PART 222—ENGINEERING AND DESIGN Authority: 23 U.S.C. 116(d); delegation in 49 CFR 1.45(b); 33 U.S.C. 467 et seq.; § 222.2 Acquisition of lands downstream from spillways for hydrologic safety purposes. (a) Purpose. (b) Applicability. (c) Reference. (d) Discussion. (e) Hydrologic criteria. (1) Probability of spillway use. (2) Changes in project functions. (3) Volume and velocity of spillway flow. (4) Development within floodway. (5) Debris movement within floodway. (6) Flood warning and response potential. (7) Location of spillway. (f) Real estate. (1) Areas where the imposed or aggravated flood condition is non-hazardous. Affected interest should be informed of the nature of the imposed non-hazardous flood condition. (2) Areas where the construction and operation of a dam and spillway do not increase or create a hazardous condition. (g) Alternative land uses. (h) Procedural guidance. (1) For various flood magnitudes up to the probable maximum flood determine the “with” and “without project” flood conditions downstream of a dam spillway for the following: (i) Flooded area. (ii) Flood depth. (iii) Flood duration. (iv) Velocities. (v) Debris and erosion. (2) Determine the combinations of flood magnitudes and the above flood conditions that could be the most hazardous and/or result in the greatest increase in hazard from “without” to “with project” flood conditions. Designate these combinations of flood magnitude and flood conditions as the critical conditions. (3) For the critical conditions selected above outline the areas where the project could increase and/or create (impose) one or more of the critical conditions. Areas where spillway flows do not create or increase flood conditions are excluded from further analysis. (4) Determine where the imposed critical conditions as outlined above would be hazardous and non-hazardous. Non-hazardous areas are defined as those areas where: (i) Flood depths are maximum of 2 feet in urban and rural areas. (ii) Flood depths are essentially non-damaging to urban property. (iii) Flood durations are a maximum of 3 hours in urban areas and 24 hours in agricultural areas. (iv) Velocities do not exceed 4 feet per second. (v) Debris and erosion potentials are minimal. (vi) Imposed flood conditions would be infrequent. That is, the exceedence frequency should be less than 1 percent. Hazardous areas are those where any of the above criteria are exceeded. (5) Based upon the information developed above and the principles outlined in paragraphs (c) through (f) of this section, decide on the extent of area and estate required for hydrologic safety purposes. (i) Reporting. [43 FR 35481, Aug. 10, 1978. Redesignated at 60 FR 19851, Apr. 21, 1995] § 222.3 Clearances for power and communication lines over reservoirs. (a) Purpose. (b) Applicability. (c) References. (2) National Electrical Safety Code (ANSI C2), available from IEEE Service Center, 445 Hoes Lane, Piscataway, N.J. 08854. (d) Definitions Design high water level. (2) Low point of line. (3) Minimum vertical clearance. (e) Required clearances. (1) In general, minimum vertical clearances shall not be less than shown in Table 232-1, Item 7, of ANSI C2, even for reservoirs or areas not suitable for sailboating or where sailboating is prohibited. (2) If clearances not in accordance with Table 232-1 of ANSI C2 are proposed, justification for the clearances should be provided. (f) Navigable waters. [43 FR 14013, Apr. 4, 1978. Redesignated at 60 FR 19851, Apr. 21, 1995] § 222.4 Reporting earthquake effects. (a) Purpose. (b) Applicability. (c) References. (2) ER 1110-2-1806. (3) ER 1110-2-8150. (4) ER 1130-2-419. (5) State-of-the-Art for Assessing Earthquake Hazards in the United States—WES Miscellaneous Papers S-73-1—Reports 1 thru 14. Available from U.S. Army Engineer Waterways Experiment Station, P.O. Box 631, Vicksburg, Mississippi 39180. (d) Policy. (e) Post-earthquake inspections and evaluation surveys Limitations of present knowledge. (2) Types of reportable damage. (f) Inspection and evaluation programs. (2) If the project is located in an area where the earthquake is felt but causes no or insignificant damage (Modified Mercalli Intensity VI or less) to structures in the vicinity of the project, project operations personnel should make an immediate inspection. This inspection should determine: (i) Whether there is evidence of earthquake damage or disturbance, and (ii) whether seismic instrumentation, where present, has been triggered. The Chief, Engineering Division should be notified by phone of the results of the inspection. If damage is observed, which is considered to threaten the immediate safety or operational capability of the project, immediate action should be taken as covered in paragraph (f)(1) of this section. For other situations, the Chief of Engineering Division will determine the need for and urgency for an engineering inspection. (3) When an engineering inspection of structures is deemed necessary following a significant earthquake, HQDA (DAEN-CWE) WASH DC 20314 will be notified of the inspection program as soon as it is established. (4) As a general rule, the structures which would be of concern following an earthquake are also the structures which are involved in the inspection program under ER 1110-2-100. Whenever feasible, instrumentation and prototype testing programs undertaken under ER 1110-2-100 to monitor structural performance and under ER 1110-2-8150 to develop design criteria will be utilized in the post-earthquake safety evaluation programs. Additional special types of instrumentation will be incorporated in selected structures in which it may be desirable to measure forces, pressures, loads, stresses, strains, displacements, deflections, or other conditions relating to damage and structural safety and stability in case of an earthquake. (5) Where determined necessary, a detailed, systematic engineering inspection will be made of the post-earthquake condition of each structure, taking into account its distinctive features. For structures which have incurred earthquake damage a formal technical report will be prepared in a format similar to inspection