of the U.S. than other coastal regions. While HEC-25, Vol. 2 is intended primarily to help assess exposure of assets to coastal processes and climate change impacts, it also briefly addresses the other two aspects of vulnerability, discussing methodologies for assessing sensitivity of coastal transportation infrastructure and how adaptive capacity and adaptation countermeasures factor in. It presents three different levels of effort that can be used in this analysis, depending on the quality of assessment required: Use of Existing Data and Resources; Original Modeling of Storm Surge and Waves; or Modeling in a Probabilistic Risk Framework. The manual identifies steps for gathering or developing the information needed to conduct each level of analysis for each of the four U.S. coastal regions. The case studies include: The primary HEC-25 manual, developed in 2008, provides more general guidance to be used in planning, design, and operation of coastal highways.
http://eagwell.com/upload/ericsson-dbva-manual.xml
It refines and optimizes the current geomorphic-based design approaches to provide for aquatic organism passage while providing a procedure based on quantitative best practices. WEST was specifically retained to research existing fish passage design methodologies, develop conceptual design procedures and methodologies, apply the selected design methodology to case study examples, and to write sections of HEC-26. HY-8 uses the methods described in FHWA’s HDS-5 manual, last updated in January 2012. HY-8 performs 1-D Hydraulic analysis on culvert crossings with multiple culvert barrels. HY-8 determines if an hydraulic jump occurs and if it does, the location of the jump. HY-8 can analyze broken back culverts as well as horizontal and adversely sloped culverts. It is also used to design energy dissipation structures using methods described in FHWA’s HEC-14 manual. This presentation will also cover the new map or plan view feature, which will allow the user to define a location for their calculators and visually represent their project. He also works on the development of the Watershed Modeling System (WMS) software at Aquaveo. He has received his B.S. and M.S. from Brigham Young University in Civil and Environmental Engineering. He has received his B.S. and M.S. from Brigham Young University in Civil and Environmental Engineering. HY-8 uses the methods described in FHWA’s HDS-5 manual, last updated in January 2012. It is also used to design energy dissipation structures using methods described in FHWA’s HEC-14 manual. This presentation will also cover the new map or plan view feature, which will allow the user to define a location for their calculators and visually represent their project. Please enable scripts and reload this page. Government that Works Rebuild public infrastructure to meet 21st century challenges and needs. Government that Works Improve government efficiency and employee engagement. All rights reserved.
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Information on storm drainage facilities and drainage design is available from APWA and AASHTO. In addition, several FHWA publications address drainage. However, this information is dated and does not include current research or new approaches to storm drain issues.Methods and procedures are given for the hydraulic design of storm drainage systems. Design methods for evaluating rainfall and runoff magnitude, pavement drainage, gutter flow, inlet design and other topics are included.It will be distributed to all course participants.Chris Dunn HST-010 (503) 326-2095. The primary goal of this document is to incorporate many of the current geomorphic-based design approaches for AOP while providing a procedure based on quantitative best practices. Please enable JavaScript in your browser and refresh the page. The design of these elements is dependent on storm frequency and the allowable spread of storm water on the pavement surface. This chapter is included as Pavement Drainage on page 4-1. Related charts can be found in the Appendices. Most of the information presented in HEC-22 Chapter 4 was originally published in the 2nd edition, August 2001 Pub No FHWA-NHI-01-021FHWA, and AASHTO’s Model Drainage Manual, 1991. For more information, refer to Pavement Drainage on page 4-1 or the HEC-22 documentation. Our efforts were not Florida-specific or initially focused on the tidal environment, but rather targeting the fundamental mechanisms of pier scour. Great care was taken in assessing the credibility of available pier scour research data and in carrying out further experimentation. The equations, policies, and manuals below are the current guidance for predicting bridge scour in the State of Florida. Guidance presented here supersedes guidance on these subjects in the FHWA HEC-18 publication and should be used in lieu of HEC-18 guidance on Florida DOT projects.
