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W 32nd St Detention Basin Proj D~ ~ck~ MEMORANDUM November 29, 2004 TO: The Honorable Mayor and City Council Members FROM: Michael C. Van Milligen, City Manager SUBJECT: Design Services for the West 32nd Street Detention Basin Project It is the City's goal to have the improvements to the West 32nd Street Detention Basin functional prior to the spring 2006 rainstorms. To achieve that goal and because of the unique circumstances involved with the design and construction of the West 32nd Street Detention Basin, the City requires a consulting engineer with expertise in the design of dams in Iowa. The design consultant must design a detention basin that blends into the West 32nd Street neighborhood, while meeting the stormwater management criteria established in the Drainage Basin Master Plan. Acting Public Works Director/City Engineer Gus Psihoyos recommends City Council approval of the issuance of a Request for Proposals for design services for the West 32nd Street Detention Basin. I concur with the recommendation and respectfully request Mayor and City Council approval. j J 1 (llI¡J/1 L:1î /1 Î £L,-- Michael C. Van Milligen ,. MCVM/jh Attachment cc: Barry Lindahl, Corporation Counsel Cindy Steinhauser, Assistant City Manager Gus Psihoyos, Acting Public Works Director/City Engineer l,. D~~~E ~Yk-~ MEMORANDUM November 29, 2004 TO: FROM: Michael C. Van Milligan, City Manager Gus Psihoyos, Acting Public Works Director/City Engineer _0 SUBJECT: Design Services for the W. 32nd Street Detention Basin Project INTRODUCTION The purpose of this memorandum is to present an RFP for the W. 32nd Street Detention Basin project. BACKGROUND In December of 2001, the City Council formally adopted the Drainage Basin Master Plan (DBMP) prepared by HDR Engineering (Omaha, NE). Based on the study, approximately 1,150 homes and businesses in the Bee Branch watershed are at risk of flood damage. The DBMP includes three projects that would reduce the threat of flood damage. They are the new Carter Road Detention Basin, expansion of the existing W. 32nd Street Detention Basin, and the recreation of an new open waterway from 16th Street to 24th Street. The Carter Road Detention Basin was completed in the spring of 2004. With the adoption of the Fiscal Year 2004 Capital Improvement Budget, the City Council established funding to begin acquiring homes for the W. 32nd Street Detention Basin project. A Fiscal Year 2005 appropriation established funding to design the improvements to the detention basin and the current five-year Capital Improvements Program budget includes $1,573,000 to construct the improvements in Fiscal Year 2006. DISCUSSION Our goal is to have the improvements to the W. 32nd Street detention basin functional prior to spring 2006 rainstorms. To achieve that goal and because of the unique circumstances involved with the design and construction of the W. 32nd Street Detention Basin, the City requires a consulting engineer with expertise in the design of dams in Iowa. The design consultant must design a detention basin that blends into the W. 32nd Street neighborhood while meeting the stormwater management criteria established in the DBMP. While any consultant can design a detention basin, aesthetics will be an important aspect of the overall design. The design shall also include features to minimize or ease maintenance activities required to keep the facility operating at an optimum level. RECOMMENDATION I recommend that the City release the attached RFP, soliciting proposals from qualified engineering consultants for the design of the W. 32nd Street Detention Basin. BUDGET IMPACT The estimated cost to obtain design services for the detention basin is $250,000. The project will be funded from a Fiscal Year 2005 stormwater appropriation of $250,000. ACTION REQUESTED I respectfully request endorsement of the RFP and authorization to release the RFP to the public. attachment: W. 32nd Street Detention Basin Request for Proposals Prepared by Deron Muehring cc: Cindy Steinhauser, Assistant City Manager Dawn lang, Budget Director Ken TeKippe, Finance Director Gil Spence, leisure Services Manager Don Vogt, Operations & Maintenance Manager John Klostermann, Street & Sewer Maintenance Supervisor Deron Muehring, Civil Engineer II CITY OF DUBUQUE PUBLIC WORKS: ENGINEERING DIVISION REQUEST FOR PROPOSALS FOR W32nd STREET DETENTION BASIN PROJECT 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 RFP Organization W32ND STREET DETENTION BASIN General Information Introduction Project Objectives Project Budget and Schedule Scope of Services Proposal Requirements 6.1 Letter of Transmittal 6.2 Qualifications of the Firm 6.3 Fees and Compensation Services by the City Selection Criteria Submission Requirements Iowa Department of Natural Resources, Technical Bulletin No. 16, Design Criteria and Guidelines for Iowa Dams Attachment A: Iowa Department of Natural Resources and U.S. Army Corps of Engineers Joint Application Form, Protecting Iowa Waters Attachment B: Attachment C: Conceptual Drawing of the W32nd Street Detention Basin Attachment D: City of Dubuque Insurance Requirements for Professional Services 2 1.0 GENERAL INFORMATION The City of Dubuque' Engineering Division is seeking a consulting engineer to prepare the design of the W32nd Street Detention Basin. Originally constructed in the 1950's, the existing detention basin is to be expanded from forty-six (46) acre-feet to approximately ninety-four (94) acre-feet of storage. See the "Scope of Services" section of this Request for Proposals for more details on the work to be performed. In general, the consultant must produce detailed plans, specifications, and contract documents for the detention basin. In addition, the consultant will act as the project engineer during the construction phase of the project with regard to potential change orders or shop-drawing review. The consultant must satisfy Iowa Department of Natural Resources (IDNR) and U.S. Army Corp of Engineers (USACE) requirements. It is anticipated that a permit will be required by each agency and it will be the consultant's responsibility to obtain all required permits. Proposals must be received no later than 5:00 p.m. CDT on December 30th, 2004 at: City of Dubuque C/O Jeanne Schneider, City Clerk 50 West 13th Street Dubuque, Iowa 52001-4864 Please direct all questions and correspondence regarding this RFP to Deron Muehring (563-589-4276) from the City of Dubuque Engineering Division or by fax at (563) 589 - 4205. INTRODUCTION 2.0 The City of Dubuque (City) is located in northeastern Iowa just across the Mississippi River from Illinois and Wisconsin. The City is approximately 27 square miles in area, with a population of nearly 60,000 persons. Providing a full range of services, the City's annual operating and capital budget is nearly $100 million. More information about the City organization can be found on the City's official web site at www.cityofdubuque.org. Dubuque's terrain is widely varied, with steep hills, bluffs, and a flat area protected from the Mississippi River by a floodwall. Rugged rock outcroppings dot the bluffs and many wooded areas are located within the city limits. Purpose The following RFP contains a scope of services for the design and construction management services for the detention basin. The design team must have a strong background and project experience in dam design, detention basin design, and be experience with the requirements set forth by the permitting agencies. 3 Background In December of 2001, the City Council formally adopted the Drainage Basin Master Plan (DBMP) prepared by HDR Engineering (Omaha, NE). Based on the study, approximately 1,150 homes and businesses in the Bee Branch watershed are at risk of flood damage. located in the north portion of the city, the 1.9 square mile drainage area to the W. 32nd Street detention basin makes up 26.7% of the Bee Branch watershed (see Figure 1). The DBMP includes three projects that would reduce the threat of flood damage. They are the new Carter Road Detention Basin, expansion of the existing W. 32nd Street Detention Basin, and the recreation of an new open waterway from 16th Street to 24th Street. The Carter Road Detention Basin was completed in the spring of 2004. With the adoption of the Fiscal Year 2004 Capital Improvement Budget, the City Council established funding to begin acquiring homes for the W. 32nd Street Detention Basin project. A Fiscal Year 2005 appropriation established funding to design the improvements to the detention basin and the current five-year Capital Improvements Program budget includes $1,573,000 to construct the improvements in Fiscal Year 2006. Figure 1.Location of the W32nd Street Detention Basin and its contributing drainage area. Drainage Area i ¡ to W32nd Street ¡ \. , detention basin' " 4 The hydrologic and hydraulic model results produced by HDR as part of the Drainage Basin Master Plan and produced by Veenstra & Kimm as part of the Carter Road detention basin are available as a resource for the design of the W32nd Street detention basin. Currently, a metal fence surrounds the detention basin physically separating it from its surroundings. It will be the goal of the consultant to design a detention basin that blends into the landscape without the need for a fence. Moreover, the design should pay special attention to future maintenance needs. 3.0 PROJECT OBJECTIVES The objectives for the consultant are: Design the W32nd Street Detention Basin; Prepare plans and specifications; Acquire permits from regulatory agencies; Respond to regulatory agencies, impacted residents, and potential construction contractors; and Manage/oversee the construction of the detention basin. 3.1 3.2 3.3 3.4 3.5 4.0 PROJECT BUDGET AND SCHEDULE A total design and construction budget of $2,223,000 has been established for the W32nd Street Detention Basin project. The anticipated project schedule is as follows: RFPs released to public: Responses due: Short list established: Interviews: Staff consultant selection: Staff recommendation to City Manager City Manager Recommendation to Council: Project Initiated by Consultant: Project Initiation by City Council: Project letting: Project Awarded by City Council: Construction Project Deadline: December 7,2004 December 30, 2004 January 6, 2005 Week of January 17, 2005 January 27,2005 January 31,2005 February 7,2005 March 1, 2005 August 15, 2005 September 1, 2005 September 19, 2005 February 3, 2006 SCOPE OF SERVICES The scope of services outlined below defines some but not all of the anticipated tasks and products required to complete the design and construction of the W32nd Street Detention basin. 5.0 5 5.1 5.2 Project Management The consultant will be required to suggest innovations that reduce the project timeline and cost and monitor design and construction progress. 5.1.1 Oversee the design of the detention basin 5.1.2 Satisfy IDNR, USACE, and other permitting requirements (e.g. NPDES Construction Site Permit, Floodplain Permit, 404 permit, etc.) 5.1.3 Oversee the detention basin construction 5.1.3.1 Construction Submittals It will be the responsibility of the consultant to review shop drawings and other information submitted by contractors for compliance with the design plans and specifications and requirements of the contract documents. 5.1.3.2 Construction Inspection (Site Visits) The consultant shall make visits to the construction site to observe the progress and quality of the work being performed. 5.1.3.3 Change Orders The consultant is responsible for participating in the negotiation and approval process for change orders. 5.1.3.4 Contract Document Interpretation The consultant will be responsible for furnishing detailed working drawings, specifications and written instructions as necessary to interpret the Contract Documents and resolve changes brought about by actual field conditions encountered. 5.1.4 Attend Pre-Construction Meeting with Winning Contractor Engineering Analysis The consultant must meet or exceed the design criteria and guidelines established in the IDNR's Technical Bulletin No. 16 (see attachment A). 5.2.1 Hydrologic Modeling The detention basin and associated dam must be designed to impound the 1 OO-year recurrence interval rainstorm for flood control purposes. Because the proposed embankment will be considered a "high hazard dam," the freeboard must be designed for the probable maximum flood (PMF). The hydrologic model (HEC- HMS) prepared by HDR Engineering will be made available. While HDR Engineering has outlined a conceptual plan to provide 94 acre-feet of storage for the 100-year design storm, the consultant must allocate time and resources to provide additional hydrological and hydraulic engineering calculations to be utilized by the City and Consultant to determine if more storage can be achieved and if the detention basin can provide increased benefits during the smaller 2 and 10-year storms. The consultant must 6 establish the basin flood depths due to the 2, 10, 100-year rainfall events. 5.2.2 Site Characterization - Data Collection It is the responsibility of the consultant to collect any and all data, which is necessary for the design and construction of the detention basin. 5.2.2.1 5.2.2.2 Detailed Ground Survey The consultant shall be responsible for a detailed ground survey. The consultant will be responsible to record and verify all pertinent topographic elevations, identify ownership of adjacent properties, and locating existing utilities. The ground control and elevations are to be referenced to the City's existing geographical information system. It will be the consultant's responsibility to field- locate structures, utilities, and easement limits etc., to establish and protect limits of disturbance zones during construction. Geotechnical inspections The consultant shall provide or obtain geotechnical services to perform an investigation (soil borings/testing) and make determinations as to the existing soil conditions and how the conditions impact the design the detention basin. A soils and foundation analysis is required that includes an evaluation of the slope stability, anticipated vertical settlement and horizontal elongation, seepage and under-seepage potential. and proper construction practices. The geotechnical report shall discuss appropriate construction techniques for the soil types and conditions encountered. Property lines and corners; and Existing utilities (e.g. sewer, water, gas, and others) Stream Bed Loading The consultant must establish/estimate a stream bed load to establish maintenance activities required to ensure hydrologic and hydraulic function as designed. 5.2.2.6 Additional Relevant Data The consultant will be responsible for collecting any additional data that is necessary for the design, construction, and maintenance of the detention basin. 5.2.3 Settling Basin 5.2.4 Hydraulic Analysis In the State of Iowa, a dam breach analysis is required to determine the hazard classification of a dam or identify the consequences of improper gate operation. Through conversations with the IDNR, 5.2.2.3 5.2.2.4 5.2.2.5 7 5.3 5.4 5.5 the City of Dubuque understands that such an analysis will be necessary. Moreover, it is likely that the proposed W32nd Street Detention basin would be classified as a "Moderate Hazard" dam. The City will highly discourage the design of an outlet works that could be compromised by the loss of power or require a person to manually operate any portion of the outlet works during periods of inclement weather. The consultant should include a cost to do a dam breach analysis with the proposal. Preliminary Design The purpose of the preliminary design is to ensure that the consultant fully communicates the functional details of the proposed detention facility. low maintenance requirements and landscaping will be an important part of the project design so that the detention basin contributes positively to the aesthetics of the neighborhood and surrounding W. 32nd Street properties. 5.3.1 landscaping Plan 5.3.2 Maintenance Requirements The final design must include features that promote simple, cost- effective maintenance requirements. 5.3.3 Maximize Stormwater Management Benefits of the Detention Basin Ways to maximize the benefits of the project such as maximizing its storage capacity or designing it so that it provides benefits during smaller rainstorms such as the 10-year design storm is another aspect of the preliminary design stage. Construction Drainage Plan The Consultant must establish the plan for maintaining the flow of the existing creek during the construction of the detention basin. Detailed Design 5.5.1 Foundation Design 5.5.2 Embankment Design The consultant is responsible for determining the suitability of available fill material and the associated embankment design requirements. 5.5.3 Grading Plan 5.5.4 Sediment Trap or Settling Basin Design 5.5.5 Trickle Channel Design 5.5.6 Outlet Works Design 5.5.6.1 Anti-seep collars or other means of piping and seep control; 5.5.6.2 Anti-vortex devices; 5.5.6.3 Trash racks or other inlet debris controls; and 5.5.7 Spillway Design 5.5.8 Aesthetic Treatment Design (landscaping) 5.5.9 Access Roadways The consultant will be responsible for the design of construction and maintenance access roadways to perform the work specified in 8 5.6 5.7 the construction plans. The roadways must be capable of supporting construction equipment for the duration of the project. The consultant must also prepare design plans for two access roadways, which mayor may not be the same used during construction, to be utilized for maintenance purposes. Develop Construction Plans, Specifications, and Bid Documents The Consultant shall be required to complete all of the specifications required to complete the bid documents. The detailed specifications shall include, but not be limited to, cover in sufficient detail the type and quality of materials, required tests and guarantees, methods of construction unrelated to OSHA requirements, sequence of construction, and all other information required for the construction of the project. 