reports required under ER 1110-2-100. (Exempt from requirements control under paragraph 7-2b, AR 335-15.) The report will include summaries of the instrumentation and other observation data for each inspection, for permanent record and reference purposes. This report will be used to form a basis for major remedial work when required. Where accelerometers or other types of strong motion instruments have been installed, readings and interpretations from these instruments should also be included in the report. The report will contain recommendations for remedial work when appropriate, and will be transmitted through the Division Engineer for review and to HQDA (DAEN-CWE) WASH DC 20314 for review and approval. For structures incurring no damage a simple statement to this effect will be all that is required in the report, unless seismic instrumentation at the project is activated. (See paragraph (h)(4) of this section.) (g) Training. (h) Responsibilities. (2) The Construction Divisions of the District offices will be responsible for the installation of the earthquake instrumentation devices and for data collection if an earthquake occurs during the construction period. (3) The Operations Division of the District offices will be responsible for the immediate assessment of earthquake damage and notifying the Chief, Engineering Division as discussed in paragraphs (f)(1) and (2). The Operations Division will also be responsible for earthquake data collection after the construction period in accordance with the instrumental observation programs, and will assist and participate in the post-earthquake inspections. (4) The U.S. Geological Survey has the responsibility for servicing and collecting all data from strong motion instrumentation at Corps of Engineers dam projects following an earthquake occurrence. However, the U.S. Army Waterways Experiment Station (WES) is assigned the responsibility for analyzing and interpreting these earthquake data. Whenever a recordable earthquake record is obtained from seismic instrumentation at a Corps project, the Division will send a report of all pertinent instrumentation data to the Waterways Experiment Station, ATTN: WESGH, P.O. Box 631, Vicksburg, Mississippi 39180. The report on each project should include a complete description of the locations and types of instruments and a copy of the instrumental records from each of the strong motion machines activated. (Exempt from requirements control under paragraph 7-2v, AR 335-15). (5) The Engineering Divisions of the Division offices will select structures for special instrumentation for earthquake effects, and will review and monitor the data collection, processing, evaluating, and inspecting activities. They will also be specifically responsible for promptly informing HQDA (DAEN-CWE) WASH DC 20314, when evaluation of the condition of the structure or analyses of the instrumentation data indicate the stability of a structure is questionable. (Exempt for requirements control under paragraph 7-2o, AR 335-15.) (6) Division Engineers are responsible for issuing any supplementary regulations necessary to adapt the policies and instructions herein to the specific conditions within their Division. (i) Funding. [44 FR 43469, July 25, 1979. Redesignated at 60 FR 19851, Apr. 21, 1995] § 222.5 Water control management (ER 1110-2-240). (a) Purpose. (b) Applicability. (c) References. (d) Authorities U.S. Army Corps of Engineers projects. (2) Non-Corps projects. (e) Terminology: Water control plans and reservoir regulation schedules. (2) The term “reservoir regulation schedule” refers to a compilation of operating criteria, guidelines, rule curves and specifications that govern basically the storage and release functions of a reservoir. In general, schedules indicate limiting rates of reservoir releases required during various seasons of the year to meet all functional objectives of the particular project, acting separately or in combination with other projects in a system. Schedules are usually expressed in the form of graphs and tabulations, supplemented by concise specifications. (f) General policies. i.e. (2) Necessary actions will be taken to keep approved water control plans up-to-date. For this purpose, plans will be subject to continuing and progressive study by personnel in field offices of the Corps of Engineers. These personnel will be professionally qualified in technical areas involved and familiar with comprehensive project objectives and other factors affecting water control. Organizational requirements for water control management are further discussed in ER 1110-2-1400. (3) Water control plans developed for specific projects and reservoir systems will be clearly documented in appropriate water control manuals. These manuals will be prepared to meet initial requirements when storage in the reservoir begins. They will be revised as necessary to conform with changing requirements resulting from developments in the project area and downstream, improvements in technology, new legislation and other relevant factors, provided such revisions comply with existing Federal regulations and established Corps of Engineers policy. (4) Development and execution of water control plans will include appropriate consideration for efficient water management in conformance with the emphasis on water conservation as a national priority. The objectives of efficient water control management are to produce beneficial water savings and improvements in the availability and quality of water resulting from project regulation/operation. Balanced resource use through improved regulation should be developed to conserve as much water as possible and maximize all project functions consistent with project/system management. Continuous examination should be made of regulation schedules, possible need for storage reallocation (within existing authority and constraints) and to identify needed changes in normal regulation. Emphasis should be placed on evaluating conditions that could require deviation from normal release schedules as part of drought contingency plans (ER 1110-2-1941). (5) Adequate provisions for