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The updated circular is a major and significant update that provides technical guidance and methods for assessing the nexus of riverine and transportation as it relates to floods, floodplain policies, extreme events, climate change, risks, and resilience. An important focus is quantifying exposure to extreme flood events considering climate change and other sources of nonstationarity. Finally, the manual provides case studies to illustrate several of the concepts. Ayres’ fourth indefinite delivery indefinite quantity (IDIQ) contract is the latest in a total of 22 years of teaching hundreds of courses. Ayres is also responsible for developing many of the FHWA manuals that these courses are based on. The courses include PDHs and CEUs. Our course development, updating, and delivery work under this contract includes the following: The three-day course is taught to state departments of transportation, local governments, and private consultants throughout the United States. Material for the course comes from two Hydraulic Engineering Circulars (HEC), “Evaluating Scour at Bridges” (HEC-18) and “Stream Stability at Highway Structures” (HEC-20), both developed by Ayres. The course instructor guide, participant workbook, and manuals were updated in 2012, and three online prerequisite modules were developed to support the scour courses. Work included developing an instructor guide, a participant workbook, and a field guide for bridge inspectors. Web-ready closed caption video and web prerequisites support this course. The instructor guide and participant workbooks were revised in 2009 to incorporate design guideline workshops. Animations on bridge scour and stream stability were developed. Material for the course comes primarily from HEC-23, “Bridge Scour and Stream Instability Countermeasures,” developed by Ayres. In 2009 HEC-23 was expanded to two volumes, 19 design guidelines were prepared, and the manual was formatted for posting online.
Web-ready closed caption video and web prerequisites support this course. Course 135041A is a 3.5-day version of this course that includes advanced topics. Material for this course comes from Hydraulic Design Series (HDS) 6, “River Engineering for Highway Encroachments,” updated by Ayres in 2001. The objective of the course is to provide a broad overview of basic highway drainage concepts. In-class instruction is supported by a portable hydraulics flume. Material for the course comes primarily from “Hydraulic Design of Highway Culverts,” HDS 5. Ayres updated the course and manual in 2012. In-class instruction is supported by a portable hydraulics flume. The four-day course (135027A) includes stormwater pump station design. The pump station design portion of the course is available as a one-day course (135028). The HDS 7 manual provides guidance on the hydraulic analysis and design of bridges. The goal is to apply 1- and 2- dimensional computer modeling techniques so that bridges can be designed as safely as possible while optimizing costs and limiting potential impacts to property and the environment. Instructor training and development efforts include sponsoring a Toastmasters Club in our office, getting our instructors to the NHI Instructor Development Training (four in 2012), and meeting all requirements for our instructors to be certified by NHI. The flume has literally become the instructional centerpiece of these very popular courses. It was featured at several FHWA National Hydraulic Engineering Conferences. Ayres’ fourth indefinite delivery indefinite quantity (IDIQ) contract is the latest in a total of 22 years of teaching hundreds of courses. It was featured at several FHWA National Hydraulic Engineering Conferences. If you want to avoid confusing them, just remember that the FHA publications always use two digits (HEC-05 is FHWA whereas HEC-5 is USACE). If I’ve missed some, please let me know.
Here are the HDS publication of which I’m aware: I’m also curious what current USACE programs HEC-3 and HEC-4 morphed into if anyone has further information to offer around that. Who attends our courses. What are they saying. Register your interest for face-to-face or online training in 2020. Consulting Services Need help setting up, reviewing, or troubleshooting models. See our consulting services or book in customised, in-house training. Links and Downloads Read our latest newsletter, watch our free webinars, subscribe to our YouTube channel or subscribe to our e-mail list for industry updates, including articles about new culvert options, terrain modification, rating curves, and ARR 2016. Work Unit No. (TRAIS) Contract or Grant No. Type of Report and Period Covered Sponsoring Agency CodeThis circular provides a comprehensive and practical guide for the design of storm drainage systems associated Design guidance is provided for the design of storm drainage systems which collect, Methods and procedures are given for the hydraulic design of storm drainage systems. Design methods are Procedures for the design of detention facilities are This edition presents a major change in the methodology discussed in Chapter 5 for designing channels and in. Chapter 7 for calculating energy losses in storm drain access holes. Security Classif. (of this page) 21. No. of Pages 22. Price Form DOT F 1700.7 (8-72)Reproduction of completed page authorized Clarified other considerations to reflect this. Checked to ensure proper reference of AASHTO Highway Drainage Guidelines and Model Drainage Manual Engineering and Surveying, P.C., Lanse, Pennsylvania. The FHWA Contracting Officers. Technical Representative (COTR) was Chris Dunn, and the Technical Assistants were Phil. Thompson, Johnny Morris, Arlo Waddoups, and Thomas Krylowski. This edition corrected There were no major changes in The editor of this edition was. Johnny Morris with Ayres Associates, Inc, Fort Collins, Colorado.