5.6.1 Provide a set of reproducible construction plans and specifications signed by a Professional Engineer licensed in the State of Iowa. The plans shall include a minimum of three indivisible control points to establish horizontal and vertical control for the project. The points must be tied into the City's GIS and must have at least three ties to identify their location in the field. 5.6.2 Prepare and manage the issuance of addenda that may be required. 5.6.3 Produce a Construction Cost Estimate. 5.6.4 Erosion Control Plan (Pollution Prevention Plan) The pollution prevention plan must meet IDNR guidelines. Construction Staking PROPOSAL REQUIREMENTS The proposal should present and discuss a project approach to accomplish the objectives of the project outlined herein. The proposal should discuss how the proposed project approach differs from the scope of services in this RFP and present the rational for the proposed changes. The fees and compensation proposal (see below) must reflect the scope of services outlined in the RFP and any deviations from the scope of services identified by the consultant. 6.0 The City desires that the detention basin is operational by February of 2006. The consultant is encouraged to review the entire design process and scope outlined herein and identify alternative design techniques or processes to accomplish the design and construction in a more efficienUtimely or cost effective manner. The proposal will include the following information and must be organized in the manner specified below. 6.1 Letter of Transmittal Provide a letter of transmittal briefly outlining the consultant's understanding of the work and the name, address, telephone number and fax number of the consultant's primary contact person. 9 6.2 Profile of Firm Provide and present the following information in a clear and concise format. Consultants should present material that illustrates the firm's experience and expertise with this type of project. 6.2.1 Provide the Firm's official name, address, and principal offices 6.2.2 Provide project references illustrating the firm's experience with: 6.2.2.1 High hazard dam design; 6.2.2.2 High hazard dam designs in Iowa; 6.2.2.3 Detention Basin Design; 6.2.2.4 Working with the Iowa Department of Natural Resources (IDNR), Iowa's permitting authority for dam construction; 6.2.2.5 Working with the U.S. Army Corp of Engineers and 404 permits; 6.2.2.6 Hydrologic and hydraulic modeling; and 6.2.2.7 Working with impacted residents acquiring easements. 6.2.3 For at least three references list: 6.2.3.1 Project name and location; 6.2.3.2 Contact person and telephone number; 6.2.3.3 Cost of work (actual cost vs. initial estimated cost); 6.2.3.4 Time required to complete the project; and 6.2.3.5 The role and responsibility of members of the firm's proposed 'W32nd Street Detention Basin" design team. 6.2.4 Provide abbreviated resumes highlighting their experience in relation to the work referenced in Section 5 above of the personnel who will be working on the W32nd Street Detention Basin project (including sub-consultants). Include their education, as well as, specialized and technical competence to perform the tasks they will be called on to do in conjunction with the design of the W32nd Street Detention Basin. 6.2.5 Specify the Firm's ability to integrate this project into their work schedule. 6.2.6 Include any thoughts that would improve the development of the plan and recommend any work not identified in this RFP that is considered essential for the design of the detention basin. 6.2.7 The proposal should include a list of deliverables. 6.2.8 Include a project schedule outlining the time and estimated completion date of the proposed scope of work. This should include a schedule for and description of all deliverable products throughout the period. 6.2.8.1 Site Survey 6.2.8.2 Geotechnical analysis 6.2.8.3 Detention basin design 6.2.8.4 Development of plans and specifications 6.2.8.5 Acquisition of permits: The IDNR has indicated that it takes approximately two to three months to move through the permitting process. 10 6.2.8.6 Construction Bidding: The City's goal is to have the detention basin operational by February of 2006. 6.2.9 The proposal should specify anticipated City resources in terms of personnel, facilities or equipment utilized by the consultant during the project contract period. 6.3 Fees and Compensation Separate the Fees and Compensation proposal (separate enclosure) from the other portion of the RFP submittal. The fees and compensation proposal must reflect the scope of services outlined in the RFP with any deviations from the scope of services identified by the consultant. The cost for individual tasks must be identified. For example: The costs associated with the survey work should be identified. There are some tasks outlined in the scope of services that the City might choose to perform. Taxes The City of Dubuque is exempt from all State sales tax. Do not include sales tax in the Firm's proposal price. Tax exemption certificates will be supplied upon request. 7.0 SERVICES BY THE CITY Hydrological information pertaining to the Bee Branch watershed compiled by HDR Engineering (Omaha, NE) and Veenstra & Kimm will be provided to the selected firm. Electronic files associated with the computer modeling efforts will be made available upon request. The City of Dubuque has a geographical information system referred to as the Dubuque Area Geographical Information System, or DAGIS. Available topographical mapping includes 2-foot contours, digital terrain data, parcel outlines, building outlines, edge of pavement, storm sewers, sanitary sewers, water main, and aerial orthogonal photos. The City will handle the administration of the construction contract by providing inspection to ensure compliance with the plans and specifications and establishing the work performed for the basis of partial payments to the Contractor. City also to provide construction staking for the project. 8.0 SELECTION CRITERIA Proposals will be screened to ensure that they meet the minimum requirements of the proposal format. A review of qualifying proposals will identify firms that most closely meet the needs of the City of Dubuque. The City will evaluate proposals based upon the following criteria (not necessarily listed in order of importance): 8.1 Qualifications and experience of the firm-reference checks, achievements and completion of similar projects. Project team-qualifications and experience with similar projects of the principal consulting staff proposed to work on the project, variety and 8.2 11 8.5 application of various disciplines within the team, and availability and qualifications of any subcontracting staff. Grasp of the project requirements-the firm's understanding of the scope, preparation and level of interest. Design approach/methodology in completing the scope of work and services-technical alternatives, creativity and problem solving ability. Responsiveness-general attitude and ability to communicate to audiences with varying technical backgrounds. local economic impact-ability to incorporate local firms. Schedule evaluation-time required to complete the project. 8.3 8.4 8.6 8.7 9.0 SELECTION PROCESS 9.1 Proposal Review: The RFP committee will review the proposals and rank them based on which consultants best meet the criteria listed above. 9.2 Interviews: Consultants remaining after the initial screening will be contacted and invited to interview. 9.3 Staff Recommendation: City staff will make a recommendation to the City Manager based on the consultant's interview and overall responsiveness to the RFP. 9.4 Consultant Selection bv City Council: The City Manager will recommend a consultant to the City Council and the City Council will then choose a consultant for the W. 32nd Street Detention Basin Project. The City of Dubuque is an Equal Employment Opportunity Employer. 10.0 SUBMISSION REQUIREMENTS Proposals are to be signed by an officer of the firm authorized to bind the submitter to its provisions. Proposals are to contain a statement indicating the period during which the proposal will remain valid. A period of not less than ninety (90) days is required. The proposal submitted by the firm shall become an integral part of the contract between the City and the Firm and representations, covenants, and conditions therein contained shall be binding upon the person, firm or corporation executing the same. Failure to manually sign proposal will disqualify it. An original plus 10 copies of the proposal must be received in the office of the City Clerk by 5:00 p.m. CDT on December 7th, 2004 at: City of Dubuque C/O Jeanne Schneider, City Clerk 50 West 13th Street Dubuque, Iowa 52001-4864 Please direct all questions and correspondence regarding this RFP to Gus Psihoyos (563-589-4275) or Deron Muehring (563-589-4276) from the City of Dubuque Engineering Division or by fax at (563) 589 - 4205.) Each firm assumes full responsibility for delivery and deposit of the completed proposal package on or before the deadline. Proposals received after the 12 specified time will be returned unopened. The City of Dubuque is not responsible for any loss or delay with respect to delivery of the proposals. The City of Dubuque is not liable for any cost incurred by any firm before the execution of an agreement or contract. Nor shall the City of Dubuque be liable for any costs incurred by the firms not specified in contract documents. The City shall become owners of the proposals upon submission. 13 5~~~E ~Yk-~ MEMORANDUM November 29,2004 TO: Michael C. Van Milligen, City Manager FROM: Gus Psi hoyos, Acting Public Works Director SUBJECT: W32nd Street Detention Basin Consultant Selection Committee INTRODUCTION The purpose of this memo is to request input for the committee to recommend a consulting firm to provide design services for the construction of the W32nd Street Detention Basin. BACKGROUND In December of 2001, the City Council adopted the DBMP prepared by HDR. The W32nd Street Detention Basin project was identified as a component of the recommended solution to downstream flooding problems. The FY2005 budget includes $200,000 for the engineering design of the improvements to the W32nd Street Detention Basin. DISCUSSION The current five-year Capital Improvement Program budget includes $1,573,000 in FY 2006 to construct the W. 32nd Street Detention Basin improvements and an additional $50,000 for engineering services. RECOMENDA TION I recommend the following staff members to serve on the committee: 1. Gus Psihoyos, Acting Public Works Director 2. Gil Spence, leisure Service Manager 3. Ken TeKippe, Finance Director 4. John Klostermann, Street and Sewer Maintenance Manager 5. Deron Muehring, Civil Engineer II ACTION STEP I respectfully request your direction as to the makeup of the proposal review committee for the W32nd Street Detention Basin project. Prepared by Deron Muehring CC: Cindy Steinhauser, Assistant City Manager Dawn lang, Budget Director Ken TeKippe, Finance Director Don Vogt, Operations & Maintenance Manager Gil Spence, leisure Service Manager John Klostermann, Street and Sewer Maintenance Manager Deron Muehring, Civil Engineer II low A DEPARTMENT OF NATURAL RESOURCES Technical Bulletin No. 16 DESIGN CRITERIA AND GUIDELINES FOR IOWA DAMS December, 1990 DNR TB-16 Design Criteria and Guidelines for Iowa Dams December, 1990 IOWA DEPARTMENT OF NATURAL RESOURCES TECHNICAL BULLETIN NUMBER 16 FLOODPLAIN MANAGEMENT PROGRAM DESIGN CRITERIA AND GUIDELINES FOR IOWA DAMS. CONTENTS Chapter Title Introduction. . . . . . . . . . . II III Hazard Classification . . . . . . . . . . . . . . . . . . Design Floods . . . . . . . . . . . . . . . . . . IV Hydraulic and Structural Criteria and Guidelines for Spillways......... V VI Embankments . . . . . . . . . . . . . . . . . . . Special Requirements for Major Dam Structures . . . . . . VII VIII Specifications. . . . . . . . . . Dam Breach Wave Analysis................ . IX X Operating Plan. . . . . . . . . . . . . . . . . . Lands, Easements, Rights-of-way . . . . . XI Hydrologic and Hydraulic Design References. . . . . . . . * Adopted by reference 567--72.3(1)"a", Iowa Administrative Code A:DAI'IS/354-90/:p - 1 - Paqe 2 3 3 5 7 9 10 10 11 11 12 DNR TB-16 Design Criteria and Guidelines for Iowa Dams December, 1990 IOWA DEPARTMENT OF NATURAL RESOURCES TECHNICAL BULLETIN NUMBER 16 FLOODPLAIN MANAGEMENT PROGRAM DESIGN CRITERIA AND GUIDELINES FOR IOWA DAMS. CONTENTS Chapter Title Introduction. . . . . . . . . . . II III Hazard Classification . . . . . . . . . . . . . . . . . . Design Floods . . . . . . . . . . . . . . . . . . IV Hydraulic and Structural Criteria and Guidelines for Spillways......... V VI Embankments . . . . . . . . . . . . . . . . . . . Special Requirements for Major Dam Structures . . . . . . VII VIII Specifications. . . . . . . . . . Dam Breach Wave Analysis................ . IX X Operating Plan. . . . . . . . . . . . . . . . . . Lands, Easements, Rights-of-way . . . . . XI Hydrologic and Hydraulic Design References. . . . . . . . * Adopted by reference 567--72.3(1)"a", Iowa Administrative Code A:DAI'IS/354-90/:p - 1 - Paqe 2 3 3 5 7 9 10 10 11 11 12 DNR TB-16 Design Criteria and Guidelines for Iowa Dams CIIAPIEII J: INTRŒ1UCTIOH The purpose of this bulletin is to set forth technical design eriteria and guidelines that the Departllent of Natural Resourees will use in reviewing applications to obtain a peO8it for eonstruetion, operation and maintenanee or aodif ieaHon of a dano. Other re,uir..ents whieh Rust be aet in order to seeure sueh a pe...it are outlined in the Iowa AcbinistraHve ~ under agenc:y nuaber 567. Saveral ehapters of the department's acllllinistraHve ruIes in 567 Iowa AciainistraHve Code eoneern the eonstruetion. operation and _dntenanee of _s as follow.. Chapter 70 eontains definitions of tèO8s' used in other ehapters. Chapters 50. 51 and 5Z eoneern water permits whieh Rust be obtained to authorize storage of water in surfaee iapoundaents. Chapter 71 explains when approval is re,uired in order to eonstruet. aodify, operate and aaintain _e. Chapter 7Z lists eriteria for approval of - projeets. Chapter 73 eoneerns operational procedures for claas. fluetuation of water levels in iapouncinents. abandonaent and r....oval of _s, inspeetions of - sites and _e. and designation of unsafe _e. Chapter 73 applies to all _e. whose dimensions or effeets exeeed the regulatory thresholds in Chapter 71. Copies of the departllent's a"'inistrative rules Ray "" obtained frOlO the Records Cent.r. Department of Natural Resourees. Nallace State Office Building. Des lIoines, Iowa 50319. upon 1'8< uest. The above-described rules should be consulted when planning to construct or aodify a -. change the operation or uae of a duo, or abandon or reeove a_. This bulletin is part of the above-described rules and is intended for use in conjunction with thee. The chapters entitled "Hazard Classifications" and "Lands. Easeeents. Right-of-Hay" are A:DAJIS/354-S0/.p December. 1990 substantively identical to rules published in the Iowa Aciainistrative Code. These non-technieal criteria are repeated 10 this bulletin for the eonvenience of the user. Minh... re,uir....ents in thi8 bulletin are labeled "guidelines" or "criteria" depending on the fre< uenc:y with which they are likely to be relevant to the safety of a particular type of structure. The distinction bet1leen criteria and guidelines is not intended to be rigid. Hhen the applicability of a criterion or guideline to a particular project is not clear to the design engineer, the engineer should consult the departllent. Any pe..it issued by the departllent Rust explain the reasons for waiving conforeity with a eriterion or guideline detereined to be applicable to the type of structure proposed. Adoption and Aeendaent of Bulletin 816. This bulletin has been adopted as part of the departllent'e adainistrative rules. Pursuant to Section 17A.6I3J, Code of Iowa. this bulletin is not published in the Iowa Adeinistrative Code but copies will be _de available to the public upon re,uest at no aore than the eost of reproduction. This bulletin Ray be _ended frOlO tble to time by ruleeaking proceedings. Aeended editions of this bulletin will be identified in Chapter 7Z of the departllent's rules by reference to the year and aonth that the new. superseding edition beeOlOes effective. The user should obtain a copy of current departllental rules as published in the Iowa Adoinistrative Code and coepare the edi Hon date on the cover page of this bulletin with the edition date identified in the rules. - 2 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams CIIAPIEII !:I 1 HAZARD CLASSIFICATIOH Danis shall be assigned a hazard class based on the potential conse,uences of failure. Anticipated future land and impoundllent use shall be considered in the determination of hazard class. The criteria in this chapter shall be used to determine hazard class regardless of the aethodology used in engineering design of a <IaIII. The hazard class shall determine the design r"'luirements of! the structure as outlined in this bulletin. The hazard cla,ss shall be evaluated using the following criteria. AI Low HaZard. Structures located in areas where claaages fr'" a failure would be limited to loss of the dam. loss of livestock, danges to fara out-buildings, agricultural lands, and lesser used roads, and where loss of hUllan life is considered unlikely. BI _rate Hazard. Structures located in areas where failure may claaage isolateð h...es or cabins, industrial or c....ercial buildings, soderately traveled roads or railroads, interrupt _jor utility services. but without substantial risk of loss of hUllan life. In addition, structures where the <IaIII and its impoundllent are of theaselves of public importance. such as claas associated with public water supply sys_s. industrial water supply or public recreation. or which are an integral feature of a private developsent coaplex, shall be considered soderate hazard for design and regulatory purposes unless a higher hazard class is warranted by downstre.. conditions. CI High Hazard. Structures located in areas where failure say create a serious threat of loss of hUllan life or result in serious claaage to residential, industrial or c....ercial areas, iaportant public utilities, public buildings, or njor transportation facilities. 