collection, analysis and dissemination of basic data, the formulation of specific project regulation directives, and the performance of project regulation will be established at field level. (6) Appropriate provisions will be made for monitoring project operations, formulating advisories to higher authorities, and disseminating information to others concerned. These actions are required to facilitate proper regulation of systems and to keep the public fully informed regarding all pertinent water control matters. (7) In development and execution of water control plans, appropriate attention will be given to project safety in accordance with ER 1130-2-417 and ER 1130-2-419 so as to insure that all water impounding structures are operated for the safety of users of the facilities and the general public. Care will be exercised in the development of reservoir regulation schedules to assure that controlled releases minimize project impacts and do not jeopardize the safety of persons engaged in activities downstream of the facility. Water control plans will include provisions for issuing adequate warnings or otherwise alerting all affected interests to possible hazards from project regulation activities. (8) In carrying out water control activities, Corps of Engineers personnel must recognize and observe the legal responsibility of the National Weather Service (NWS), National Oceanic and Atmospheric Administration (NOAA), for issuing weather forecasts and flood warnings, including river discharges and stages. River forecasts prepared by the Corps of Engineers in the execution of its responsibilities should not be released to the general public, unless the NWS is willing to make the release or agrees to such dissemination. However, release to interested parties of factual information on current storms or river conditions and properly quoted NWS forecasts is permissible. District offices are encouraged to provide assistance to communities and individuals regarding the impact of forecasted floods. Typical advice would be to provide approximate water surface elevations at locations upstream and downstream of the NWS forecasting stream gages. Announcement of anticipated changes in reservoir release rates as far in advance as possible to the general public is the responsibility of Corps of Engineers water control managers for projects under their jurisdiction. (9) Water control plans will be developed in concert with all basin interests which are or could be impacted by or have an influence on project regulation. Close coordination will be maintained with all appropriate international, Federal, State, regional and local agencies in the development and execution of water control plans. Effective public information programs will be developed and maintained so as to inform and educate the public regarding Corps of Engineers water control management activities. (10) Fiscal year budget requests for water control management activities will be prepared and submitted to the Office of the Chief of Engineers in accordance with requirements established in Engineer Circular on Annual Budget Requests for Civil Works Activities. The total annual costs of all activities and facilities that support the water control functions, (excluding physical operation of projects, but including flood control and navigation regulation of projects subject to 33 CFR 208.11) are to be reported. Information on the Water Control Data Systems and associated Communications Category of the Plant Replacement and Improvement Program will be submitted with the annual budget. Reporting will be in accordance with the annual Engineer Circular on Civil Works Operations and Maintenance, General Program. (g) Responsibilities: US Army Corps of Engineers projects Preparation of water control plans and manuals. (2) Public involvement and information Public meeting and public involvement. (A) Conditions that require public involvement and public meetings include: Development of a new water control manual that includes a water control plan; or revision or update of a water control manual that changes the water control plan. (B) Revisions to water control manuals that are administratively or informational in nature and that do not change the water control plan do not require public meetings. (C) For those conditions described in paragraph (g)(2)(i)(A) of this section, the Corps will provide information to the public concerning proposed water control management decisions at least 30 days in advance of a public meeting. In so doing, a separate document(s) should be prepared that explains the recommended water control plan or change, and provides technical information explaining the basis for the recommendation. It should include a description of its impacts (both monetary and nonmonetary) for various purposes, and the comparisons with alternative plans or changes and their effects. The plan or manual will be prepared only after the public involvement process associated with its development or change is complete. (D) For those conditions described in paragraph (g)(2)(i)(A) of this section, the responsible division office will send each proposed water control manual to the Army Corps of Engineers Headquarters, Attn: CECW-EH-W for review and comments prior to approval by the responsible division office. (ii) Information availability. (3) Authority for approval of plans and manuals. (4) OCE role in water control activities. (5) Methods improvement and staff training. (h) Directives and technical instruction manuals. (2) Engineering Manuals (EM) and Engineer Technical Letters (ETL) are issued by OCE to serve as general guidelines and technical aids in developing water control plans and manuals for individual projects or systems. (3) EM 1110-2-3600 discusses principles and concepts involved in developing water control plans. Instructions relating to preparation of “Water Control Manuals for specific projects” are included. EM 1110-2-3600 should be used as a general guide to water control activities. The instructions are sufficiently flexible to permit adaptation to specific regions. Supplemental information regarding technical methods