The FHWA COTR was Phil. Thompson and the Technical Assistant was Arlo Waddoups. CONVERSION FACTORS. iii. TABLE OF CONTENTS. v. LIST OF FIGURES. xiii. LIST OF TABLES. xvii. LIST OF CHARTS. xix. LIST OF SYMBOLS. xxi. GLOSSARY. xxvii. Outline Inlet Grates Circular-22 “Urban Drainage Design Manual” (HEC-22) to determine the location,The formulas utilized by HEC-22 werePhysical modeling formed the basis of theSome of theThe process requires physical modeling experiments for each grate and varyingPhysical modeling is a primary obstacle for State DOT’sHEC-22 have recently been called in question (Hodges, Et al.). In addition, CFD modeling canMichael E., Ashraf, Muhammad, Schalla Frank E.Conventional Depressed Curb Inlets and Inlets with Channel Extensions.” TXDOT, Project Number 0-6842. September 2018. F ull-scaleThe TxDOT researcher’sThe results of the physical modelling wereChristopher I. (2012). “Hydraulic Efficiency of Grate and Curb Inlets for Urban. Storm Drainage.” Journal of Hydraulic. Engineering, Volume 138, Issue 10-October 2012. Drainage” concluded a similar finding. The. ASCE study states, “Collected test data inlet efficiency were compared toOther factors also facilitate the need to evaluate our design methodologies. Doherty, C. L., Stein, S. M., and Warner, J. C. (2009). “Urban drainage designFederal Highway Administration, Washington, DC. In order to performGrate types will include current bicycle safeSince inlet clogging is a major contributor toThe information obtained fromSupporters Additionally, research results can be applied viaHydraulic Engineers. State DOT Hydraulic Engineers will incorporate researchResearch Period Design Resource Engineer, Delaware DOT Ohio DOT Hydrology and Hydraulics (TCHH) member: Ohio DOT Design Resource Engineer, Delaware DOT TCHH Chair. This software is used in conjunction with WMS for a number of modeling processes.
However, limited Hydraulic Toolbox technical support can be provided for WMS users with a paid license and current maintenance. Privacy policy About XMS Wiki Disclaimers. The package was run through various tests for comparison with MTO drainage management practices provided by the MTO Drainage Management Manual (1997). A summary of results, and the requirements for using this software for MTO design, analysis, or approvals is provided. Given all of the appropriate data, HY-8 will compute the culvert hydraulics for circular, rectangular, elliptical, arch and custom culverts using both Imperial and Metric units.These values can be input using the step-by-step method found in HY-8 for creating a new file or existing file (Figure 1) and then filling up the data editor (Figure 2). Culverts are constructed from a variety of materials and are available in many different shapes. This includes the inlet control nomograph equations also found in HDS-5. These equations are basically divided into two conditions of inlet control: submerged culvert and non-submerged culvert. If the culvert inlet is not submerged the inlet performs as a weir. If the inlet is submerged, the inlet performs as an orifice. The elevations are then compared and the larger of the two is used as the controlling elevation. In cases where the culvert is not full for any part of its length, open channel computations are performed. In the cases of roadway overtopping (headwater elevation is greater than the roadway embankment) an overtopping analysis based on a broad crested weir formula is conducted where the flow is balanced between the culvert discharge and the surcharge over the roadway. This coincides with the Flow through culverts section in Chapter 5 of the MTO Drainage Management Manual. While HY-8 can read in older version.INP files, to protect this new utility and format, files can only be saved using this new format (and using the new “.HY-8” files extension).