1 This chapter is substantively identical to 567--72.3121"a", Iowa Adainistrative Code. December, 1990 DI Multip Ie Dams. Where failure of a dam could contribute to failure of downstream danI or dams, the JOinimUII hazard class of the danI shall not be less than that of any such downstream structure. CIUPlEII !:II DESIGN FUXDS A cIaa will be re,uired to safely accOlMloclate or pass certain 8inimUII flood events. Routings of the flood hydrograph through the iJapoundlllent should begin at an elevation no lower than the norlllal operating level. The magnitude or fre,ueney of the re,uired flood discharges will vary with the hazard classificati~n. size, and drainage area of the project. AI Freeboard Design Flood The specified freeboard design flood represents the greatest flood the dam sut be designed to acc....ocIate. The flood must be passed without overtopping of the cIaa and endangering its safety or the cIaa sust be designed to withstand such overflow. Soae er"",ion damage in earth eaergency spillways will be tolerated. provided the safety of the cIaa would not be compr...ised. For class with eaergeney spillways, the top of dam elevation after settleaent shall not be less than the highest peak pool elevation reached during the freeboard design flood. For dass without an eaergeney spillway, the top of cIas elevation shall be 'two feet higher than the peak flood elevation expected to occur during passage of the freeboard design flood, unless it DNR TB-16 Design Criteria and Guidelines for Iowa Dams is specifically designed to withstand the overflow. In the following cirC>Ølstances, the indicated freeboard design flood will be used, 1) All High Hazard Dams, Probable llaxinoWII Flood. The ZI All IIoderate Hazard D....s, and Low Hazard D....s Cla..ified as ajor Structures, Dne-haU 10.51 of the Probable llaxaWl Flood (a flood hydrograph produced by .ultiplying the ordinates of the PtIF hydrograph by a factor of 0.51. 31 Low Hazard D....s not Classified as ajor Structures. a. Hhere the height of th: eoergency spillway crest measured above the elevation of the channel bott"", at the centerline of the - I in feet] oultipUed by the total storage vol...e I in acre-feet to the -erg:ncy spillway crest elevation is between 3,000 and 30,000, the flood shall correspond to the rainfall calculated frcoo the following fomula developed by the USDA Soil Conservation Service. Rainfall = PIOO + O.IZ IPIIP - PIOOJ b. Hhere the height of th: _ergeney spillway crest ..easured above the elevation of the channel bottcoo at the centerline of the - I in feet I oul tip lied by the total storage vol_e ( in acre-feet] to the eoerg:ncy spillway crest elevation is less than 3.000. the flood shall be that resulting frcoo the "SO-year. Z4-hour " A:DAM/354-90/sp - 4 - December, 1990 precipitation. BI Principal Spillway Design Flood. and Discharge Capacity The principal spillway is normally a concrete or setal conduit or structure which conveys water through or around the dam. Its size and discharge capacity are governed praarily by the following factor.. the need to control flood discharges downstream fr"", the daJo¡, and the need to lait both the depth to which floodwaters are impounded and the length of tin for which they are apounded. Related to these factors is the need to lait the frequency of operation of e..ergeney spillways. Except where special consideration. ..ust be addressed, the criteria listed below shall apply to the design of principal spillways. The design floods indicated oust be passed by the principal spillway without need for operation of an _ergency spillway. IJ Design Floods a. High Hazard ea..s 100-year flood. the b. IIoderate Hazard ea..s - the 50-year flood. c. Low Hazard Da.. with drainage areas of 250 acres or sore - the ZS-ye.r flood. d. Low Hazard ea.. s with drainage areas less than ZSO acres - the 10-year flood. ZJ The sp illway discharge capacity shall be sufficient to evacuate at least 80)( of the vol...e of water t-porarily stored during the principal spillway design flood within 10 days. Hhere this cannot be aec""'pUshed, the _ergency spillway and freeboard design flood routings shall be ...de DNR TB-16 Design Criteria and Guidelines for Iowa Dams beginning with ~he iIopoundmen~ level a~ ~he 10 clay drawdown elevation. 31 For daoIs with ...ergency spillways of s~ructural concre~e or which are excava~ed in~o sound rock, a higher frequency of use, and ~herefore lower principal spillway design flood. nay be permi~~ed if flood con~rol or daoI safe~y would no~ be adversely affec~ed. ""or clans wi~hou~ enoergency spillways, ~he s~orage vol_e and heigh~ shall be de~erained by neasuring ~o ~he ~op of daoI elevation. CI Rainfall Dep~h and Dis~ribution Precipitation values for various fre< uency s~ora even~" 10. 25, 50. 100-year and PIIP are contained in ~he Iowa Departaen~ of Agriculture and Land Stewardship publication. Cliloa~ol""y of Iowa Series 8Z, Revised,' Iowa Rainfall Frequencies by Paul Hai~e. Ten clay rainfall _oun~s are contained in the National Mea~her Service publication, Technical Paper Mo. 49. Sone acceptable ne~hocls of dis~ributing ~he rainfall in Iowa are found in ~he U.S.D.A. Soil Conservation Service publication, ~, Ear~h Dans and Reservoirsl and the Illinois Sta~e Ha~er Survey publication, Tille Dis~ribution of Rainfall. In HeavY Swras by F. A. Huff. DI Rainfall Losses Conservative loss ra~es I in~erception, infiUration, etc. I and anteeedent noisture conditions ebould be used in c,,",puting rainfall excess. Also, when applicabl.. .noNe.1t runoff rat.. should be estiloated. The Soil Conservation Service (SCSI weighted curve nueber eethod is acceptable for deteraining rainfall A:D!t.MS/354-90/sp December, 1990 losses and is explained in National Encineerinc Handbook Section .. Hydrology, SCS, 197Z. EJ Storm Duration Cri~eria and guidelines for developing design storms frOlll rainfall events are as follow.. II The critical duration storm, or ~he storm which results in the highest wa~er level in ~he iIIpoun..ent. shall be used in deteraining the freeboard design flood for a high hazard dam. ZI Six hour s~orms are recClllOended for clete1'lllining ~he freeboard design flood for class designa~ed in paragraphs AI Z I and AI 3 I"a" of this chapter except where the ~;".e of concen~ration exceeds six hours. The Z4-hour sto.... is rec....encled for cIaJos designated in paragraph AI3 I"b" of this chapter. 31 Twenty-four-hour ( Z4-hour I 10-day s~oras are rec....encled for developing principal spillway design floods. CIW'IEII 1'9 K'iDRAULIC AND STRIJC' 'URIo.L GUmELINES FOR SPILLHA'tS CRITERIA ,\1m The following criteria and guidelines are design considerations which will be used by the departaent to insure that spillway structures are capable of functioning safely and efficienUy and of resisting ~he forces to which they nay be exposed during the life of the structure. AI Spillways should be designed ~o operate safely for the life of the .tructure and at ~he discharges and pre..ure. which would. be experienced under all noraal or flood flow conditions including the freeboard design flood. - 5 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams B) Anti-seepage collars or other uans of piping and seepage control le.g.. drainage diaphragn). anti-vortex devices. trash racks or other inlet debris control seasures, and outlet stilling basins should be provided for all conduits unless evidence can be presented establishing they are not necessary. C) For dams where a conduit is proposed to serve as the principal spillway, suggested einill... sizes of the principal spillway concluit for the indicated type of structure are as follows. 1) High Hazard Dus and lInderate De..s classed as llajor Structures - 36-inch inside diueter. Z) lIoderate Hazard Dams not classed llajor Structures and Low Hazard De... which are classed as llajor Structures - Z4-inch inside di-eter. 3) Low Hazard Dees not classed as llajor Structures but which hav.e drainage areas of ZSO acres or sore - 18-inch inside di..eter. 4) Low Hazard Dees with drainage areas under ZSO acres - IZ-inch inside di...eter. These einiaue sizes are applicable to dass with ...ergency spillways or which are designed for overtopping only. For daes without ...ergency spillways, substantially larger conclui 10 sizes with speeial provisions against plugging will noreally be re,uired. 01 Drop inlets I risers) should have an inlet cross-seetional area at least 1.5 t18es that of the conduit and should be constructed of c"'"parable eaterials. E I Concluits and risers should be of . sufficient strength and have ade> uate A:DAlfS/154-90/sp - 6 - December, 1990 joints to withstand all anticipated external and internal pressures without daeage or leakage. with provision eade for vertical setU...ent. Concluits should be caJllbered where significant setU..ent of the overlying eebanJcoent is anticipated. Articulated or bell joints should be provided as necessary to accCllUllodate the e""h... elongation estiaated to "",cur during the life of the structure. Risers oust be designed to counteract buoyant forces. F) Corrugated eetal pipe conduits end risers should be close riveted with watertight connecting bands and should be fiber bonded. asphalt coated. or given e< uivalent protection. Cathodic protection shall be provided in corrosive soils. Corrugated eetal pipe laIP) conduits are not rec""""ended for high hazard daes. eoderate hazard daes classed as eajor structures. or where the height of earth f ill over the conduit exceeds ZS feet. GI Concrete conduit and drop inlet I riser design using precast pipe sections should specify reinforced concrete pressure pipe. HI Open concrete spillways. concrete box conclui ts. and concrete fluees or chutes should have longitudinal curbs or raised joints which will prevent contact by noreal flows with the construction joint between the floor and wall alabs. Seepage barriers, drainage blankets and drains should be installed where needed to eaintain hydraulic flow integrity through the structure and to accoeeodate anticipated setU...ent or elongation in the longitudinal or transverse directions. I) Eurgency spillways should boo capable oI: safely conveying excess flood flows eround or through the dae. They should not operate except at floods greater than the principal spillway design flood. DNR TB-16 Design Criteria and Guidelines for Iowa Dams ~I Ear~ _ergency spillways should be subjec~ ~o ~he following aina.... re~uireaenb a~ ~he con~rol section, 1) lIina.... bo~~oa wid~h - 10 fee~. Z) On llajor S~ructures, aina.... dep~h 3 fee~. On o~er s~ructures, ainaWl dep~h - Z fee~. (Elevation of ~op of claa sinus elevation of eaergency spillway cres~. I 3) The profile ~hrough ~he ...ergency spillway should be horizontal for a~ leas~ 30 fee~ ~rough ~he crest control section. 4) Exi~ channel slopes should not be less than IX or greater ~an lOX. but should provide for aaintaining critical dep~ control at the crest. (I For da.. where substantial erosion in the eaerø-ency spillway would pose the risk of a daa failure. ~e flow velocities during the freeboard design flood should be non-1rosive. Nhere such erosion would pose no substantial risk of failure. the flow velocities should be non-erosive at the discharge which occurs when flow through the con~rol section isa~ 3070 of the .ua.... depth. On vegetated spillways. ~e non-1rosive velocity should be <leterained ass_ing the vegetation is well established. LI Eaergency spillways should be constructed in undisturbed soil wherever possible. Nhere no viable alternative is available. they say be constructed on fill as a rasp spillway. III Saooth transitions in horizontal and vutical alignaent should he provided a~ and between the inlet. the control at ~he cres~ and the outlet sections of eaergency spillways. HI All spillways should discharge a safe A:DItM/ 354-90/.p December, 1990 distance froa the toe of the cIaa, and the inle~s and outle~s should be so located and aligned as to ainilaize risk of erosion cIa.age to ~e daIII or of daIIIage to downstreas buildings, roads, class or other structures. 0) An adequate energy dissipation structure I stilling basin) or an aUernative acceptable .ethod should be incorporated at the outlet of all struc~ural spillways. On aajor structures. uplif~ analysis and arching requir...ents should be considered. CIIAPIER " E!IIAJOCI1EKIS The earth eabankloent of a daa should be designed and built according to the following criteria and guidelines. AI Foreslopes and Backslopes. Eabankloenb should be built of suitable aaterials and wi~h stable slopes. Foreslopes should not be steeper than 301 (horizontal to vertical I in till or loess soils below the peraanent water level. Above the peraanent water level, foreslopes should not be steeper than Z.S,l in till soil or 3,1 in loess soU. Backslopes should not be steeper than Z.Sol in till soils or 301 in loess soils. steeper foreslopes or backs lopes say be used if justified by soil tests and stability analysis. BI Settl_ent Allowance. A .inau. vertical se~tl_ent allowance of five percent of the depth of fill should be provided unless a lesser _ount is justified by soil tests. CI Top Width. The .in1lo- ..bankloen~ top width should be 14 feet for daas ZS feet high or higher. As a rule of th_b. the top width could he reduced by two feet for every five feet of reduction in the height of the cIas to a .ina- width of eight feet. The top width of class witl>~oads acroSS the crest should be consistent with - 7 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams no...al roadway design practices, including roadway and shoulders. 01 Core Trench. Core trenches should be located approximately along the centerline laxis! of the earth fill. It should be continuous across the base of the fill extending into and up the side slopes of the ciano abut>oents to normal reservoir level. The core trench should be excavated to sinill... depth of five feet or until a suitable base saterial is reached. The base width should be that which will acconuoodate excavating e,uipsent, but not less than eight feet. The side slopes of the core trench should not be steeper than 1,1, regardless of depth or width of base. hopervious saterial shall be used in backfilling the core trench. EI Have Erosion Protection. On the upstre.... face of the daB, a horizontal bench or bel'1ll at least 10 feet wide usually should be provided at the no...al pool elevation to lillit cIanoage frOla wave erosion. On larger inlpoundaents, rip rap or other physical aeans of protection should be considered whether or not the be... is provided. FI Site Preparation. All vegetation, sod, st...ps, and large roots should be rellloved fr... the eabanlaaent site, and the ground surface scarified to provide bond with the earth fill. Overhanging banks, pits, or holes should be sloped and graded so slopes do not exceed 101, and any other sharp discontinuities in the ground surface shall be ..oothed. Special consideration should be given to the reaoval of sandy or sucky deposits unle..s otherwise provided for in the design. In till soils, topsoil should be saved and placed as a surface layer over the finished eabankaent to provide an ade,uate seed base in estabUshing vegetation. A:DAJ1S/354-90/sp - 8 - December, 1990 GI Fill. Fill .aterial should be clean earth containing no appreciable asounts of vegetation, large rock, frozen saterial or other foreign substances. Fill should not be pleced on a frozen foundation or in freezing weather. Hoisture content of the fill should be sufficient to assure acle< uate cOlapaction. A soisture content slightly higher than optinl... is reconuoended. An above OptinlWII soisture content is desirable frOla the standpoint of providing a sore plastic eoobanlaaent capable of resisting greater differential settl.ent without experiencing potentially hazardous cracking. Unless otherwise specified after soil testing, fill should be placed in horizontal lifts not exceeding eight inches extending over the entire fill area and cOllpacted by not less than four overlapping passes by sheepsfoot or rubber tired rollers. Ssooth steel rollers or passes by caterpillar tracks are not considered acle< uate for cOllpaction of earth-fill class. The surface of the fill should be scarified or roughened if sufficient tise elapses between lifts for a crust to develop. Backfill adjacent to spillway structures and anti-seep collars should be carefully placed and ....pacted by hand e< uipsent. Heavy e< uip.ent shall not pass OYer conduit structures until two feet of cOllpacted earth cover is in place. HI Drains. Internal ...page control drains are rec....ended for all daas and are nornoally 1'e< uired on ....jor structures unle.. soils investigation finds they are not needed. Drains should be capable of preventing saturation of the cIownstr..... portion of the eabanbent by intercepting any seepage through the fill or the foundation and any seepage along structural spillways or concluits. DNR TB-16 Design Criteria and Guidelines for Iowa Dams December, 1990 U springs are encountered during site preparation. drains should be provided to allow a controlled outlet. II Seeding. As soon as possible after earth fill for the _banlanent is cCllpleted. the _bankaent and any other exposed areas should be seeded. lIuteh or other aeans of erosion control can be placed as part of seeding and Maintained until vegetation is established. Grass or vegetative species selected for use should be appropriate for the soils and conditions expected at the site. Crown vetch is gsnerallY not acceptable for daB eabankaents or eaergency spillways. JI Riprap. Riprap shall be designed for its expected use and anticipated vater velocities. All riprap should be placed on a properlY designed bedding unless the gradation of the underlying base saterial is such that it will not infiltrate through the riprap. or an acceptable filter fabric is used. 10 Groins. HIIere the eabankaent foreslopes and backslopes intersect the natural or sodified abu_nt slopes, appropriate groin design and erosion control recOlUOendations should be provided. bbankaents CCllpOSed of concrete, rock. or other saterials, as associated with gravity, rockfill and arch _s, designed in accordance with standards by the U.S. Aray Corps of Engineers. U.s.D.A. Soil Conservation Service. or the U.s. Bureau of Rec::l..ation are generally acceptable. These types of _s are not noraally constructed in Iowa. CIAPIEII n SPECIAL REQUIREJ1EK1'5 FOR IlAJOR DAI! 5TllUCI'llRES Because of the size. public ÌIIportance. or potential hazard of a sajor - structure. a higher level of investigation. design and usurance of proper construction is needed. A ujor - structure 18 defined as a - _ting any of the following criteria. A:DAl!S/354-90/sp 1. Any high hazard daM. z. Any soderate hazard dam vith penanent storage exceeding one hundred (100) acre-feet or a total of penanent and tesporary storage exceeding tvo hundred fifty (ZSO J acre-f.et at the top of the dam elevation. Any dam. including Iou hazard claas, vhere the height of the emergency spillway crest seasured above the elevation of the channel bottCII at the centerline of the dam (in feet I sultiplied by the total storage vol...e ( in acre-feet I to the emergency spillvay crest elevation exceeds 30.000. For _s without emergency spillways. these aeasur..enb shall be taken to the top of - elevation. 