is provided in numerous documents distributed to field offices as “hydrologic references.” (4) Special assistance in technical studies is available from the Hydrologic Engineering Center, Corps of Engineers, 609 Second Street, Davis, California 95616 and DAEN-CWE-HW. (i) Water control manuals for US Army Corps of Engineers projects. (2) Water control manuals prepared in substantially the detail and format specified in instructions referred to in paragraph 8 are required for all reservoirs under the supervision of the Corps of Engineers, regardless of the purpose or size of the project. Water Control manuals are also required for lock and dam, reregulation and major control structure projects that are physically regulated by the Corps of Engineers. Where there are several projects in a drainage basin with interrelated purposes, a “Master Manual” shall be prepared. The effects of non-Corps projects will be considered in appropriate detail, including an indication of provisions for interagency coordination. (3) “Preliminary water control manuals,” for projects regulated by the Corps of Engineers should contain regulation schedules in sufficient detail to establish the basic plan of initial project regulation. (4) As a general rule, preliminary manuals should be superseded by more detailed interim or “final” manuals within approximately one year after the project is placed in operation. (5) Each water control manual will contain a section on special regulations to be conducted during emergency situations, including droughts. Preplanned operations and coordination are essential to effective relief or assistance. (6) One copy of all water control manuals and subsequent revisions shall be forwarded to DAEN-CWE-HW for file purposes as soon as practicable after completion, preferably within 30 days from date of approval at the division level. (j) Policies and requirements for preparing regulations for non-Corps projects. (2) Water control plans will be developed and processed as soon as possible for applicable projects already completed and being operated by other entities, including projects built by the Corps of Engineers and turned over to others for operation. (3) In so far as practicable, water control plans for non-Corps projects should be developed in cooperation with owning/operating agencies involved during project planning stages. Thus, tentative agreements on contents, including pertinent regulation schedules and diagrams, can be accomplished prior to completion of the project. (4) The magnitude and nature of storage allocations for flood control or navigation purposes in non-Corps projects are governed basically by conditions of project authorizations or other legislative provisions and may include any or all of the following types of storage assignments: (i) Year-round allocations: Storage remains the same all year. (ii) Seasonal allocations: Storage varies on a fixed seasonal basis. (iii) Variable allocations of flood control from year to year, depending on hydrologic parameters, such as snow cover. (5) Water control plans should be developed to attain maximum flood control or navigation benefits, consistent with other project requirements, from the storage space provided for these purposes. When reservoir storage capacity of the category referred to in paragraph (j)(4)(iii) is utilized for flood control or navigation, jointly with other objectives, the hydrologic parameters and related rules developed under provisions of ER 1110-2-241, 33 CFR part 208 should conform as equitably as possible with the multiple-purpose objectives established in project authorizations and other pertinent legislation. (6) Storage allocations made for flood control or navigation purposes in non-Corps projects are not subject to modifications by the Corps of Engineers as a prerequisite for prescribing 33 CFR 208.11 regulations. However, regulations developed for use of such storage should be predicated on a mutual understanding between representatives of the Corps and the operating agency concerning the conditions of the allocations in order to assure reasonable achievement of basic objectives intended. In the event field representatives of the Corps of Engineers, and the operating agency are unable to reach necessary agreements after all reasonable possibilities have been explored, appropriate background explanations and recommendations should be submitted to DAEN-CWE-HW for consideration. (7) The Chief of Engineers is responsible for prescribing regulations for use of flood control or navigation storage and/or project operation under the provisions of the referenced legislative acts. Accordingly, any regulations established should designate the division/district commander who is responsible to the Chief of Engineers as the representative to issue any special instructions required under the regulation. However, to the extent practicable, project regulations should be written to permit operation of the project by the owner without interpretations of the regulations by the designated representative of the Commander during operating periods. (8) Responsibility for compliance with 33 CFR 208.11 regulations rests with the operating agency. The division or district commander of the area in which the project is located will be kept informed regarding project operations to verify reasonable conformance with the regulations. The Chief of Engineers or his designated representative may authorize or direct deviation from the established water control plan when conditions warrant such deviation. In the event unapproved deviations from the prescribed regulations seem evident, the division or district commander concerned will bring the matter to the attention of the operating agency by appropriate means. If corrective actions are not taken promptly, the operating agency should be notified of the apparent deviation in writing as a matter of record. Should an impasse arise, in that the project owner or the designated operating entity persists in noncompliance with regulations prescribed by the Corps of Engineers, the Office of Chief Counsel should be advised through normal channels and