By modifying these files custom culvert sizes can be used. The values input into the culvert can be either in imperial units (ie. Feet and inches) or SI units (Metric i.e. Meter and millimetres etc.). The report could of three different types; Standard, Summary or Custom. There is an option of switching the format of the report between Rich Text Format (RTF) or PDF. The report contains the following information: However the old version lacked the ability to include graphs and take advantage of formatting in modernword processing programs. The primary target for the report is an MS-Word document; however, an rtf format is readable by most Windows-based word processing programs. An understanding of culvert design is a necessity to create a successful model. Some of the features such as improved inlets, hydrograph generation, routing, and culvert analysis require an experienced user who is familiar with these design methods. Familiarity with all values is necessary in order to complete a successful model. Warning messages will come up if there is information that cannot be processed or calculated. When using HY-8 the user must first create a culvert file or open an existing file. If creating a new file the user is asked for the design and maximum discharge and is then prompted to select whether culvert invert data or embankment toe data will be used for input. The inlet and outlet stations as well as their inverts are required for input. After entering the invert data the user will be prompted to select a type of culvert and input the corresponding parameters for the culvert such as: dimensions, material, inlet type and inlet conditions. A tailwater rating curve must then be selected from the following options: rectangular channel, trapezoidal channel, triangular channel, irregular channel (max 15 coordinates), a customized rating curve or using a constant headwater elevation.
The next screen will prompt the user for the rating curve data and a tailwater rating curve will be generated if it was not specified as an option. Options for the roadway surface include a constant roadway elevation and an irregular elevation consisting of 3 to 15 coordinates. After creation of the roadway, a surface or weir coefficient will need to be selected. This will allow the user to perform a culvert design for a circular, box, elliptical and arch shape culvert based on a defined headwater elevation that assumes no overtopping. On selecting this option the user inputs an allowable headwater elevation and the program will adjust the culvert span by increasing or decreasing incrementally until the computed headwater elevation is equal to or less than the allowable elevation. This is a time saver for the user as it prevents repetitively editing a culvert size to obtain a desired headwater elevation. These fields are required to complete the calculations. If a field is missed or an invalid value is input, an error message will appear notifying the user of the error. The input generator does not have a step-by-step process, but it is organized in a more visually appealing layout and allows the user to edit previously entered data with a few clicks ofthe mouse. The functional use of the program is documented in the hyper-linked help file available from the Help menu or by selecting help buttons or icons ( ? ) from the graphical user interface. While the help file is organized to provide context-sensitive help, it can be printed out and organized into a hard copy manual. Additionally, a project development goal was to provide some backward compatibility in reading the existing input files (.INP). This section outlines these changes and new features and will serve as a road map to users who have long used the DOS version of HY-8.
As described below, the addition of this approach adds utility in (1) organizing and applying culvert systems within multiple drainage crossings and (2) during analyses of different design configurations and materials. While the user could define multiple culverts and barrels (systems) at this crossing, if an overall roadway project included many such crossing sites, each would need to be separated into a different input file. Some practitioners described their confusion in distinguishing which culvert file was associated with which drainage crossing within a project. Users now have the option of performing an analysis on several crossings and grouping them together. A new mapping feature (described below) helps the user to create a map identifying each crossing that can be included in their report. Design Alternatives In the DOS version of HY-8, a user would either have to load them as separate files, or make the incremental changes and re-evaluate a single file. With this “duplicate crossing” the user can make any change(s) they wish to evaluate. The project explorer then makes it easy to toggle back and forth between the alternative crossing designs. While HY-8 can read in older version.INP files, to protect this new utility and format, files can only be saved using this new format (and using the new “.HY-8” files extension). The order always began with the discharge, followed by the culvert information, followed by the tailwater data, and ended with the roadway information. The discharge, tailwater, and roadway data are unique to the crossing while the culvert shape, inlet conditions, and site data define a culvert within the crossing. Additionally, in the case were there were multiple culvert systems at the same crossing (e.g., a circular culvert and box culvert relatively side-by-side), the old SINGLE approach provided the performance curve of one of the systems (i.e., circular) assuming that the other system (i.e., box) was not present.