3. "" a condition of penit approval, the folloving it..s will be required for sajor - structures. AI A soils and foundation investigation shall be sade vhich includes the evaluation of slope stability re< uir..ents, anticipated vertical settle...nt and horizontal elongation. seepage and underseepage potential. vhether cathodic protection 18 needed for setal pipes, and proper construction practices for the soil types and conditions encountered. stability evaluation shall include end of construction. steady state seepage and suelden drawdown conditions. BJ Anticipated sedÌllentation rates and their apact on the life and usefulness of the apoundaent shall be investigated. SeelÌllent storage sball be provided in the, vol.... nec.s....ry for continuation of design uses of the ÌIIpoundaent throughout its design lifs. CI A gated low lsvsl owtlst shall be provided vhich is capable of draining st least SO percent of the penanent storage behind the - within reasonable length of tÌlle. The pipe conduits shall be designed so that - 9 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams negative pressures will not occur at any point along the system. DJ In order to assess the degree of threat to lile and property located downstre.. of the -. a daJII breach analysis uy be required. The analysis will be made to determine the MoSt adverse failure condition and the resulting peak outflows and water surt"ace elevations downstre... of the d... following failure of the - during the freeboard design storm. EJ Construction shall be inspected by an engineer registered under Chapter 114 of the Code of Iowa or by a trained inspector under the supervision of the engineer. The engineer shall prepare and certily as-built plans ~ter cOlllpletion and a report detailing any unusual circuutances encountered during construction and sublit th.. to the Departaent of Natural Resources. ATI'II. Flood Plains. FJ The applicant. as a condition of the penit. shall su...it an annual eaintenance and inspection report. The report shall describe eaintenance work done since the previous annual report. describe any deBciencies observed in the - or appurtenant structures. detail the r_edial eeasures necessary and the eethod and tiee the. applicant proposes to correct the deficiencies found. If there is a change in the land use downstre... of the dam. this change should be noted on the annual eaintenanee and inspection report. The applicant uy also be r..,uired to provide additional inspections and reports by an engineer or other ~ual1fied personnel. CIIAPIER 't'U SPECIFICATIONS Nban detailed project specifications ara prepared. they should include the following i~onation . AJ The general provisions. which specily . the rights. duties. and A:DAIIS/354-90/ s-p - 10 - December, 1990 responsibilities of the Duner. Applicant, Applicant's Engineer. and Builder or Contractor. and th~ prescribed order of the work. BI The technical provisions which describe approved work aethods. ..,uip"ent, uterials and desired end results. CI Special provisions as say be re~uired which describe those technical details that ara not usually contained in standard technical provisione. CIIAPIER nn: DAK BREACI AllAI.YSIS AJ In sOllIe cases it will be necessary to evaluate the conse~uences of a daa 'failure to verily hazard classilication or ad..,uacy of design. A special case of - breach analysis will involve failure or lIoproper operation of flood control gates or other structures. BJ Nbere such evaluations are ude by the departaent' s staff. the necessary data will be obtained froa topographic -po or other available inforution. If that infonlation is not adeo uate. the applicant uy be r..,uired to obtain' additional downstre... eurvey data. CJ Prediction of the downstrea.. cons..,uences of a hypothetical da" breach r..,uires several coaponent eteps. developeent of the iIIpoundeent inflow hydrographl routing the hydrograph through the lIopoundeentl selecting failure conditions for the structure I calculating the outflow hydrograph froa the failed structure I and eodeling aov_ent of the flood wave downstre... to detenine travel tille. inundated areas. auill.. water surt"ace elevations. etc. DJ The criteria. .ethodology. and coaputer prograes developed by the U.S. Corps of Engineers. the National Heather Service. the U.S.D.A. Soil Conservation Serviee. and the U.S. DNR TB-16 Design Criteria and Guidelines for Iowa Dams Geological Survey for saulating a hypothetical da8 failure are, in general, acceptable. CIW'ŒII DC OPERATING PLAN For any - with gates or other aoveable structures which MuSt operate or be operated during tiDIeS of flood or to provide a aina... downstre... release rate, a written operating plan shall be prepared. DevelopMent of such a plan is considered part of the design process. The following shall be addressed in preparation of the operating plan. AI Responsibility No operating plan can be expected to work properly unless it can be assured the necessary personnel will be present to operate the ""uipaent. or. in the case of autOMatic ""uipllent, to Monitor it and insure it is functioning properlY. The plan shall identify who is responsible for operating and Monitoring the e< uip..ent and provide Means to assure the necessary personnel are present when needed. 81 Operating Circwastances The circwastances under which operation MuSt occur shall be clearly defined. and a Means provided to insure that operating personnel are present when necessary. CI llethod of Operation The Means and Methods by which operation is to be conducted shall be clearly defined. Included shall be such iteas as rates and s""uences for opening or closure of gates, pool level vs. gate setting tables. etc., as r""uired. The operating plan shall allow for safe passage of all floods up to and including the freeboard design flood. Flood discharges through the daa A:DANJ/ 354-90/ Jp December, 1990 greater than the design peak flood inflows into the apoundloent shall not be permitted. In design and analysis, due consideration shall be given to the potential apacts of the operating procedure on both downstre... and poolside lands. The plan should also address low flow situations and should specify ainaua release rate and how it will be provided and Maintained. Consideration shall also be given to and allowance Made for the possible failure of or aaUunctioning of the equipMent. DJ Discharge "easur....ent A aeans shall be provided to determine the discharge through the control structures, especially where operation is to Maintain a aina... downstrea. flow. Control setting vs. discharge tables, streaaflow gages or other aeans of obtaining discharge readings shall be provided. The settings of control structures shall be easily read. CIW'ŒII X . UI8IS. EASeIEHI'S, RIGHTS-oF-WAY The dete...ination of lands, eas...ents. and rights-of-way required for the construction, operation and aaintenance of a da8 project are considered part of the design process. An application for approval of a daa project shall include infonlation showing the nature and extent of lands. easeaents. and rights-of-way which the applicant bas acquired or propose. to aC< uire for the project. Ac< uisition of lands, easeaents or rights-of-way for construction, operation, and aaintenance of daa project shall be consistent with the following criteria. AI Ownership or perpetual easeaent. shall be obtained for the area to be occupied by the - eabankllent, spillways and appurtenant structures, and the pereaoeot or aaxaUII oo...al pool. - 11 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams BJ Ownerohip or easeJIenb shall be obtained tor teMporary flooding ot areas which would be inundated by the flood pool up to the top ot daM elevation and tor spillway discharge areas . C) Ea_ents covering areas attected by t...porary flooding or spillway discharges shall include provisions prohibiting the erection and usage of structures for h...an habitation or ooouoeroial purposes without prior approval by the Departeent ot Hatural Resouroes . DJ In locating the site of a daII and in obtaining ease.ents and righb-of-way, consideration should be given to the iapaob which changes in land use dewnstrean ot a daII and adjacent to the iIIIpoundnoent could have on the hazard olass ot the daII. the operation of the daII, and the potential liability of the dam ewner. EJ The applioant .ay be re~uired to ao~uire control over lands dewnstrean froe the dae as necessary to prevent dewnstrean develop.ent which would aftect the hazard class ot the daII. * This chapter is substantively identical to S67--72.3IZJ"b", Iowa Ac8inistrative Code. CIIAPŒJI XI Jm)ROLDGIC AMI HYDRAULIC DESIGN REFEREIICES ~ Handbook ot Applied Hydrology by Ven Te Chew. _w-Hill Book Coepany. 1964. Handbook of Applied Hydraulios by David and Sorensen. IIc:Graw-Hill Book Coepany. 1969. Handbook of HYdraulios by )(ing and Brater. IIc:Graw-Hill Book Coepany. 1963. Nater Resources Engineering by Linsley and Frandni. IIc:Graw-Hill Book Coepany. 1963. u.s. Departeent ot Interior. Bureau ot A:DAlfS/354-90/ sp - 12 - December, 1990 Reolantion Design ot Aroh Dans. 1977. Design ot Gravity D....s, 1976. Design ot Small Canal Structures. 1974, Revised Reprint. 1978. Design ot SIoall Dans, Znd Edition. 19731 Revised Reprint. 1977. Disoharge Coettioienb tor Irregular Owedall Spillways, Engineering IIonograph No.9, 19SZ. Hydraulio Design ot Stilling Basins and Energy Dissipators. Engineering IIonograph No. ZS. 197B. Unitgraph Procedures, 1965. InteriJa Guidelines tor Preparing Inundation lleps tor Areas Downstrean ot Bureau ot Reclaeation Dans. Corps ot Engineers Engineering llenuals (Ell), Ell IIID-Z-1411 Standard Project Flood Deterllinations . Ell IIID-Z-I6DZ Hydraulio Reservoir Outlet Structures. Dedgn ot Ell IIID-Z-16D3 Spillways. Hydraulio Design of Ell IIID-Z-I908 Instr_entation ot Earth and Rooktill Dans. Ell IIID-Z-ZZDD Gravity Dan Design. Ell IIID-Z-Z30D Earth and Rocktill Dees General Design and Construotion Considerations. Ell IIID-Z-SO Low Level Disoharge Faoilities for Drawdown ot bapouncaents. Ell IIID-Z-145D EstiJaates. Hydrologic Frequency DNR TB-16 Design Criteria and Guidelines for Iowa Dams En 1110-Z-Z%1 Have JIIInup and llind Setup on Reservoir Eabanlallents. Il1ning E~orc....ent and Safety Adlll1nistration Engineering and Design ltanual. Coal Refuse Dbposal Facilities. 1975. Sol1 Conservation Service National Engineering Handbook. Section 4 - Hydrology Section 5 - Hydraulics Section 11 - Drop Sp111ways TR-39 Hydraulics of Broad-crested Spillway TR-48 C-puter Prog.... for Project Fonoulation-Structure Site Analysis "DAIIS-Z" TR-49 Criteria for the Hydraulic Design of bopact Baeins TR-SZ A ¡;"ide for Design and Layout of Earth Eaergency Sp111ways TR-SS Urban Hydrology for _11 Hatersheds TR-S9 Hydraulic Design of Riprap Gradient Control Structures TR-60 Earth IIaJos and Reservoirs TR-61 CoIIputer Prog.... for Nater Surface Profl1es TR-66 Siapl1fied Procedure IIaJo Breach Routing DH-8 Entrance Head Losses in Drop-Inlet Spillways _-I Tentative Gwides for Dete...ining the Gradation of! Fl1ter !laterals National Neather Service Techn1ea1 Paper No. 40 - Rainfall Frequency Atlae of the United States (for Duration froll 3G n1nuten to 24 hourn and Return A:DANS/354-90/<p December, 1990 Periods frea I to 100 yearsl. 1961. Technieal Paper No. 49 - Two to Ten Day PreciPitation for Return Periods of Z to 100 Years in the Contiauous United States, 1964. HydrOOleteorological Report No. 51 Probable llaxiøo... Precipitation Estiøoates, United States East of! the IOSth lleridian, June. 197B. DAI1BRI(. NIlS Daa-Break Flood Forecasting Hodel. Hov_ber. 1979. Illinob State Hater Supply Precipitation Relations for Uae in Daa ~ety Pro1ect by Floyd Hwff. 1980. Tin Dbtribution of Rai~all in Heavy ~ by Floyd Huff. 1967. Iowa Departaent Stewardship of Agriculture and Land CI1aatology of Iowa Series .Z. Revbed. Iowa Rai~all Frequencies by Pawl Haite, 1988. CI1aatology of! Iowa Series No. 3 - ~ Greate.t Z4-Hour Precipitation and Related Store Data by Pawl Haite and Pawl Jaeger. United States Geological Survey Bulletin No. 7 - Drainage Areas of! "Iowa Streaas by O.J. Lariøoerl Reprinted. !larch, 1974. Bulletin No. IZ - Floods in Iowa. A C-parative study of Reaional Flood Frequency llethods by Oscar G. Lara. 19'74. Nater Resource. Investigation Report 87-4132 llethod for E.tiaatin" The lIa"nitude and Frequency of Floods at u""""ed Sites on Unreøulated Jlllral S- ~. by Oscar G. Lara. 1987. Federal Highway Ac8inbtration Hydraulic. Engineering Circulars. .", - 13 - DNR TIJ-16 Design Criteria and Guidelines 'for Iowa Dams December, 1990 HEC No. 10 - Capaci~ Charls for the Hydraulic Design of Highway Culverts, Nove.ber, 197Z. HEC No. 11 - Use of Riprap for Bank Protection, June, 196 7. HEC Ho. 13 - Hydraulic Design of IoIproved Inlets for Culverts, August, 197Z. HEC No. 14 - Hydraulic Design of Energy Dissipator for Culverts and Channels, Dec....ber, 1975. HEC Ho. 15 - Design of Stable Channels with Flexible Linings. October, 1975. Hydraulic Design Series Ho. 1 - Hydraulics of Bridge Waterways. Znd Edition, 1970. Hydraulic Design Series No. 3 - Design Charts for Open-Channel Flow, 1973. Hydraulic Design Series No. 4 - Des1an of Roadside Drainage Channels, 1965. Hydraulic Design Series No. 5 - Design of Highway Culverts. Sept....ber 1985. Agricultural Research Service The SAF Stilling Basin, 1959. Hydraulics of Closed Conduit Spillways, Parts I - XVII. A:DAJ1S/354-90/sp - 14 - Joint Application Form PROTECTING lOW A WATERS lOW A DEPARTMENT OF NATURAL RESOURCES AND U.S. ARMY CORPS OF ENGINEERS Section Examples Forms PROTECTING IOWA'S WATERS TABLE OF CONTENTS 1. 2. 3. 4. 5. 6. 7. 8. Introduction Regulated Activities - Who Must Apply The Applicant's Role The Regulatory Agencies The Permit Process Preliminary Coordination Reporting Unauthorized Construction Permit Programs 9. U.S. Army Corps of Engineers Iowa Department of Natural Resources Instructions for Completing the Joint Application Form 10. Special Instructions for Completing Joint Application Form. II. Agency Mailing Addresses Example Completed Application Example Completed Drawing Joint Application Form Drawing Sheets (Sheets I and 2) ~ I I I I I I I 2 I ~ .~ 3 3&4 4 I. INTRODUCTION Laws of the United States and the State of Iowa have assigned the U.S. Army Corps of Engineers and the Iowa Depanment of Naturat Resources with specific and different regulatory roles designed to protect the waters within and on the State's boundaries. Protecting Iowa's waters is a cooperative effort between the applicant and regulatory agencies. This application package has been designed to assist applicants in initiating the pennit process with both agencies for construction, excavation or filling in a water of the state or on a floodplain. Instruction and application fonns are contained within the package. This application package also contains a description of the activities that are regulated by these agencies, the applicant's role io protecting lowa's waters, an explanarion of the agencies' roles, and a description of the application process. 2. REGULATED ACTIVITIES WHO MUST APPLY Construction, excavation or filling in streams, lakes, wetlands. or floodplains DUly require pennits from both agencies. The anached application fonn is to be used to begin the pennit process for any of the following activities: a. cuning the bank of a river or stream; b. any excavation or dredging in a stream or river channel; c. channel changes or relocations (including stream straightening); d. construction of any permanent dock, pier, wharf, seawall. boat ramp, beach, intake or outfall structure on a stream, river. or lake; e. placement of any fill, riprap, or similar material in a stream, river channel, lake, or wetland; f. construction of a dam across aoy waterway; g. placement of fill. construction of levees. roadways and bridges; and similar activities on a floodplain; or h. construction of buildings on a floodplain. The Iowa Depanment of Natural Resources also requires pennits for the construction and operation of water and waStewater treatment facilities, water withdrawal, water storage, and solid waste disposal and should be contacted for infonnation about these pennits. 