requested to take necessary measures to assure compliance. (9) Regulations should contain information regarding the required exchange of basic data between the representative of the operating agency and the U.S. Army Corps of Engineers, that are pertinent to regulation and coordination of interrelated projects in the region. (10) All 33 CFR 208.11 regulations shall contain provisions authorizing the operating agency to temporarily deviate from the regulations in the event that it is necessary for emergency reasons to protect the safety of the dam, to avoid health hazards, and to alleviate other critical situations. (k) Developing and processing regulations for non-Corps projects. (l) Water control during project construction stage. (m) Advisories to OCE regarding water control activities General. (2) Annual division water control management report (RCS DAEN-CWE-16(R1)). (3) Status of water control manuals. (4) Monthly water control charts (RCS DAEN-CWE-6 (R1)). (5) Annual division water quality reports (RCS DAEN-CWE-15). (6) Master plans for water control data systems (RCS DAEN-CWE-21). (ii) Master plans for water control data systems and significant revisions thereto will be prepared by division water control managers and submitted to DAEN-CWE-HW by 1 February each year for review and approval of engineering aspects. Engineering approval does not constitute funding approval. After engineering approval is obtained, equipment in the master plan is eligible for consideration in the funding processes described in ER 1125-2-301 and engineering circulars on the annual budget request for civil works activities. Master plans will be maintained current and will: (A) Outline the system performance requirements, including those resulting from any expected expansions of Corps missions. (B) Describe the extent to which existing facilities fulfill performance requirements. (C) Describe alternative approaches which will upgrade the system to meet the requirements not fulfilled by existing facilities, or are more cost effective than the existing system. (D) Justify and recommend a system considering timeliness, reliability, economics and other factors deemed important. (E) Delineate system scope, implementation schedules, proposed annual capital expenditures by district, total costs, and sources of funding. (iii) Modified master plans should be submitted to DAEN-CWE-HW by 1 February, whenever revisions are required, to include equipment not previously approved or changes in scope or approach. Submittal by the February date will allow adequate time for OCE review and approval prior to annual budget submittals. (iv) Division commanders are delegated authority to approve detailed plans for subsystems and networks of approved master plans. Plans approved by the division commander should meet the following conditions: (A) The plan conforms to an approved master plan. (B) The equipment is capable of functioning independently. (C) An evaluation of alternatives has been completed considering reliability, cost and other important factors. (D) The plan is economically justified, except in special cases where legal requirements dictate performance standards which cannot be economically justified. (v) Copies of plans approved by the division commander shall be forwarded to appropriate elements in OCE in support of funding requests and to obtain approval of Automatic Data Processing Equipment (ADPE), when applicable. (vi) Water control data systems may be funded from Plant Revolving Fund; O&M General; Flood Control, MR&T, and Construction, General. Funding for water control equipment that serves two or more projects will be from Plant Revolving Fund in accordance with ER 1125-2-301. District and division water control managers will coordinate plant revolving fund requests with their respective Plant Replacement and Improvement Program (PRIP) representatives following guidance provided in ER 1125-2-301. Budget funding requests under the proper appropriation title should be submitted only if the equipment is identified in an approved master plan. (vii) Justification for the Automatic Data Processing Equipment (ADPE) aspects of water control data systems must conform to AR 18-1, Appendix I or J as required. The “Funding for ADPE” paragraph in Appendixes I and J must cite the source of funds and reference relevant information in the approved master plan and detailed plan. (viii) Division water control managers will submit annual letter summaries of the status of their respective water control systems and five-year plan for improvements. These summaries will be submitted to DAEN-CWE by 1 June for coordination with DAEN-CWO, CWB and DSZ-A, prior to the annual budget request. Summaries should not be used to obtain approval of significant changes in master plans. Sources of funding for all items for each district and for the division should be delineated so that total system expenditures and funding requests are identified. Changes in the master plan submitted 1 February should be documented in this letter summary if the changes were approved. (7) Summary of runoff potentials in current season (RCS DAEN-CWO-2). (ii) During major drought situations or low-flow conditions, narrative summaries of the situation should be furnished to alert the Chief of Engineers regarding the possibility of serious runoff deficiencies that are likely to call for actions associated with Corps of Engineers reservoirs. (iii) The reports referred to in paragraphs (m)(7) (i) and (ii) of this section will include general summaries regarding the status of reservoir storage, existing and forecasted at the time of the reports. (8) Reports on project operations during flood emergencies. (9) Post-flood summaries of project regulation. (n) Water Control Management Boards. (2) The Mississippi River Water Control Management Board was established by ER 15-2-13. It consists of the Division Commanders from LMVD, MRD, NCD, ORD, and SWD with the Director of Civil Works serving as chairman. The purposes of the Board are: (i) To provide oversight and guidance during the development of basin-wide management plans for Mississippi River