One result was users potentially incorrectly applying SINGLE derived performance curve results.This means that when you view the performance table (or plot) for a given culvert within the crossing you are seeing the performance within the context of any other culverts and overtopping of the roadway for the crossing and not just as an isolated culvert. From a culvert hydraulics and numerical modeling perspective, computations do not need to consider the lateral placement of culverts within a crossing. Only the elevation relationships between the channel, roadway and other culverts are important. The information requested in the DOS version HY-8 input screens and input files (.INP) reflected this simpler approach. This led to challenges in viewing and plotting these features within the front view area of the updated program. The default beginning roadway station ordinate is zero and can be left as zero if actual stationing is not known (or not important). Lateral stations are defined from the beginning (left, facing downstream) side of the roadway and elevations taken from the upstream invert elevation parameter.So while the program plots multiple systems at a crossing, the number of barrels within each system is not plotted. This multi-barrel plotting capability will be added in a subsequent upgrade. An upstream channel cross section is only needed when considering storage for inflow hydrograph routing. Requiring a user to add these upstream coordinates for a simple culvert layout and this steady flow assumption overly complicates the data requirements and the input process. This map is only a picture and can be defined from any bitmap (.bmp) file. If you are connected to the internet you may search for a roadway or aerial view map online and save the result as your background map. You may also screen capture any image (i.e. a CAD drawing) and save that image as a bitmap (.bmp) file to import and use for your map as well.
The map is only used for reference purposes and it or locations defined for culverts have no bearing on any calculations. Currently the map is sent to the report document, but you can cut and paste it into the file by capturing it from the screen. However the old version lacked the ability to include graphs and take advantage of formatting in modern word processing programs. The primary target for the report is an MS-Word document; however, an rtf format is readable by most Windows-based word processing programs. These will be corrected in future releases. These issues stem from a problem of placing tables and graphs within document text. In this initial version, each time a table or graph is written to the report, the report starts a new page. This can make reports longer (wasting paper). When trying to condense a report, these tables and plots may cover the text. In this screen select the “Remove Frame” button. In this screen choose the Layout tab and then the “In Line with Text” option. FHWA s showed its intention to correct this limitation within the library functions used for report generation soon. The following is a list of these issues: A more detailed description of this limitation is given in the Help document under the limitations topic. FHWA intends to add these culvert types in the next upgrade. These are being added in the next phase of this effort. The water surface profile for these cases is not realistic. In effect, HY-8 assumes a type of hydraulic jump occurs in the barrel. This may or may not be the case; HY-8 does not include a momentum analysis to truly determine if and where a hydraulic jump might occur. If, indeed, a hydraulic jump does occur, then the reported outlet velocity is correct. If not, then the outlet velocity reported in HY-8 may be too low. Caution must be exercised in these cases. In effect, HY-8 will indicate that no hydraulic jump will occur. If this is the case, then the outlet velocity will be normal.
If not, the outlet velocity will be too high and energy dissipation should be considered. Additionally, if more than one flow type exists for the culvert profile, HY-8 does not attempt to show multiple profiles. NOTE: The user should be aware that when the tailwater elevation exceeds the elevation of the top of the culvert outlet, HY-8 assumes that the barrel flows full at the outlet and reports an outlet velocity corresponding to full flow. A more detailed description of this limitation is given in the Help document under the limitations topic.This by no means should be considered a comprehensive list of the information included in a drainage report. Any variance from accepted practise should be explained. A table summarizing the culvert flows as well as a summary of the iterative solution errors for the overtopping elevations. The overtopping flows should be explained as well as recommendations made if necessary. Any other variables pertinent to the reports recommendations should also be supported by tabular and graphical output. (i.e. outlet velocities for erosion concerns, tailwater depth). Also, the ASCII text output file is required so that the reviewer can obtain all necessary output data and can see the values used in the graphical output. The windows based HY-8 Version 7.0 outputs the data into well-organized and concise tables, and can plot the water elevation versus flow rate for the headwater, culvert(s), roadway and tailwater all onto one graph that can be easily exported. Design guidance is provided for the design of storm drainage systems which collect, convey, and discharge stormwater flowing within and along the highway right-of-way. This edition presents a major change in the methodology discussed in Chapter 5 for designing channels and in Chapter 7 for calculating energy losses in storm drain access holes.
Scour is the local-scale removalAlthough scour is a form of erosion, scourLarge-scale changesScour occurring in a coastal environmentIn the coastal environment,Riverine scourScour should be assessedOf particularScour can occur along roadway embankmentsEspecially susceptibleOther resources available to provideLoose granular soils are rapidlyReviewing site conditions can leadOnce the types of existing structures or plannedTable 15-10 lists common scour mechanisms.