3. THE APPLICANT'S ROLE Iowa's water resources were once seemingly abundant and limitless. As development intensified and technolngy advanced, it became apparent that individual and cumulative effects of man's actions did have an impact and there indeed was a limit to the state's water resources. The applicant's role is to obtain the necessary approvals and pennits to conduct an activity so that the wise use and the protection and maintenance of the existing state's water resources can be ensured. 4. REGULATORY AGENCIES' ROLES In Iowa, two agencies administer pennit programs for protecting the state's water resources and ensuring their wise use. These agencIes are: a. The US Army Corps of Engineers; and b. The Iowa Department of Natural Resources. Their roles, when considered together, include the protection of navigable waters; protection against unwise floodplain development; ensuring the Wise and beneficial use of water; maintenance and enhancement of water quality; protection of fish and wildlife habitat and protection of the public interest. The regulatory programs administered by each of these two agencies are described in more detail in Section 8. "Pennit Programs" has distinctive review criteria and administrative and legal requirements. 5. THE PERMIT PROCESS The application package is designed to assiSt the prospective applicant in meering tbe various legal and administrative requirements of both agencies. By following the instructions for completing the application fonn and submining a copy to each ofthe agencies listed in the instructions, the pennit process is initiated. Each agency will review the application fonn to detennine whether a pennit (or permits) will be required. If a pennit or pennits are required you will be notified of that and whether any additional infonnation will be needed before tbe penni! can be processed. If a pennit is no! required from either agency receiving your application, you will be notified by that agency. Be sure to allow 60 to 120 days for application review and processing. Proceeding without the necessary permits is against state and Federal laws and may result in legal proceedings and fines. 6. PRELIMINARY COORDINA nON If you are unsure whether a particular action or project is regulated and requires a permit. or if you wish to discuss specific concerns with any agency, please call. The agencies and telephone numbers are listed in the instructions of the application form. 7. REPORTING UNAUTHORIZED CONSTRUCTION Altbough the permit programs described in Sectinn 8 on page 2 use the pennit requirement mechanism to protect our waters, the programs also have specific powers to deal with unauthorized projects or activities. If you wisb to request an inveStigation of a project which may be unauthorized. contact either of the agencies listed. Specific infonnation describing the activity, dates and individuals invnlved, as well as photographs are extremely helpful and should be forwarded whenever possible. Remember, protecting lowa's waters is a cooperative effort. 8. PERMIT PROGRAMS US ARMY CORPS OF ENGINEERS The basis for the US Army Corps of Engineers regulato!)' functions over public waterways was formed in 1899 when Congress passed the Rivers and Harbors Act of 1899. Until 1968 the Rivers and Harbors Act of 1899 was administered to protect only navigation and the navigable capacity of this nation's water. In 1968, in response to a growing national concern for environmental values. the policy for review of permit applications with respect to Sections 9 and 10 of the Rivers and Harbors Act was revised to include additiooal concerns (fish and wildlife. conservation, pollution, aesthetics, ecology, and general welfare) besides navigation. This new type of review was identified as a "public interest review," The Corps of Engineers regulatory function was expanded when Congress passed the Federal Water Pollution Control Act Amendments of 1972. The purpose of the Federal Water Pollution Control Act was to restore and maintain the chemical, physical, and biological integrity of this nation's waters. Section 402 of the Act established the National Pollutant Discharge Elimination System (NPDES) to regulate industrial and municipal source discharges of pollutants into the nation's waters. The NPDES permit program is administered by the Iowa Department of Natural Resources and should not be confused with the Corps of Engineer's Section 404 permit program. Section 404 of the Federal Water Pollution Control Act (now called the Clean Water Act due to amendments in 1977) established a permit program to be administered by the Corps of Engineers to regulate the nonpoint source discharges of dredged or fill material into waters of the United States. IOWA DEPARTMENT OF NATURAL RESOURCES The Iowa Department of Natural Resources (IDNR) is the state agency creàied by consolidating all previous duties of the Department of Water, Air and Waste Management; the Conservation Commission; the Energy Policy Council; and the Iowa Geological Survey. The IDNR administers permit programs for conserving and protecting Iowa's water, recreational and environmental resources, and, for the prevention of damage resulting from unwise floodplain development. The Department also has jurisdiction over sovereign lands and waters and cenain fee title lands of the State (Iowa Code, Chapters 106 aod I I I). 00 meandered streams and lakes, sovereign state property is that land helow the ordinary high water mark, A summa!)' of the Department's permit programs relating to protection of water and recreational resources and adjacent lands. is as follows: a. Floodplain Construction Permits b. Water Quality Cenification c. Construction Permits on Fee Title and Sovereigo Lands and Waters d. Permits Requiring Special Applications I. non-permaneot docks 2. commercial sand and aggregate removal from meandered streams e. Other Related Permits (a). Floodplain Construction Permits The Department has authority to regulate construction on all floodplains and floodways in the state. The Department's administrative rules explain when a permit must he ohtained for various types of floodway/floodplain-development. Examples are chanoel straightening. levee constructioo, excavation and stockpiling of overburden and rock materials, huilding construction, dams, stream crossing, and bank protection work. Any person who plans to perform or allow such floodplain construction has a duty to contact the Department to determine if a floodplain construction permit is needed. (h). Water Quality Certification State Section 401 water quality cenification is mandatory for all projects requiring a Federal Section 404 permit. Section 401 water quality cenification is the Department's concurrence that a project is consistent with the state's water quality standards. Short and long- term impacts to water quality and water-related uses are evaluated in the Section 401 certification review. (c). Construction Permits ~ " Pursuant to Section 114.4 of the Iowa Code, the Iowa Department of Natural Resources may authorize a person, association, or corporation to huild or erect any pier, wharf, sluice, piling, wall, fence, obstruction, building or erection of any kind upon the jurisdiction of the Iowa Department of Natural Resources when it is found to be in the best interest of the public. (d). Special Applications Non-permanent docks - (This is the standard recreatiooal boat dock.) special dock permit application forms are available throughout the state at all Iowa Department of Natural Resources field offices, and at the Iowa Department of Natural Resources central office located in Des Moines, Iowa. If your project involves a dock structure, then the dock permit application form should be sent to the Iowa Departmeot of Natural Resources conservation officer in your area, in lieu of the forms in this packet. If your dock is located along the Mississippi River, Missouti River or on a Corps managed reservoir, you should send the completed application form in this packet to the Corps of Engineers only. Sand and Aggregate Removal from Meaodered Streams - special application forms are required. These are available at the Iowa Department of Natural Resources, land and Acquisitioo and Management Bureau. Wallace State Office Building, Des Moines, Iowa 50319. (e), Other Permits Related to Water Resources Additional Departmental permits may be required depending upon the project. Examples of additional permitS from tbe Department relate to the construction and operation of water and wastewater treatment facilities, water withdrawal and water storage permitS, solid waste disposal, air quality permitS, etc. 2 9. INSTRUCTIONS FOR COMPLETING THE JOINT APPLICA TrON FORM Submit a copy of the completed application form and drawings to the appropriate District of the US Army Corps of Engioeers, and to the Floodplain Management and Sovereign Lands Sections (one copy to each) of the Iowa Depanment of Natural Resources. The mailing address and telephone number of each agency is provided in Section II. Please remember to keep a copy for your own reference. The application form tIUly be photocopied. It is very important that the application is complete and accurate. If additional space is needed for any item on the application form, anach a separate sheet or paper to the application sent to each agency. A sample copy of a completed application is provided for reference. IF YOU NEED ASSISTANCE IN FILLING OUT THE APPLICATION FORM, PLEASE CALL ANY AGENCY OFFICE LISTED. Additional information may be required by any or all of the agencies before further processing of your application may proceed. The applicant will, however, be notified of such needs by the agencies. General instructions for completing the applicatwn form are provided on the form Itself. Specific instructions on completing items 3. 4. 5, and 12 of the form and the information to be provided on the drawings are provided in Section 10. Information in the application is made a maner of puhlic record through issuance of a public notice. Disclosure of the information requested is voluntary; however, the data requested is necessary in order to communicate with the applicant and to evaluate the permit application. If necessary information is not provided, the permit application cannot he processed nor can a permit be issued. 18 United States Code Section 100 I provides that: Whoever, in any manner within the jurisdiction of any depanmcnt or ageocy of the United States knowingly and willfully falsifies. conceals, or covers up by any trick, scheme, or device a material fact or makes any false, fictitious, or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious, or ITaudulent statement or entry, shall be fined not more thao $10,000 or imprisoned not more than five years or both. Applicant is informed that all approvals must be obtained before work can be started. 10. SPECIAL INSTRUCTIONS FOR COMPLETING THE JOINT APPLICATION FORM JOINT APPLICATION FORM Item 3 - Applicant(s) List the name, mailing address, and telephone number of each applicant. The applicant(s) shall be the person(s), firm(s), corporation(s). etc. who have or will have the responsibility for the property on which the project will be located by reason of ownership, easement. or other agreement. If the property is not presently owned by the applicant, anach an explanation of any easement or rights-of-way which have been or will be obtained, or how such land will be acquired. If a project is being proposed by a lessee, the lessee and lessor should be joint applicants. In some instances, agency staff may request additional information on all panies having a legal or equitable interest in the involved land, List all applicants. Space has been provided for the listing of up to three applicants. Attach an additional sheet if necessary. Item 4 - Authorized Agent If the applicant designates an authorized agent for the purpose of obtaining the permits, list the name, address, and phone number of the authorized agent in Item 4. During the permit process, all cOfmpondence, such as requests for additional information, will be sent to the authorized agent. Item 5 - Project Description and Remarks The applicant must provide a complete description of the activity and always include the purpose and intended use. For any major activity, additional support information should be provided by attached sheets to the application. Dredging and fill Activities. Describe the location, type, composition and quantity oftIUlterial to be dredged/filled, method of dredging/filling, and method of transponation to disposaVfill site. Also describe the disposaVfill site by including location, quantity of material it will hold, composition of receiving soil, and the method of containment. Provide Iowa Depanment of Natural Resources material analysis data as required. Item 12 - Applicant Verification The applicarion must be signed by each applicant. However, Ibe applicarion may be signed by a duly authorized agent (name in Item 4) if Ibis form is accompanied by a statement by the applicant(s) designating the agent. NOTE: b. If Ibe applicant is a corporation, Ibe president or otber aulborized officer shall sign Ibe application form. If the applicant is a county, city or other political subdivisioo, the applicarion form shall be signed by an appropriate authorized officer. If Ibe applicant is a partnership, each partner shall sign Ibe application form. If Ibe applicant is a trust, Ibe trust officer shall sign the name of the trustee by him (or ber) as trust officer. A disclosure affidavit must be filed wilb the application, identifying eacb beneficiary of the trust by name and address and defining the respecrive interests Iberein. c. d. DRAWINGS (forms provided) Each sheet of drawing submitted should contain a title block in the lower right hand comer identifying the proposed activity, the name of the body of water, river mile (if applicable), number of sheets and total number of sheets in a set, and date Ibe drawing was prepared. Certified engineering plans may be submined in lieu oflbe drawing sheets if Ibe magnitude of the project warrants. (Note: The Department of Natural Resources may require submission of certified engineering plans.) (I) A vicinity map (in the upper right hand comer) which shows: a. project site; b. name ofwaterway; c. name of and distance to local town, community or oilier identifying location such as roads; and d. north MOW. (2) A plan (overhead) view ofthe project showing: a. existing shoreline and the normal water surface elevarion (if mean sea level datum is not used, adjustment should be indicated); b, adjacent property lines and ownership as listed in the application form; c. principal dimensions of the structure or work and extent of encroachment into Ibe waterway (as measured from a fixed Structure or object); d. floodway/floodplain lines if established and ifknown; north MOW; and f. graphic or numerical scale. (3) A cross-sectional view oflbe project showing: a. shoreline, elevations, extent of encroachment, principal dimensions of the work as show in plan view; and b. graphic or numerical scales (horizontal and venical). 11. AGENCY MAILING ADDRESSES Send appropriate copies of !be completed application to each agency listed below. (Agencies are specified at !be bottom of each sheet in the packet.) (I) Corps of Engineers (I copy) Cboose Ibe appropriate address. The Omaha District bas regulatory jurisdiction over the Missouri River, its contiguous wetlands, and Carter Lake. The remainder of the projects occurring in Iowa are regulated by Ibe Rock Island DiStrict. US ARMY ENGINEER DISTRICT Rock Island Corps of Engineers Clock Tower Building Post Office Box 2004 Rock Island, minois 61204-2004 Tel: 309/794-5373 OR î .! US ARMY ENGINEER DISTRICT Omaha Corps of Engineers 8901 South 154" Street Omaha, Nebraska 68138-3621 Tel: 402/896-0896 (2) The Iowa Department of Naturnl Resources (2 copies) Wallace State Office Building Attention: Floodplain Permits Section (AND Sovereign Lands Section) 502 EaSt 9" Street Des Moines, Iowa 50319-0034 Tel: 515/281-8693 For information on specific permitting activities, telephone: Flood Plain Permits (515) 281-8693 (515)281-8675 Sovereign Land - Fee Title Water Quality Certification (515) 281-7025 (515) 28t-6615 (515) 281-6554 Recreational Boat Docks Sand and Gravel Permits (515) 281-5806 4 1. AppJi,"iooN=b" JOINT APPLICATION FORM rmMS 1 AND' FOR AGENCY USI. 2.D",R"~"" J "d 4. (SEE SPECIAL INSTRUCTIONS) NAME, MAIUNG ADDRESS AND TELEPHONE NUMBERS Hom' (319 ) 536 . 7829 Hom' kAppli~", '>App""" 'b.Appli~", Donald Hilton 486 N. Waring Ave. Iowa City, IA 52240 B"si"", ( B".i.m ( 4>A"~"i"dA"",(if,,y) Sarah J. Smith Smith and Associates 1234 Main Street Iowa City, IA 52240 Pho", (319 ) 555 - 6489 Plio", Plio", 5. PROJECT DESCRIPTION AND REMARKS, Place riprap along approximately 600 feet of eroding riverbank, The purpose is to protect the bank from ero ding closer to existing building. Approximately 1,200 cubic yards of quarry run rock riprap is expected to be placed along the bank at a slope of 2:1. 6. IMMEDIATE AND ADJOINING PROPERTY OWNERS 1. Mr. Winston G. Smith 484 N. Waring Ave" Iowa City, IA 52240 2. Mr. Richard Thomas 488 N. Waring Ave" Iowa City, IA 52240 319-536-5738 319-536-7736 7. PROJECT LOCATION 486 N, Waring Avenue IN OR NEAR CITY OR TOWN (NAME) in Iowa City COUNTY Lo,., D""ip'ioo SE S,,"oo Tow",hip """ 15 78N 6W Zoos N,,~ w, 15 4755810 555700 Ri",MiI, 15Mav2001 STREET, ROAD OR OTHER DESCRIPTIVE LOCATION Q~rt" VTM (U.i",.., T".w"" Mm"')' IfA"iI.bl, STATE ZIP CODE W"'~'Y Johnson IA 52240 1 Mav 2001 Iowa River E. D>"."i,i~i1pwpo"d'o..mm,"" D." A,",i'y" "p,,"d 10 b, ..mp'",d 9. ¡"'yportiooof'h,"'i,i~f"whi,h..~"iu'iooisso",h'oow..mpl""1 IY" I X INo If>"w"i,"y"",i"">w",i.'h,P,oj,oD",rip"oo"dR,m,,ksS,,"oo.Mo",h,,d Ym.oi,i'ywti..mp"'" I."""'h",i"i"w",koo~,d"wi.,,. IO.Li">II>ppw'""""'rtifi"'ioo"dd"i.'"",i,,'fwmo~,,f,d"",i.""a". "'" "Io"""",i,, fo"""""'",""",,"io, ""h"", "..h"..",i,i" d",,", 'i. ,hi, .'