Basin projects for which the US Army Corps of Engineers has operation/regulation responsibilities. (ii) To serve as a forum for resolution of water control problems among US Army Corps of Engineers Divisions within the Mississippi River Basin when agreement is otherwise unobtainable. (o) List of projects. Appendix A to § 222.5—References 1. The Federal Power Act, Pub. L. 436-83, approved 10 June 1920, as amended (41 Stat. 1063; 16 U.S.C. 791(a)) 2. Section 3 of the Flood Control Act approved 22 June 1936, as amended (49 Stat. 1571; 33 U.S.C. 701(c)) 3. Section 9(b) of Reclamation Project Act of 1939, approved 4 August 1939 (53 Stat. 1187; 43 U.S.C. 485) 4. Section 7 of the Flood Control Act approved 22 December 1944 (58 Stat. 890; 33 U.S.C. 709) 5. Section 5 of Small Reclamation Projects Act of 6 August 1956, as amended (70 Stat. 1046; 43 U.S.C. 422(e)) 6. Section 9 of Pub. L. 436-83d Congress (68 Stat. 303) 7. The Fish and Wildlife Coordination Act of 1958, Pub. L. 85-624 8. The Federal Water Project Recreation Act Uniform Policies, Pub. L. 89-72 9. The National Environmental Policy Act of 1969, Pub. L. 91-190 10. The Clean Water Act of 1977, Pub. L. 95-217 11. Executive Order 12088, Federal Compliance with Pollution Control Standards, 13 October 1978 12. 33 CFR 208.10, Local flood protection works; maintenance and operation of structures and facilities (9 FR 9999; 9 FR 10203) 13. 33 CFR 208.11, Regulations for use of Storage Allocated for Flood Control or Navigation and/or Project Operation at Reservoirs subject to Prescription of Rules and Regulations by the Secretary of the Army in the Interest of Flood Control and Navigation (43 FR 47184) 14. AR 18-1 15. ER 11-2-101 16. ER 15-2-13 17. ER 500-1-1, 33 CFR part 203 18. ER 1110-2-241, 33 CFR part 208 19. ER 1110-2-1400 20. ER 1110-2-1402 21. ER 1110-2-1941 22. ER 1125-2-301 23. ER 1130-2-303 24. ER 1130-2-334 25. ER 1130-2-415 26. ER 1130-2-417 27. ER 1130-2-419 28. EM 1110-2-3600 Appendix B to § 222.5—Summary of Corps of Engineers Responsibilities for Prescribing Regulations for Non-Corps Reservoir Projects Summary 1. (a) “Regulations for Use of Storage Allocated for Flood Control or Navigation and/or Project Operation at Reservoirs subject to Prescription of Rules and Regulations by the Secretary of the Army in the Interest of Flood Control and Navigation” (33 CFR 208.11) prescribe the responsibilities and general procedures for regulating reservoir projects capable of regulation for flood control or navigation and the use of storage allocated for such purposes and provided on the basis of flood control and navigation, except projects owned and operated by the Corps of Engineers; the International Boundary and Water Commission, United States and Mexico; and those under the jurisdiction of the International Joint Commission, United States and Canada, and the Columbia River Treaty. (b) Pertinent information on projects for which regulations are prescribed under Section 7 of the 1944 Flood Control Act, (Pub. L. 78-58 Stat. 890 (33 U.S.C. 709)) the Federal Power Act (41 Stat. 1063 (16 U.S.C. 791(A))) and Section 9 of Pub. L. 436-83d Congress (68 Stat. 303) is published in the Federal Register Publication in the Federal Register 2. Section 7 of Act of Congress approved 22 December 1944 (58 Stat. 890; 33 U.S.C. 709), reads as follows: “Hereafter, it shall be the duty of the Secretary of War to prescribe regulations for the use of storage allocated for flood control or navigation at all reservoirs constructed wholly or in part with Federal funds provided on the basis of such purposes, and the operation of any such project shall be in accordance with such regulations: Provided, 3. Section 9(b) of the Reclamation Project Act of 1939, approved 4 August 1939 (53 Stat. 1189, 43 U.S.C. 485), provides that the Secretary of the Interior may allocate to flood control or navigation as part of the cost of new projects or supplemental works; and that in connection therewith he shall consult with the Chief of Engineers and may perform any necessary investigations under a cooperative agreement with the Secretary of the Army. These projects are subject to 33 CFR 208.11 regulations. 4. Several dams have been constructed by State agencies under provisions of legislative acts wherein the Secretary of the Army is directed to prescribe rules and regulations for project operation in the interest of flood control and navigation. These projects are subject to 33 CFR 208.11 regulations. 5. There are few dams constructed under Emergency Conservation work authority or similar programs, where the Corps of Engineers has performed major repairs or rehabilitation, that are operated and maintained by local agencies which are subject to 33 CFR 208.11 regulations. 6. The Federal Power Act, approved 10 June 1920, as amended (41 Stat. 1063, 16 U.S.C. 791 (A)), established the Federal Power Commission, now Federal Energy Regulatory Commission (FERC), with authority to issue licenses for constructing, operating, and maintaining dams or other project works for the development of navigation, for utilization of water power and for other beneficial public uses in any streams over which Congress has jurisdiction. The Chief of Engineers is called upon for advice and assistance as needed in formulating reservoir regulation requirements somewhat as follows: a. In response to requests from the FERC, opinions and technical appraisals are furnished by the Corps of Engineers for consideration prior to issuance of licenses by the FERC. Such assistance may be limited to general presentations, or may include relatively detailed proposals for water control plans, depending upon the nature and scope of projects under consideration. The information furnished is subject to such consideration and use as the Chairman, FERC, deems appropriate. This may result in inclusion of simple provisions in licenses without elaboration, or relatively detailed requirements for reservoir regulation schedules and plans. b. Some special acts of Congress provide for construction of dams and reservoirs by non-Federal agencies or private firms under licenses issued by the FERC, subject to stipulation that the operation and maintenance of the dams shall be subject to reasonable rules and regulations of the Secretary of the Army in the interest of flood control and navigation. Ordinarily no Federal funds are involved, thus Section 7 of the 1944 Flood Control Act does not apply. However, if issuance of regulations by the Secretary of the Army is required by the authority under which flood control or navigation provisions are included as functions of the specific project or otherwise specified in the FERC license, regulation plans will be prescribed in accordance with 33 CFR 208.11 regulations. 7. Projects constructed by the Corps of Engineers for local flood protection purposes are subject to conditions of local cooperation as provided in Section 3 of the Flood Control Act approved 22 June 1936, as amended. One of those conditions is that a responsible local agency will maintain and operate all works after completion in accordance with regulations prescribed by the Secretary of the Army. Most such projects consist mainly of levees and flood walls with appurtenant drainage structures. Regulations for operation and maintenance of these projects has been prescribed by the Secretary of the Army in 33 CFR 208.10. When a reservoir is included in such a project, it may be appropriate to apply 33 CFR 208.10 in establishing regulations for operation, without requiring their publication in the Federal Register. 8. Regulation plans for projects owned by the Corps of Engineers are not prescribed in accordance with 33 CFR 208.11. However, regulation plans for projects constructed by the Corps of Engineers and turned over to other agencies or local interests for operation may be prescribed in accordance with 33 CFR 208.11. 9. The Small Reclamation Projects Act of 6 August 1956 provides that the Secretary of the Interior may make loans or grants to local agencies for the construction of reclamation projects. Section 5 of the Act provides in part that the contract covering any such grant shall set forth that operation be in accordance with regulations prescribed by the head of the Federal department or agency primarily concerned. Normally, 33 CFR 208.11 is not applicable to these projects. Appendix C to § 222.5—Procedures for Developing and Processing Regulations for Non-Corps Projects in Conformance with 33 CFR 208.11 1. Sequence of actions. b. Background information on the project and conditions requiring flood control or navigation services, and other relevant factors, are assembled by the District Engineer and incorporated in a “Preliminary Information Report”. The Preliminary Information Report will be submitted to the Division Engineer for review and approval. Normally, the agency having jurisdiction over the particular project is expected to furnish information on project features, the basis for storage allocations and any other available data pertinent to the studies. The Corps of Engineers supplements this information as required. c. Studies required to develop reservoir regulation schedules and plans usually will be conducted by Corps of Engineers personnel at District level, except where the project regulation affects flows in more than one district, in which case the studies will be conducted by or under supervision of Division personnel. Assistance as may be available from the project operating agency or others concerned will be solicited. d. When necessary agreements are reached at district level, and regulations developed in accordance with 33 CFR 208.11 and EM 1110-2-3600, they will be submitted to the Division Commander for review and approval, with information copies for DAEN-CWE-HW. Usually the regulations include diagrams of operating parameters. e. For projects owned by the Bureau of Reclamation, the respective Regional Directors are designated as duly authorized representatives of the Commissioner of Reclamation. By letter of 20 October 1976, the Commissioner delegated responsibilities to the Regional Directors as follows: “Regarding the designated authorization of representatives of the Commissioner of Reclamation in matters relating to the development and processing of Section 7 flood control regulations, we are designating each Regional Director as our duly authorized representative to sign all letters of understanding, water control agreements, water control diagrams, water control release schedules and other documents which may become part of the prescribed regulations. The Regional Director also will be responsible for obtaining the signature of the designated operating agency on these documents where such is required. Regarding internal coordination within the Bureau of Reclamation, the Regional Directors will obtain the review and approval of this office and at appropriate offices with our Engineering and Research Center, Denver, Colorado, prior to signing water control documents.” f. In accordance with the delegation cited in paragraph e, 33 CFR 208.11 regulations pertaining to Bureau of Reclamation projects will be processed as follows: (1) After regulation documents submitted by District Commanders are reviewed and approved by the Division Commander they are transmitted to the respective Regional Director of the Bureau of Reclamation for concurrence of comment, with a request that tracings of regulation diagrams be signed and returned to the Division Commander. (2) If any questions arise at this stage appropriate actions are taken to resolve differences. Otherwise, the duplicate tracings of the regulation diagram are signed by the Division Commander and transmitted to the office of the project owner for filing. (3) After full agreement has been reached in steps (1) and (2), the text of proposed regulations is prepared in final form. Copies of any diagrams involved are included for information only. (4) A letter announcing completion of action on processing the regulations, with pertinent project data as specified in paragraph 208.11(d)(11) of 33 CFR 208.11, and one copy of the signed tracings of diagrams are forwarded to HQDA (DAEN-CWE-HW) WASH DC 20314 for promulgation and filing. The office of the Chief of Engineers will forward the pertinent project data to the Liaison Officer with the Federal Register, requesting publication in the Federal Register. g. Regulations developed in accordance with 33 CFR 208.11 and applicable to projects that are not under supervision of the Bureau of Reclamation are processed in substantially the manner described above. All coordination required between the Corps of Engineers and the operating agency will be accomplished at field level. h. Upon completion of actions listed above, Division Commanders are responsible for informing the operating agencies at field level that regulations have been promulgated. 