ï,"¡i:!ìN'GAGENCY TYPE APPROVAL I!J.!!. DATEOFAPPIICATION DATE OF APPROVAL DATE OF DENlAL 11. CONSENTTO ENTER PROPERTY LISTED IN PART 7 ABOVE IS HEREBY GRANTED YES IX I NO I ] 12. APPLICATION VERIFICATION (SEE SPECIAL INSTRUCTIONS) Appli~,i" is h",bym>d, f"Jb, ."i,i,i" d",rib,d h",i.. I ,"'iCy ~"I.m f.milwwi,h~, i.fo~"oo ...ai",d '" ~'.ppli,"ioo, "d~" 10 'h,b", ofmykoow',d"..d bdid, .",h i.fo~1ioo i","" ..mp""'" "",m", I furth""niCy 'h..1 po"""h' ..Jbori~1O "d,"'k,~, pwpo"d ""vi",,, b~~ Januarv 20 2001 D'" Sign."",ofAppli"","A"'ho""'A,,", ~,.,:. L. J. .t'.... ¡it:" Si,.."", of Appli",'" A"'horizoiA",, Januarv 20, 2001 D.., Si,."""ofAppli~","A,,'h",i,,dA,,", Mail Copy To: 0 US Army Corps of Eogineers 0 IDNR Floodplain Permits Section 0.., 0 IDNR Sovereign Lands Section (Page 2 ofthe Application Form for Maps or Sketches) Project 51U Ì') 1 jDrt:ðs &ck lDp of' f!ocA R.iprap Existing Bank .3 Th,cK ApPTbx. 2:1 Slope Z I #o"/I'IQI Water I I L~v~/ I I I Max. River Bottom SECTION A-A 8mith Property l3uilding 0 PLAN VIEW Place a Vicinity Map in box above. i $ N i 1" 7r / Thomas I Property / I ::/'T<JI' Areo / I LIST OF ADJACENT PROPERTY OWNERS PROJECT DESCRIPTION: No. Address Name 1. Mr. Winston G. Smith 484 N, Waring Ave. 2. Mr. Richard Thomas 488 N. Waring Ave 3. 4. Riprap, Bank Stabilization LOCATION: Iowa River In Iowa City, Iowa CENCR FORM 427 1 OCT 07 (R.vi,"') SHEET - OF- JOINT APPLICATION FORM ITEMS I AND' FOR AO¡¡NCY USE I. Appb""on Nwnb" 2. Dol' R<c,ivod 3. ood 4. (SEE SPECIAL INSTRUCTIONS) NAME, MAILING ADDRESS AND TELEPHONE NUMBERS 30. Appb"nl 3b.Appb,," kApp¡',,", B",¡"" ( ) B",i"" ( ) B"i"" ( ) H""" ( ) Hom, ( ) Hom, ( ) 40. AoIhoriudAg,,'(ifooy) 4b.AOIho"',dAg,,'(ifooy) 4,. A"Ihoriud Ag"! (if "yl Pbo" ( ) Phon, ( ) Pho" ( ) 5 PROJECT DESCRlPTlDN AND REMARKS, 6. IMMEDIATE AND ADJOINING PROPERTY OWNERS. 7. PROJECTLOCATION STREET. ROAD OR OTHER DESCRIPTIVE LOCATION I 0""" S",i" Town'hio "n" Logol D""ip'o, IN OR NEAR CITY OR TDWN INAME) UTM (Univmol T"",v",, M"",,¡ Zoo, North Eo" IfAniiohl, COUNTY ¡STATE I ZIP CODE W",~.y Riv"Milo 8. Do.o"ivi!y¡'p"p",d"'oo~'n" D"'A"i~'yi",p""d,,b,oompl",d 9. b'nypo"¡"of'h' "'ivi<y f"whi,ho"Ihoriu'ion i, "",h'now oomol",' OY" ONo If ",w" i, "y,," giv, ~uo"' i, 'h, p"J'" D""ip"" "d R,m"k, S"h". MooIh ood y"",'i'",yw",oompl"" 1,"""Ih, "¡"i'gw,,k "Ih'dmw¡'g'. 10. L"'ollopp"nl"","¡fi,"i""dd"¡ol,~"i"df"moIh"f,d"ol,¡""'m"",o""""I','n,i"f""roolU~'.oon"ru"i".""h"g""",h"o,,¡v",i,,d,,,rih,di,Ihi,oppb"",,. ISSUTNG AGENCY TYPE APPROVAL JQJ! DATE OF APPLICATION DATE OF MPROV AL DATE OF DENIAL II. CONSENT TO ENTER PROPERTY LISTED IN PART 7 ABOVE IS HEREBY GRANTED. YES [[ ~ NO n 1) 12. APPLICATION VERIFICATION (SEE SPECIAL INSTRUCTIONS) Appli"'¡"i'h"'bym,Ikf"'h,"'vi""d,,,rih,dh,,,i, l'ortify'h"I'mf=ib"wi'hIh,i,fo~'i"oon"i"dinIh"ppb"'ioo,'ndIh""Ih,h,", ofmy knowl,dg, "db,b,f, Mh info~'i"¡"ruo,oompl"'ood,,oom". I fu"¡'",,"ify Ih" lp""" Ih"'Ihon<y "'ood,"'k,Ih'p"p",d""vi'i". - SigM"",ofApp"',,"'A"Ih,,¡,"Ag'" DOl' SigMIu~ of Appb"n! " AoIhoriud Ag,n' Dol, SignoIu~ of Appli"n!" A"Ihori," Ag,", Dm '°=" Mail Copy To: 0 US Army Corps of Eogineers 0 IDNR Floodplain Permits Section 0 IDNR Sovereign Lands Section (Page 2 of the Application Form for Maps or Sketches) Place a Vicinity Map in box above. ¡ , LIST OF ADJACENT PROPERTY OWNERS PROJECT DESCRIPTION: No. Name Address 1. 2. 3. LOCATION: 4. CENCR FORM 427 1 OCT S7 (Rovlood) SHEET - OF- (page 3 ofthe Application Form for Maps or Sketches) Applicant: PROJECT DESCRIPTION: LOCATION: CENCR FORM 427 IOcr 87 (Rem"') SHEET - OF- ATTACHMENT C SCHEDULE C INSURANCE REQUIREMENTS FOR PROFESSIONAL SERVICES 1. All policies of insurance required hereunder shall be with an insurer authorized to do business in Iowa, All insurers shall have a rating of A of better in the current A.M. Best Rating Guide. 2. All policies of insurance shall be endorsed to provide a thirty (30) day advance notice of cancellation to the City of Dubuque if cancellation is prior to the expiration date. This endorsement supersedes the standard cancellation statement on the Certificate of Insurance. 3. shall furnish a Certificate of Insurance to the City of Dubuque, Iowa for the coverage required in Paragraph 6 below. Such Certificates shall include copies of the following endorsements: a) Thirty day notice of cancellation to the City of Dubuque. b) Commercial General Liability policy is prirnary and non-contributing. c) Cornmercial General Liability additional insured endorsement. d) Governmental Immunities Endorsement. e) Waiver of Recovery under workers compensation. shall also be required to provide Certificates of Insurance of all subcontractors and all sub-sub contractors who perform work or services pursuant to the provisions of this contract. Said certificates shall meet the same insurance requirements as required of 4. Each certificate shall be submitted to the contracting department of the City of Dubuque. 5. Failure to provide minimum coverage shall not be deemed a waiver of these requirements by the City of Dubuque, Failure to obtain or maintain the required insurance shall be considered a material breach of this agreement. 6. Contractor shall be required to carry the following minimum coverage/limits or greater if required by law or other legal agreement: a) COMMERCIAL GENERAL LIABILITY General Aggregate Limit Products-Completed Operations Aggregate Limit Personal and Advertising Injury Limit Each Occurrence Limit Fire Damage Limit (anyone occurrence) Medical Payments $2,000,000 $1,000,000 $1,000,000 $1,000,000 $ 50,000 $ 5,000 This coverage shall be written on an occurrence, not claims made, form per project. All deviations or exclusions from the standard ISO commercial general liability form CG 0001 or Businessowners BP 0002 shall be clearly identified, Page I of4 AuguSl2oo3 " Governmental Immunity endorsement identical or equivalent to form attached. An additional insured endorsement identical or equivalent to ISO Form CG 2026 and include as additional insureds: "The City of Dubuque, including all its elected and appointed officials, all its employees and volunteers, all its boards, commissions and/or authorities and their board members, employees. and volunteers." b) WORKERS COMPENSATION & EMPLOYERS LIABILITY Statutory for Coverage A Employers Liability: $100,000 each accident $100,000 each employee-disease $500,000 policy limit-disease Policy shall include an endorsement waiving right of recovery against City of Dubuque. c) PROFESSIONAL LIABILITY: d) UMBRELLA/EXCESS LIABILITY $1,000,000 Coverage to be determined on a case-by-case basis by Finance Director. P'ge 2 of4 ADgust 2003 " POLICY NUMBER COMMERCIAL GENERAL LIABILITY THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFUllY. ADDITIONAL INSURED - DESIGNATED PERSON OR ORGANIZATION This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Name of Person Or Organization: The City of Dubuque, including all its elected and appointed officials, all its employees and volunteers, all its boards, commissions and/or authorities and their board members, employees, and volunteers. (If no entry appears above, information required to compiete this endorsement will be shown in the Declarations as applicable to this endorsement) WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedule as an insured but only with respect to liability arising out of your operations or premises owned by or rented to you. Coovrioht. Insurance Services Office. Inc. 1994 CG 20 26 11 85 Pagd of4 A"g"st 2003 , CITY OF DUBUQUE, IOWA GOVERNMENTAL IMMUNITIES ENDORSEMENT 1. Nonwaiver of Governmental Immunity, The insurance carrier expressly agrees and states that the purchase of this policy and the including of the City of Dubuque, Iowa as an Additional Insured does not waive any of the defenses of governmental immunity available to the City of Dubuque, Iowa under Code of Iowa Section 670.4 as it is now exists and as it may be amended from time to time. 2. Claims Coveraqe. The insurance carrier further agrees that this policy of insurance shall cover only those claims not subject to the defense of governmental immunity under the Code of Iowa Section 670.4 as it now exists and as it may be amended from time to time. Those claims not subject to Code of Iowa Section 670.4 shall be covered by the terms and conditions of this insurance policy. 3. Assertion of Government Immunity. The City of Dubuque, Iowa shall be responsible for asserting any defense of governmental immunity, and may do so at any time and shall do so upon the timely written request of the insurance carrier. 4, Non-Denial of Coveraqe. The insurance carrier shall not deny coverage under this policy and the insurance carrier shall not deny any of the rights and benefits accruing to the City of Dubuque, Iowa under this policy for reasons of governmental immunity unless and until a court of competent jurisdiction has ruled in favor of the defense(s) of governmental immunity asserted by the City of Dubuque, Iowa. No Other Chanqe in Policy. The above preservation of governmental immunities shall not otherwise change or alter the coverage available under the policy. Page 4 of4 Aug"" 2003 SCHEDULE C INSURANCE REQUIREMENTS FOR PROFESSIONAL SERVICES 1. All policies of insurance required hereunder shall be with an insurer authorized to do business in Iowa. All insurers shall have a rating of A of better in the current A.M. Best Rating Guide, 2. All policies of insurance shall be endorsed to provide a thirty (30) day advance notice of cancellation to the City of Dubuque if cancellation is prior to the expiration date. This endorsement supersedes the standard cancellation statement on the Certificate of Insurance. 3. shall furnish a Certificate of Insurance to the City of Dubuque, Iowa for the coverage required in Paragraph 6 below. Such Certificates shall include copies of the following endorsements: a) Thirty day notice of cancellation to the City of Dubuque, b) Commercial General Liability policy is primary and non-contributing, c) Commercial General Liability additional insured endorsement. d) Governmental Immunities Endorsement. e) Waiver of Recovery under workers compensation. shall also be required to provide Certificates of Insurance of all subcontractors and all sub-sub contractors who perform work or services pursuant to the provisions of this contract. Said certificates shall meet the same insurance requirements as required of 4. Each certificate shall be submitted to the contracting department of the City of Dubuque. 5. Failure to provide minimum coverage shall not be deemed a waiver of these requirements by the City of Dubuque, Failure to obtain or maintain the required insurance shall be considered a material breach of this agreement. 6. Contractor shall be required to carry the following minimum coverage/limits or greater if required by law or other legal agreement: a) COMMERCIAL GENERAL LIABILITY General Aggregate Limit Products-Completed Operations Aggregate Limit Personal and Advertising Injury Limit Each Occurrence Limit Fire Damage Limit (anyone occurrence) Medical Payments $2,000,000 $1,000,000 $1,000,000 $1,000,000 $ 50,000 $ 5,000 This coverage shall be written on an occurrence, not claims made, form per project. All deviations or exclusions from the standard ISO commercial general liability form CG 0001 or Businessowners BP 0002 shall be clearly identified. Page 1 0[4 Augus12003 " Governmental Immunity endorsement identical or equivalent to form attached. An additional insured endorsement identical or equivalent to ISO Form CG 2026 and include as additional insureds: "The City of Dubuque, including all its elected and appointed officials, all its employees and volunteers, all its boards, commissions and/or authorities and their board members, employees, and volunteers." b) WORKERS COMPENSATION & EMPLOYERS LIABILITY Statutory for Coverage A Employers Liability: $100,000 each accident $100,000 each employee-disease $500,000 policy limit-{jisease Policy shall include an endorsement waiving right of recovery against City of Dubuque. c) PROFESSIONAL LIABILITY: d) UMBRELLA/EXCESS LIABILITY $1,000,000 Coverage to be determined on a case-by-case basis by Finance Director. Page2of4 August 2003 . , POLICY NUMBER COMMERCIAL GENERAL LIABILITY THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFUllY. ADDITIONAL INSURED - DESIGNATED PERSON OR ORGANIZATION This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART. SCHEDULE Name of Person Or Organization: The City of Dubuque, including all its elected and appointed officials, all its employees and volunteers, all its boards, commissions and/or authorities and their board members, employees. and volunteers. (If no entry appears above, information required to complete this endorsement will be shown in the Declarations as applicable to this endorsement) WHO IS AN INSURED (Section II) is amended to include as an insured the person or organization shown in the Schedule as an insured but only with respect to liability arising out of your operations or premises owned by or rented to you. Cocvrioht. Insurance Services Office. Inc. 1994 CG 20 2611 85 Page3 of 4 August 2003 , > CITY OF DUBUQUE, IOWA GOVERNMENTAL IMMUNITIES ENDORSEMENT 1. Nonwaiver of Governmental Immunity. The insurance carrier expressly agrees and states that the purchase of this policy and the including of the City of Dubuque, Iowa as an Additional Insured does not waive any of the defenses of governmental immunity available to the City of Dubuque, Iowa under Code of Iowa Section 670.4 as it is now exists and as it may be amended from time to time. 2. Claims Coveraqe. The insurance carrier further agrees that this policy of insurance shall cover only those claims not subject to the defense of governmental immunity under the Code of Iowa Section 670.4 as it now exists and as it may be amended from time to time. Those claims not subject to Code of Iowa Section 670.4 shall be covered by the terms and conditions of this insurance policy. 3. Assertion of Government Immunity, The City of Dubuque, Iowa shall be responsible for asserting any defense of governmental immunity, and may do so at any time and shall do so upon the timely written request of the insurance carrier. 4. Non-Denial of Coveraqe. The insurance carrier shall not deny coverage under this policy and the insurance carrier shall not deny any of the rights and benefits accruing to the City of Dubuque, Iowa under this policy for reasons of governmental immunity unless and until a court of competent jurisdiction has ruled in favor of the defense(s) of governmental immunity asserted by the City of Dubuque, Iowa. No Other Chanqe in Policy. The above preservation of governmental immunities shall not otherwise change or alter the coverage available under the policy. Page 4 of4 August 2003 low A DEPARTMENT OF NATURAL RESOURCES Technical Bulletin No. 16 DESIGN CRITERIA AND GUIDELINES FOR lOW A DAMS December, 1990 DNR TB-16 Design Criteria and Guidelines for Iowa Dams December, 1990 IOWA DEPARTMENT OF NATURAL RESOURCES TECHNICAL BULLETIN NUMBER 16 FLOODPLAIN MANAGEMENT PROGRAM DESIGN CRITERIA AND GUIDELINES FOR IOWA DAMS. CONTENTS Chapter Title Introduction. . . . . . . . . . . . . . . II III Hazard Classification . . . . . . . . . . . . . . . . . . Design Floods . . . . . . . . . . . . . . . . . . IV Hydraulic and Structural Criteria and Guidelines for Spillways...........,"""'" V VI Embankments . . . . . . . . . . . . . . . . . . . . . . . Special Requirements for Major Dam Structures . . . . . . VII VIII Specifications...................... Dam Breach Wave Analysis..........."'" . IX X OperatingPlan...................... lands, Easements, Rights-of-way . . . . . . . . . . . . . XI Hydrologic and Hydraulic Design References. . . . . . . . * Adopted by reference 567--72.3(1)la", Iowa Administrative Code A:DAlIS/ 354 -90/ sp - 1 - Page 2 3 3 5 7 9 10 10 11 11 12 DNR TB-16 Design Criteria and Guidelines £or Iowa Dams CIIAPIEII I DlI'RCDUCTIOH The purpose oE ~his bulleUn is -to se~ Eor-th ~echnical design cri ~eria and guidelines ~ha~ ~he Depart1oen~ oE Ha~ural Resources will use in reviewing applicaUons ~o obtain a penli~ Eor cons~rucUon, operaUon and eain-tenance or eod1fication oE a daa. O-ther re~uir...ento which .us~ be ee-t in order to secure such a pe...it are outlined in ~he Iowa Adlllinistrative Code under agency nueber 567. Several chap~ers oE the deput1oen~' s achinistrative rules in 567 Iowa Adnoinis-trative Code concern -the cons~ruction, operation and eain~enance oE daas as Eollo.., Chapter 70 contains denniti;,ns oE teras' used in o~her chap~ers. Chapters SO, 51 and 5Z concern water peraits which oust be obtained ~o authorize s~orage oE water in surEace iIIpounchen-ts. Chapter 71 explains when approval is required in order to cons-truc-t, aodUy, operate and eaintain daas. Chapter 7Z lis-ts cri~eria Eor approval oE daa projec-ts. Chapter 73 concerns operational procedures Eor daas, n..~uation oE wa-ter levels in iIIpouneleento, abandonaent and .--oval oE daas, inspections oE daa sites and daas, and designation oE unsaEe daIIIs. Chap-ter 73 applies to all daas. whose dillensions or enec-ts exceed -the regula~ory thresholds in Chap~er 71. Copies oE ~he deputaent's achinis-trative rules nay be' obtained Eron the Records Cen'ter, Deputllent oE Ha-tural Resources, Hallace Sta~e WUce Building, Des lIoineo, Iowa 50319, upon ""'Iues~. The above-described rules should be consulted when planning to cons~ruct or aodUy a daa, change -the operation or uae oE a daJI, or abandon or r..ove a daa. This bulletin is put oE -the above-described rules and is in-tencled Eor use in conjunction wHh t_. The chap-tcrs entitled "Hazard Class1ficaUons" and "Lands, Eas..en-ts, Right-oE-Hay" are A:DAM/354-S0/sp December, 1990 substantively identical ~o rules published in the Iowa Adlllinis~raUvc Code. These non-~cchnical criteria are repeated in this bulletin Eor ~he convenience oE ~he user. lIinilo... re~uireeento in ~his bulletin ue labeled "guidelines" or "criteria" depending on the Erequency with which ~hey ue likely -to be relevan-t -to ~he sah~y oE a particular type oE s-truc-tore. The distinction between criteria and guidelines is not in~ended to be rigid. Hhen the applicabili~y oE a criterion or guideline to a particular project is not clear to -the design engineer, ~he engineer should consult -the deputllen-t. Any per1llit issued by ~he depu""'ent aus-t explain -the reasons Eor waiving conEoraity with a criterion or guideline deterained -to be applicable -to -the type oE s-truc"""re proposed. Adoption and Anaenclaent oE BulleUn .16. This bulletin has been adopted lIS par-t oE the deputllent' e achinis-traUve rules. Pursuant to SecUon 17A.6131, Code oE Iowa, -this bulleUn is not published in the Iowa Adainistrative Code bu-t copies will be _de available to -the public upon request at no aore than the cost oE rcproducUon. This bulleUn eay be -ended Erell -tiJoe -to -tille by rul..aking proceedings. Mended editions oE this bulletin will be iden-tUied in Chapter 7Z oE the departllent's rules by rcEerence -to the yeu and aonth that the new, superseding edition becones cnecUve. The us.r sh""ld obtain a copy oE current deputllental rules as published in the Iowa Adnoinis-trative Code and conpare -the edition date on -the cover page oE this bulleUn with the ediUon date icientUied in the rules. - 2 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams CIIAPŒII U 1 HAZARD CI.ASSIFICATION Danis shall be assigned a hazard class based on the potential conse,uences of failure. Anticipated future land and iJlpoundaent use shall be considered in the cleteraination of hazard class. The criteria in this chapter shall be used to determine hazard class regardless of the aethodology used in engineering design of a cIaa. The hazard class shall determine the design re< uireaents of the structure as outlined in this bulletin. The hazard cla.ss shall be evaluated using the following criteria. AI Low HaZard. Structures located in areas where claaages froa a failure would be liooited to loss of the cIaa, loss of livestock. claaages to farm out-buildings, agricultural lands. and lesser used roads. and where loss of h..an life is consiclered unlikely. BJ _rate Hazard. Structures located in areas where failure aay claaage isolated hoaes or cabins, industrial or c....ercial buildings. aoclerately traveled roads or railroads, interrupt aajor utility services, but without substantial risk of loss of hUllan life. In acldi tion, structures where the cIaa and its bpoundaent are of theaselves of public bportance. sucb as claas associated with public water supply sys_s, industrial water supply or public recreation. or which are an integral feature of private developaent caaplex, shall be considered aoclerate hazard for design and regulatory purposes unless a higher hazard class is warranted by downstre.. conditions. CJ High Hazard. Structures located in areas where failure aay create a serious threat of loss of bUllan life or result in serious daaage to resiclential. industrial or c....ercial areas, bportant public utilities, public buildings. or aajar transportation facilities. IThis chapter is substantively identical to 567--7Z.3(%)"a", Iowa A<:Iministrative Code. December, 1990 DJ Multiple Daas. lIbere failure of a dam could contribute to failure of downstre.. ciani or _s, the ainbu. hazard class of the cIaa shall not be less than that of any such downstreaa structure. CIAPŒII III DESIGII FLDCIIS A - will be re,uired to safely accOlllllodate or pass certain ainim.. flood events. Routings of the flood hydrograph through the iapoundaent should begin at an elevation no lower than the normal operating level. The aagnitude or fre< uency of the re,uired flood discharges will vary with the hazard classificati!,n, size, and drainage area of the project. AI Freeboard Design Flood The specified freeboard design flood represents the greatest flood the dam aust be designed to acc....ocIate. The flood aust be passed without overtopping of the cIaa and enclangering its safety or the cIaa aust be clesigned to withstand such overflow. Seae erosion claaage in earth ..ergency spillways will be tolerated. provided the safety of the cIaa would not be cOlllpraaised. For claas with ..ergency spillways, the top of cIaa elevation after settl..ent shall not be less than the highest peak pool elevation reached during the freeboard design flood. For claas without an ...ergency spillway, the top of cIaa elevation shall be . two feet higher than the peak flood elevation expected to occur during passage of the freeboard design flood, unless it DNR TB-16 Design Criteria and Guidelines for Iowa Dams 10 specifically designed to withstand the overflow. In the following circumstances, the indicated freeboard design flood will be used. 1) All High Hazard Dams. Probable HaxiJoum Flood. Z) All lIoderate Hazard D_s, and Low Hazard D...s Classified as llajor Structures. One-half 10.51 of the Probable HaxiJo... Flood I a flood hydrograph produced by .ultiplying the ordinates of the PIIF hydrograph by a factor of 0.5). 3) Low Hazard Danos not Classified as llajor Structures. a. Hhere the height of th: e.ergency spillway crest measured ahove the elevation of the channel hottOll at the centerline of the daJo lin feet) .ultiplied by the total storage vol...e I in acre-feet) to the _erg:ney spillway crest elevation 10 between 3,000 and 30,000, the flood shall correspond to the rainfall calculated frOll the following fomula developed by the USDA Soil Conservation Service. Rainfall = PIOO + O.IZ IPIIP - PIOO) b. Hhere the height of th: _ergeney spillway crest .easured ahove the elevation of the channel hottOll at the centerline of the dano I in feet) .u ltip lied by the total storage vol_e I in acre-feet I to the _erg:ney sp1l1way crest elevation 10 less than 3,000, the flood shall be that resulting frOll the . 50-year, Z<t-hour A:DItlfS/354-90/sp The - 4 - December, 1990 precipitation. B) Principal Sp1l1way Design Floods and Dbcharge Capacity The principal sp1l1way is normally a concrete or lIetal conduit or structure which conveys water through or around the dam. Its size and discharge capacity are governed primarily by the following factors. the need to control flood discharges downstrea. frOll the dano, and the need to liJoit hoth the depth to which floodwaters are iJopounded and the length of tiJoe for which they are Lapounded. Related to these factors 10 the need to lLaU the fre,ueney of operation of _ergency spillways. Except where special considerations ..ust be addressed, the criteria listed below shall apply to the design of principal sp1l1ways. The design floods indicated .ust be passed by the principal spillway without need for operation of an _ergeney spllbay. 1) Design Floods a. High Hazard D...s lOa-year flood. the b. Moderate Hazard DaJos - the 50-year flood. c. Low Hazard IIaJos with drainage areas of ZSO acres or lIore - the ZS-ye.r flood. d. Hazard DaJos with Low drainage areas less than ZSO acres - the la-year flood. Z¡ The sp1l1way discharge capacity shall be sufficient to evacuate at least 80;>' of the volUMe of water teeporarlly stored during the principal sp1l1way design flood within 10 days. Hhere thb cannot be accOlllp lished , the _ergeney sp1l1way and freeboard design flood routings shall be .ade DNR TB-16 Design Criteria and Guidelines for Iowa Dams beginning with the iJopoundlllent level at the 10 day drawdown elevation. 3) For daJos with _ergency spillways of structural concrete or which are excavated into sound rock. a higher fre,ueney of use. and therefore lower principal spillway design flood. say be pe"",itted if flood control or daJo safety would not be adversely affected. -For daJIos without ""'ergeney spillways. the storage vol_e and height shall be detenoined by seasuring to .the top of daJo elevation. C) Rainfall Depth and Distribution Precipitation values for various fre< ueney stono events < 10. %5. SO. 100-year and PIIP are contained in the Iowa Departaent of Agriculture and Land Stewardship publication. Cliaatology of Iowa Series 8%. Revised.' Iowa Rainfall Frequencies by Paul Maite. Ten day rainfall aJlounts are contained in the Mational Neather Service publication. Technical Paper No. ft9. Sc8e acceptable aethocls of distributing the rainfall in Iowa are found in the U.S.D.A. Soil Conservation Service publication. ~. Earth Dan and Reservoir.. and the Illinois State Mater Survey publication. Tiee Distribution of Rainfall In HeavY Stonos by F. A. Huff. DI Rainfall Losses Conservative loss rates linterception, infiltration, etc. I and antecedent aoisture conditions should be used in coeputing rainfall excess. Also. when applicabls. .nOllllelt runoff rate. should be estiaated. The Soil Conservation Service ISCS) weighted curve nueber ..thod is acceptable for detereining rainfall A:DAJ S/ 354-90/:p December, 1990 losses and is explained in National Enaineerina Handbook Section ft ~, SCS. 197Z. EJ Storm Duration Criteria and guidelines for developing design storms froe rainfall events are as follow", II The critical duration storm, or the storm which results in the highest water level in the Dpounellaent. shall be used in determining the freeboard design flood for a high hazard daJo. 21 Six hour storms are recOlUlended for determining the freeboard design flood for daJos designated in paragraphs AI 2) and AI 3 I"a" of this chapter except where the time of concentration exceeds six hours. The 2ft-hour sto"", is recOlllllended for dalfts designated in paragraph AI 3 )"b" of tbis chapter. 31 Twenty-four-hour 12ft-hour I 10-day sto""'s are reeoeeended for developing principal spillway design floods. CIW'IER IV H'iDIlAULIC All) STRI/Cl'URAL GUmELINES FOR SPILLHA'tS CRI'IERIA All) The following criteria and guidelines are design considerations which will be used by the department to insure that spillway structures are capable of functioning safely and efficiently and of resisting the forces to which they say be exposed during the life of the structure. AI SpilllfilYs should be designed to operate safely for the life of the structure and at the discharges and pre..ures which would. be experienced under all noreal or flood flow conditions including the freeboard design flood. - 5 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams BJ Anti-seepage collars or other aeans of piping and seepage control (e.g., drainage diaphraglllsJ, anti-vortex devices, trash racks or other inlet dehris control aeasures, and outlet stilling basins should he provided for all conduits unless evidence can be presented estahlishing they are not necessary. CJ For _s where a conduit is proposed to serve as the principal spillway, suggested ainÙl'" sizes of the principal spillway conduit for the indicated type of structure are as follow.. IJ High Hazard D....s and Itoderate Dams classed as llajor Structures - 3&-inch inside di....eter. ZI lIoderate Hazard D....s not classed as llajor Structures and Low Hazard D....s which are classed as llajor Structures - Z4-inch inside di""eter. 3J Low Hazard Dams not classed as llajor Structures but which hav.e drainage areas of Z5O acres or sore - la-inch inside dia_eter. 41 Low Hazard llaes with drainage areas under ZSO acres - IZ-inch inside di....eter. These dnia.. sizes are applicahle to dams with ....ergency spillways or which are designed for overtopping only. For_s without ...ergeney spillways, suhstantially larger conduit sizes with special provisions against plugging will noraally he re,uired. DJ Drop inlets (risers J should have an inlet cross-sectional area at least 1.5 tiaes that of the conduit and should he constructed of coeparahle aaterials. E) Conduits and risers should he of . suUicient strength and have ade,uate A:DA/!S/ J54-90/sp - 6 - December, 1990 joints to withstand all anticipated external and internal pressures without _age or laaage, with provision _ade for vertical setUement. Conduits should he C3lllbered where significant setU_ent of the overlying e_bankeent is anticipated. Articulated or bell joints should be provided as necessary to a=....odate the _""h.. elongation est hated to occur during the life of the structure. Risers aust be designed to counteract buoyant forces. FJ Corrugated setal pipe conduits and risers should he close riveted with watertight connecting bands and should be fiber bonded, asphalt coated, or given ..,uivalent protection. Cathodic protection shall he provided in corrosive soils. Corrugated _eta 1 pipe (DIP) conduits are not rec....ended for high hazard _s, -ocierate hazard d....s classed as eajor structures, or where the height of earth fill over the conduit exceeds ZS feet. I;J Concrete conduit and drop inlet (riser) design using precast pipe sections should specify reinforced concrete pressure pipe. H) Open concrete spillways, concrete box conduits, and concrete fluees or chutes should have longitudinal curbs or raised joints which will prevent contact by noraal flows with the construction joint between the floor and wall slabs. Seepage barriers, drainage blankets and drains shodd be installed where needed to eaintain hydraulic flow integrity through the structurs and to a=...odate anticipated setU...ent or elongation in the longitudinal or transverse directions. II Eaergeney spillways should he capable of safely conveying excess flood flows around or through the _. They should not operata except at floods greater than the principal spillway design flood. DNR TB-16 Design Criteria and Guidelines for Iowa Dams JI Ear~b "",ergeney spillways should be .ubjed ~o ~be following _ina.. require.ents a~ ~be con~rol aecUon, 1) HiniJo... bo~~"'" wid~b - 10 fee~. %1 On llajor S~ruc~ures. .inm... dep~b fee~. On o~ber s~ruc~u..a. aina.. dep~b - % fee~. (Elevation of ~op of cia. .inus elevation of ...ergeney spillway cres~. I 31 The profile ~brougb ~be ...ergency spillway .bould be borbontal for a~ leas~ 30 feet througb the crest control section. ...1 Exit cbannel slopes should no~ be less than IX or greater than lOX. but .hould provide for aaintaining cdtical depth control at the crest. IU For daas whe.. substantial erodon in the ...e<'geney spillway would pose the dsk of a - failure. the now velocities eludng ~he freeboard design flood ehould be non-erosive. Mhere such erosion would pose no substantial dsk of failure. the now veloCities should be non....rosive at the discharge which occurs when now through ~he con~rol section isa~ 3oY. of the _axial... depth. On vegebted spillways. the non....rosive velocity should be dete..ined ass..ing the vegetation is well established. LI Eaergeney spillways should be constructed in undisturbed soil wberever possible. Mhe.. no viable alternative is available. ~hey Bay be constructed on fill as a ....p spillway. HI Saooth transitions in hodzontal and vutical aligMent should be provided at and between the inlet. the control at the crest and tbe outlet sections of _ergeney spillways. HI All spillways should discharge a safe A:DAM/354-90/:p CIW'IEII 't' ÐIIAJIIa1EHIS December. 1990 distance fr"" the ~oe of the daJo. and tbe inlets and outle~s should be ao located and aligned as to ainmize risk of erosion da_age ~o ~be daIII or of _age to cIownstreaa buildings, roads, daIIIa or other a~ruc~urea. 01 An adequate energy dissipation s~ruc~ure ( stilling basinJ alternative acceptable ee~hod be incorporated a~ the outle~ struc~ural epillways. On struc~ures. uplif~ analysis arching re~uir...ents should considered. should of all aajor and be The earth e_bankllent of a daJo should be designed and buil~ according to the following cdteda and guidelines. - 7 - AI Foreslopes and Backslopea. Eabankllenta should be built of suitable _atedals and with stable slopes. Foreslopea sbould not be ateeper than 3,1 (horizontal ~o vertical! in till or loess _oils below the pe..anen~ water level. Above the perea_nt wa~er level. foreslopes should not be steeper than %.5,1 in till aoil or 3,1 in loess soil. Backslopes should not be steeper than %.501 in till soils or 3,1 in loess soils. Steeper fares lopes or backs lopes Bay be used if justified by aoil tes~s and atabili~y analysis. BI Settl...ent Allowance. A _inial... vertical settl...ent allowance of five percent of the depth of fill should be provided unless a les..r aaount is justified by aol1 tests. CJ Top Width. The ainm.. _bankllent top width should be 1... feet for _a Z5 feet high or higher. As a rule of thuab. the top width could be reduced by two feet for every five feet of reduction in the height of the - to a _inboua width of eight feet. The top width of. _a wi"'l>~cIs across tbe """at .hould be consistent with DNR TB-16 Design Criteria and Guidelines for Iowa Dams n01'1llal roadway design practices, including roadway and shoulders. OJ Core Trench. Core trenches should be located approxblately along the centerline laxis) of the earth fill. It should be continuous across the base of the fill extending into and up the side slopes of the dam abutments to no,,",al reservoir level. The core trench should be exca....ted to 8inimUII depth of five feet or until a suitable base aaterial is reached. The base width should be that which will acconuoodate excavating equipeent, but not less than eight feet. The side slopes of the core trench should not be steeper than I, I, regardless of depth or width of base. Iepervious eaterial shall be used in backfilling the core trench. EI Have Erosion Protection. On the upstre- face of the cIaJI, a horizontal bench or bem at least 10 feet wide usually should be provided at the nomal pool elevation to Iblit _ge free erosion. On larger iIopoundlllents. rip rap or other physical eeans of protection should be considered whether or not the bem is provided. FI Site Preparation. All vegetation. sod. stwnps. and large roots should be reeoved froe the _bankeent site. and the ground surface scarified to provide bond with the earth fill. Overhanging banks, pits, or holes should be sloped and graded so slopes do not exceed l.1. and any other sharp discontinuities in the ground surface shall be seoothed. Special consideration should be given to the r_oval of sandy or eucky deposits unless otherwise provided for in the design. In till soils. topsoil should be saved and placed as a surface layer over the finished eebankaent to provide ade~uate seed base in establishing vegetation. A:DAlIS/354-90/sp - 8 - December. 1990 G) Fill. Fill eaterial should be clean earth containing no appreciable ","ounts of vegetation, large rock, frozen eaterial or other foreign substances. Fill should not be pieced on a frozen foundation or in freezing weather. Moisture content of the fill should be suff ic1ent to ade< uate coepaction. A eoisture content slightly higher than optblUII is recoeaended. An above opt1eue eoisture content is desirable free the standpoint of providing a eore plastic eebanlaoent capable of resisting greater differential settl_nt without experiencing potentially hazardous cracking. Unless otherwise specified after soil testing. fill should be placed in horizontal lifts not exceeding eight inches extending over the entire fill area and coepacted by not less than four overlapping passes by sheepsfoot or rubber tired rollers. Sltooth steel rollers or passes by caterpillar tracks are not considered ade< uate for coepacUon of earth-fill cIaJIs. The surface of the fill should be scarified or roughened if sufficient tiee elapses between lifts for a crust to develop. Backfill adjacent to spillway structures and anti-seep collars should be carefully placed and coepacted by hand e~uipeent. H...vy e~uipeent shall not pass over conduit structures until two feet of c..pac:ted earth cover is in place. HI Drains. Internal seepage control drains are reconuoended for sll clan and are nomally required on aajor structures unless soils investigation finds they are not needed. Drains should be capable of preventing saturation of the cIownstr.... portion of the eebankaent by intercepting any seepage through the fill or the foundation and any seepage along structural spillways or conduits. DNR TB-16 Design Criteria and Guidelines for Iowa Dams December, 1990 U springs are encoun~ered during sit. preparation, drains should be provideå ~o allo.. a con~rolled outle~. II Seecling. As soon as possible after eartil fill for ~he embanlooent is c"'"p leted , ~he ...banlooen~ and any o~her exposed areas should be seeded. lIulch or o~her ..eans of erosion con~rol can be placed as par~ of seeding and .aintained un~il vegetation is established. Grass or vegeta~ive species selec~ed for use should be appropria~e for ~he soils .nd conditions expec~ed a~ ~he site. Crown vetch is generally no~ accep~able for cIao embanlooenb or emergency spillways. JI Riprap. Riprap shall be designed for its expec~ed use and anticipa~ed "a~er velocities. All riprap should be placed on a properly designed beååing unless ~he gradation of ~he underlying base .aterial is such tila~ i~ ..ill no~ infiUrate tilrough ~he riprap. or an .ccep~able fil~er fabric is used. I::J Groins. Mhere ~he embanlooen~ foreslopes and backslopes in~ersec~ ~be natural or .oåified abu-n~ slopes. appropria~e groin design and erosion con~rol recOllllendations should be provideå. £obanbents c","posed of concrete. rock, or other .aterials. as associa~ed with gravity. _ill and arch cIaos. designed in accordance ..itil standards by ~he V.S. Arsy Corps of Engineers. V.S.D.A. Soil Conservation Service. or tile V.S. Bureau ~ Reel...ation generallY acceptable. These types of class are no~ no....lly cons~"""- in Iowa. CW'IEI! 9I SPECIAL REQUIREIIEHTS FOR JlAJOR DAII srRVCIllRES Because ~ tile siZe. public isportance. or potential hazard of a .ajor ciao s~ru~r... a higher level ~ inves~igation. design and .-aurance of! proper cons~ruction is n-. A _jor ciao s~ructare is defined as a ciao _tiog any of ~he following cri~eria. A:DAJ!S/J54-90/ sp 1. Any high hazard ciao. z. Any soåerate hazard d... wi~h a penanent s~orage exceeding one hundred 1100 I acre-fee~ or a ~o~al of penanen~ and ~esporary s~orage exceeding two hundred fifty I ZSO) acre-fee~ a~ ~he ~op of ~he dam elevation. Asly cIaJo. including low hazard _s, where ~he heigh~ of ~he emergency spillway cres~ aeasured above ~he elevation of the channel boU"," a~ ~he cen~erline of ~he cIao 1 in fee~ ) aultiplied by ~he total s~orage volu... I in acre-fee~ I ~o ~he emergency spill..ay cres~ elevation exceeds 3D.OOO. For _s without _ergency spillways, tilese aeasur_enb shall be taken to the ~op of ciao elevation. 3. As a condition of peni~ approval. the following i~e" ..ill be required for ujor ciao s~ructur... AI A soils and foundation investigation shall be aacls which includes the evaluation of slope stability requirements. anticipa~ed vertical se~tl_ent and horizontal elongation. seepage and underseepage potential. whe~her catiloåic pro~ection is needed for .etal pipes, and proper cons~ruction practices for the soil types and conditions encountered. Stability evaluation shall inclucls end ~ construction. s~eady state seepage and suclclen dra..äo..n condi ~ions. III Aslticipated sedisentation ra~es and their iapac~ on tile life and usefulness ~ ~he ispounålllen~ shall be investiga~ed. Seå1aent s~orage shall be provided in the. vol..e necessary for continuation ~ design uses of the ispoun..ent throughout its clesign life. CI A ga~eå low lev81 outls~ shall be provideå which is capable ~ draining at least SO percent ~ the penansnt storage behind the ciao within a reasonable leng~h of tise. The pipe conduits sball be designed so that - 9 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams negative pressures will not occur at any point along the system. DI In order to asseu the degree of threat to life and property located downstre.. of the d.., a daa breach analysis aay be required. The analysis will be nde to deteraine the Most adverse failure condition and the resulting peak outflows and water surface elevations downstre.. of the d.. following failure of the daa during the freeboard design stora. EI Construction shall be inspected by an engineer registered under Chapter 114 of the Code of Iowa or by a trained inspector under the supervision of the engineer. The engineer shall prepare and certify as-built plans after c,,",p1etion and a report detailing any unusual circuJIIstances encountered during construction and subRit th.. to the Departaent of Natural Resources, ATI'II. Flood Plains. FI The applicant, as a condition of the perait, shall sulait an annual nintenance and inspection report. The report shall de...ribe aaintenance work done since the previous annual report, describe any deficiencies observed in the daa or appurtenant structures, detail the r_edia1 aeasures necessary and the aethod and tiee the' applicant proposes to correct the deficiencies found. If there is a change in the land use downatreaa of the dam, this change should be noted the annual aaintenance and inspection report. The applicant aay also be r",!uired to provide additional inspectiona and reports by an engineer or other ~ualified peraonne1. CIIAPlEII m SPECIFICATIONS Nhen detailed project specifications are prepared, they ahou1d include the following intonation. AI The general provisiona, which specify the rights, duties, and A:DAl1S/ 3S4-90/sp - 10 - December, 1990 responsibilities of the Owner, Applicant, Applicant 's Engineer, and Builder or Contractor, and the prescribed order of the work. BI The technical provisions which describe approved work aethods, e~uip.ent. aaterials and desired end results. CI Special provisions aa aay be re~uired which describe those technical details that are not usually contained in standard technical provisions. CIAPŒII nn: DM! BREACH AHALïSlS AI In s,,",e cases it will be necessary to evaluate the conae,uences of a daM 'failure to verify hazard c1aasification or ade,uacy of design. A special caae of daa breach analysis will involve failure or ieproper operation of flood control gates or other structures. BI Nhere such evaluations are -de by the departaent's stan, the necessary data will be obtained froe topographic -ps or other available infonation. U that inforaation is not adeo¡uats, the applicant aay be r",!uired to obtain' additional downstreaa survey data. CI Prediction of the downstreaM cons",!uencea of a hypothetical daB breach r",!uires several c,,",ponent steps. deve10paent of the iepouncioent inflow hydrograph routing the hydrograph through the iepoundloent. selecting failure conditions for the structure. calculating the outflow hydrograph frea the failed atructure. and aodeling aov...ent of the flood wave downstre.. to deteraine travel tiee, inundated areas, aaxie... water surface elevations, ete:. DI The criteria, aethodo1ogy, and c"",puter prograJIIs developed by the U.S. Corps of Engineers, the National lleather Service, the U.S.D.A. Soil Conservation Service, and the U.S. DNRTB-16 Design Criteria and Guidelines for Iowa Dams Geological Survey for saulating a hypothetical d"" failure are. in general, acceptable. CIW'IEII ]X OPERATlHG PLAN For any danI with gates or other soveable structures which must operate or be operated during taes of flood or to provide a aina- downstre"" release rate. a written operating plan shall be prepared. Developaent of such a plan is considered part of the design process. The following shall be addressed in preparation of the operating plan. AJ Responsibility No operating plan can be expected to work properly unless it can be assured the necessary personnel will be present to operate the ""uipaent. or, in the case of aut"",atic ""uip..ent, to aonitor it and insure it is functioning properly. The plan shall identify who is responsible for operating and monitoring the ""uiplllent and provide aeans to assure the necessary personnel are present when needed. BJ Operating CirCQlllstances The circ..stances under which operation must occur shall be clearly defined, and a aeans provided to insure that operating personnel are present when necessary. CJ ""thod of Operation The aeans and methods by which operation is to be conducted shall be clearly defined. Included shall be sucb iteas as rates and s""uences for opening or closure of gates, pool level vs. gate setting tables. etc., as r""uired. The operating plan shall allow for safe passage of all floods up to and including the freeboard dedgn flood. Flood discbarges tbrougb the daIo A:DAJ S/ J54-90/:p December, 1990 greater than the design peak flood i~lows into the iIIIpoundment shall not be permitted. In design and analysis. due consideration shall be given to tbe potential iIIIpacts of the operating procedure on both downstre"" and pools ide lands. The plan should also address low flow situations and sbould specify dnilllUII release rate and bow it will be provided and aaintained. Consideration shall also be given to and allowance ..ade for the possible failure of or ...Uunctioning of the ""uipaent. OJ Discharge tleasur...ent A means shall be provided to determine the discharge through the control structures. especially where operation is to maintain a ainaua downstrea.. flow. Control setting n. discharge tables, str_flow gages or other means of obtaining discharge readings shall be provided. The settings of control structures shall be easily read. CIW'IEII X . LAlmS. EASÐŒHIS, RIGI£IS-oF-HAY The dete1'lllination of lancls, easeaents, and rights-of-way re~uired for the construction. operation and ..intenance of a danI project are considered part of tbe design process. An application for approval of a claa project shall include i~o...tion showing the nature and extent of lands. easeaents. and rights-of-way whicb the applicant bas ac> uired or proposee to ac> uire for tbe project. ",,",uisi tion of lands. easeaents rigbts-of-way for construction, operation, and maintenance of cIaa project sball be consistent with the following criteria. AJ Ownersbip or perpetual ......enta shall be obtained for the area to be oc:cupied by the - _banlooent. spillways and appurtenant structures, and the pe..,anent or a.,,1II.. no..,al pool. - 11 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams BJ Ownership or easesents shall be obtained for tenporary flooding of areas which would be inundated by the flood pool up to the top of dan elevation and for spillway discharge areas. CJ Eas_ents covering areas affected by teaporary flooding or spillway discharges shall include provisions prohibiting the erection and usage of structures for h...an habitation or c....ercial purposes without prior approval by the Departloent of Natural Resources. DJ In locating the site of a dam and in obtaining eas...ents and rights-of-way, consideration should be given to the iapacts which changes in land use downstre... of a dan and adjacent to the iapoundsent could have on the hazard class of the das. the operation of the das. and the potential liability of the dam owner. EJ The applicant say be r.~uired to ac~uire control over lands downstreas frOll the das as necessary to prevent dewnstreas develop.ent which would affect the hazard class of the das. .. This chapter is subatantively identical to 567--72.3(2J"b". Iowa Adsinistrative Code. CIW'IEII XI HYDROLOGIC AND HYDRAULIC DESIGN REFEREJtŒS General Handbook of Applied Hydrology by Ven Te Clew. _w-Hill Book Ccspany. 1964. " , ... Handbook of Applied Hydraulics by David and Sorensen. IIcGraw-Hill Book Ccspany. 1969. Handbook of Hydraulics by King and Brater. IIcGraw-Hill Book Ccspany. 1963. Hater Resources En"ineering by Linsley and Franzini. IIcGraw-Hill Book Ccspany. 1963. V.S. Depar1:loent of Bureau Interior. A:DIJIS/154-90/sp December, 1990 Reclasation Design of Arch Dallls, 1977. Desi"n of Gravity Dass, 1976. Desi"n of Small Canal Structures. 19741 Revised Reprint. 1978. Design of Small Dams, 2nd Edition, 19731 Revised Reprint, 1977. Discha1'!l'e Coefficients for Irreaular Overfall Spillways. Engineering I1onograph Ro. 9, 1952. Hydraulic Desi"n of Stillin" Basins and EnerllY Dissipators. Engineering I1onograph Ro. %5. 1978. Vnitgraph Procedures. 1965. InteriJa Guidelines for Preparing Inundation llaps for Areas Dewnstr.as of 8u.....u of Reclasation Das.. Corp. of Engineers Engineering llanuals (Ell], Ell 1110-2-1411 Standard Project Flood DeteniDation. . Ell 1110-2-1602 Hydraulic Reservoir Outlet Structures. of Dedgn Ell 1110-2-1603 Spillways. Hydraulic Design of Ell 1110-2-1908 Instr...entation of Earth and Rocldill llass. Ell 1110-2-2200 Gravity lias Design. Ell 1110-2-%300 Earth and Rocldill llass General Design and Construction Consideration. . Ell 1110-2-50 Low IAvel Discharge Facilities for Drawdown of Ispounchents. Ell 1110-2-1450 Est1Jaates . Hydrologic Frequency of - 12 - DNR TB-16 Design Criteria and Guidelines for Iowa Dams ETL 1110-2-221 Have Runup and Wind Setup on Reservoir EabalÙOllents. Hining E~orc-ent and Sahty Adllliniatration Engineering and Design !lanual. Coal Rehse Disposal Facilities. 1975. Soil Conservation Service National Engineering Handbook. Section 4 - Hydrology Section S - Hydraulics Section 11 - Drop Spillways TR-39 Hydraulics of! Broad-!:rested Spillway TR-4B CoIIputer Prog..... for Project Foraulation-Structure Site Analysis "DAKS-ZM TR-49 Criteria for the Hydraulic Design of Iapact Badns TR-SZ A Guide for Design and Layout of Earth Eaergeney Spillways TR-SS Urban Hydrology for SIoall Hatersheds TR-59 Hydraulic Design of Riprap ~dient Control Structures TR-60 Earth I1aIos and Reservoirs TR-61 CoIIputer Prog..... for Water Surface Prof!iles TR-66 Siaplified Procedure I1aIo Breach Routing DH-8 Enttance Head Loss.. in Drop-Inlet Spillways SIØI-1 Tentative Guides for Deteraining the ~dation of! Filter Hateriab National Neather Service Technical Paper Wo. 40 - Rainfall Frequency Atla. of! the United States «for Duration fr.. 30 ainute. to Z4 hours and lIeturn A:DAl1S/ J54-90/sp December. 1990 Periods fr.. 1 to 100 years), 1961. Technical Paper Wo. 49 - Two to Ten Day Precipitation for Return Periods of 2 to 100 Years in the Contiguous United States. 1964. HydrOOleteorological Report Ho. 51 Probable llaxiJoWl Precipitation EstÌllates. United States East of the 105th Keridian, June. 1978. DAllBRK. HIlS l1aIo-Break Flood Forecasting Hodel. Hov_ber. 1979. Illinois State Hater Supply Precipitation Relations for Use in 0.... Safety Pr01ect by Floyd Huff. 1980. TiJoe Distribution of Rainfall in Heavy ~ by Floyd Huff. 1967. Iowa Departaent Stewardship of Agriculture and Land Cliaatology of! Iowa Series .2. Revised. Iowa Rai~all Frequencies by Paul Waite. 1988. C11aatology of Iowa Series No. 3 - Iowa's Sreatest 24-Hour Precipitation and Related Stora Data by Paul Haite and Paul Jaeger. . United States Geological Survey Bulletin Wo. 7 - Drainage Areas of 'Iowa St_s by D.J. Lariaer) Reprinted. !larch, 1974. Bulletin Ho. 12 - Floods in Iowa. A CoIIparative Study of! Regional Flood Frequency Kethods by Decar g. Lara. 1974. Water Resources Investigation Report 87-4132 llethod for Est1aating. The ltagnitude and Frequency of! Floods at U""""ed Sitee on Unregulated Rural S- ~. by Decar g. Lara. 1987. Federal Highway Acleinistration Hydraulic. Engineering Circulars. - 13 - DNR TlI-16 Design Criteria and Guidelines 'for Iowa Dams December, 1990 HEC No. 10 - Capacity Char-ts for -the Hydraulic Design of Highway Culverts, Nov....ber, 19n. HEC No. 11 - Use of Riprap for Bank Pro-tecUon, June, 1967. HEC No. 13 - Nydraulic Design of ¡'proved Inle-ts for Culver-ts, Augus-t, 19n. HEC No. 14 - Hydraulic Design of Energy Dissipator for CuIver-ts and Channels. Deceaber, 1975. HEC Ho. 15 - Design of Stable Channels with Flexible Linings, Oc-tober, 1975. Hydraulic Design Series No. 1 - Hydraulics of Bridge Haterways, Znd EdiUon, 1970. Hydraulic Design Series No. 3 - Design Charts for Open-Channel Flow, 1973. Hydraulic Design Series No. .,. - Design of Roadside Drainage Channels, 1965. Hydraulic Design Series No. 5 - Design of Highway Culverts. Sep-t....ber 1985. Agricultural Research Service The SAF SUl1ing Basin, 1959. Hydraulics of Closed Conduit Spinways. Parts I - XVII. A:DAlfS/ J54-90/sp - 14 -