2. Signature blocks: Federal Register, 3. Designation of Corps of Engineers Representatives. Appendix D to § 222.5—Sample Tabulation Bardwell Lake, Monthly Lake Report, May 1975 Day Elevations 0800: 2,400 feet-MSL Storage 2400 A-F Evap DSF Pump DSF Release DSF Inflow adj. DSF Rain, inch 1 421.30 421.31 55979 28 2.0 0 84 0.00 2 421.32 421.37 56196 5 2.0 0 117 .00 3 421.43 421.44 56449 23 1.9 0 152 .14 4 421.45 421.47 56558 1 1.8 0 58 .00 5 421.49 421.34 56088 1 2.0 324 50 .00 6 421.20 421.01 54902 14 1.9 632 50 .00 7 420.88 420.89 54473 4 2.0 269 59 .09 8 420.89 420.91 54544 5 2.3 0 44 .00 9 420.90 420.89 54473 11 1.5 0 38 .00 10 420.90 420.90 54509 28 3.0 0 27 .00 11 420.91 421.35 56124 26 1.8 0 824 .00 12 421.54 421.65 57213 31 2.1 0 582 1.61 13 421.70 421.75 57578 29 2.2 0 216 .00 14 421.78 421.76 57614 34 1.9 249 303 .03 15 421.69 421.52 56739 22 1.9 643 225 .57 16 421.39 421.28 55871 39 2.1 535 138 .00 17 421.19 421.09 55188 10 2.2 393 119 .00 18 421.03 421.05 55045 46 2.0 143 60 .00 19 421.04 421.07 55116 17 2.3 0 55 .00 20 421.06 421.30 55943 21 2.1 0 440 .21 21 421.39 421.47 56558 20 2.1 0 332 .97 22 421.50 421.39 56268 42 2.1 247 145 .00 23 421.37 424.91 69726 31 2.0 328 7146 .22 24 425.61 426.15 74825 22 2.0 0 2595 2.38 25 426.15 426.55 76523 18 2.3 0 876 .11 26 426.72 426.80 77598 42 2.1 0 586 .00 27 426.95 427.00 78465 23 2.0 0 462 .00 28 427.14 427.15 79116 31 2.1 0 361 .19 29 427.31 427.70 81528 61 1.9 0 1279 .20 30 427.94 428.05 83082 11 2.0 0 796 1.02 31 428.20 428.22 83837 7 2.1 0 389 .00 Monthly total: (DSF) 700 64 3763 18626 7.74 (A-F) 27966 1389 126 7464 36945 Appendix E to § 222.5—List of Projects Project name 1 State/county Stream 1 Project purpose 2 Storage 1,000 AF Elev limits feet M.S.L. Area in acres Auth legis 3 Upper Lower Upper Lower Lower Mississippi Valley Division Alligator—Catfish FG MS Issaquena Little Sunflower F 0.0 0.0 0.0 0 0 FCA Jun 36. Arkabutla Lk MS Desoto Coldwater F 525.0 238.3 209.3 33,400 5,100 FCA Jun 36. Ascalmore—Tippo FG & CS MS Tallahatchie Ascalmore F 0.0 136.0 118.0 0 0 FCA Jun 36. Bienvenue FG LA St Bernard Bayou Bienvenue F 0.0 2.0 2.0 0 0 PL 298-89 Big Lk Ditch #81 CS AR Mississippi Ditch 81 Extension. C 0.0 0.0 230.0 0 0 FCA Oct 65. Big Lk Div CS AR Mississippi Little R C 0.0 0.0 230.0 0 0 FCA Oct 65. Big Lk North End CS AR Mississippi Little R C 0.0 0.0 230.0 0 0 FCA Oct 65. Big Lk South end CS AR Mississippi Ditch 28 C 0.0 0.0 230.0 0 0 FCA Oct 65. Birds Point—New Madrid Div Floodway MO New Madrid Mississippi F 0.0 330.5 328.5 131,000 71,000 FCA May 28. Bodcau Lk LA Bossier Bayou Bodcau F 35.3 199.5 157.0 21,000 110 PL 74-839. Bonnet Carre Div Spillway LA St Charles Mississippi R F 0.0 24.0 20.0 0 0 FCA May 28. Bowman Lock LA Vermilion GIWW I 0.0 1.2 1.2 0 0 PL 79-14. Caddo Lk LA Caddo Cypress Bayou N 128.6 182.7 168.5 59,000 26,800 FCA Oct 65. Cairo 10th & 20th St PS IL Pulaski Ohio F 0.0 310.5 299.0 0 0 PL 90-483. Calcasieu SW Barrier & Lock LA Calcasieu Calcasieu R I 0.0 1.2 1.2 0 0 RHA Oct 62. Calion L&D AR Union Ouachita N 0.0 77.0 77.0 12,200 12,200 RHA 1950. Calument FG East & West LA St Mary Wax Lake Outlet Bayou Teche FN 0.0 3.0 3.0 0 0 FCA Jun 36. Cannon Re-reg MO Ralls Salt R PCA 5.8 528.0 521.0 1,020 460 HD 507. Carlyle Lk IL Clinton Kaskaskia R F 699.0 462.5 445.0 50,440 24,580 SD 44. NMCAR 233.0 445.0 429.5 0 7,100 Catahoula Lk CS LA LaSalle Catahoula Div CR 118.0 34.0 27.0 25,000 94 RHA 1960. Catfish Point CS LA Cameron Mermentau R FN 0.0 1.2 1.2 0 0 FCA Aug 41, RHA Jul 64. Charenton FG LA St Mary Grand Lk FN 0.0 0.0 0.0 0 0 RHA Jul 46, FCA May 28. Cocodrie FG FG LA Concorida Bayou Cocodrie F 0.0 46.0 13.0 0 0 FCA Aug 41. Collins Cr MS Warren Collins Cr F 0.0 84.0 67.0 0 0 FCA 1941. Columbia L&D LA Caldwell Ouachita N 0.0 52.0 52.0 7,070 7,070 RHA 1950. Connerly CS AR Chicot Connerly Bayou FCR 0.0 116.0 106.0 0 0 FCA Aug 68. Courtableau Drainage CS LA St Landry Bayou Courtableau F 0.0 18.0 16.0 0 0 FCA May 28, PL 391-70. Darbonne CS LA St. Landry Bayou Darbonne FI 0.0 18.0 16.0 0 0 FCA May 28, PL 391-70. DeGray LK AR Desoto Caddo FNPMRA 881.9 423.0 345.0 23,800 6,400 RHA 1950, WSA 1958. DeGray Rereg. St AR Clark Caddo NMRA 3.6 221.0 209.0 430 90 RHA 1950. WSA 1958. Ditch Bayou Dam AR Chicot Ditch Bayou FCR 0.0 106.0 93.0 0 0 FCA Aug 68. Drainage Dist #17 PS AR Mississippi Ditch 71 F 3.0 236.0 228.0 4,100 0 FCA Aug 68, PL 90-483. Drinkwater PS MO Mississippi Drinkwater Sewer F 20.6 315.0 307.0 4,000 700 FCA May 50, PL 516. Dupre FG LA St Bernard Bayou Dupre F 0.0 2.0 2.0 0 0 PL 298-89. East St Louis PS IL St. Clair IDD F 0.0 0.0 0.0 0 0 FC Act 36. Empire FG Hurr Prot & Lock LA Plaque mines Mississippi R F 0.0 5.0 5.0 0 0 PL 874-87. Enid Lk MS Yalobusha Yacona F 660.0 268.0 230.0 28,000 6,100 FCA Jun 36. Felsenthal L&D AR Union Ouachita N 32.5 70.0 65.0 46,500 17,500 RHA 1950. Finley Street PS TN Dyer Forked Deer F 0.5 269.0 257.0 94 22 FCA 1948, PL 85-500. Freshwater Lock LA Vermilion Freshwater Bayou I 0.0 0.0 0.0 0 0 PL 86-645. NI Graham Burke PS AR Phillips White F 2,805.0 174.8 140.0 149,000 2,500 FCA May 28, PL 85-500. Grenada Lk MS Grenada Yalobusha Skuna F 1,357.4 231.0 193.0 64,600 9,800 FCA Jun 36. Huxtable PS AR Lee St Francis F 2,863.0 207.2 165.0 18,500 1,400 FCA May 50. Jonesville L&D LA Catahoula Black N 0.0 34.0 34.0 7,120 7,120 RHA 1950. Kaskaskia L&D IL Randolph Kaskaskia R N 1.1 368.0 363.0 1,300 1,200 SD 44. L&D 1 LA Catahula Red R N 0.0 40.0 40.0 0 0 PL 90-483. L&D 2 LA Rapides Red R N 0.0 71.2 64.0 0 0 PL 90-483. L&D 3 LA Rapides Red R N 0.0 95.0 91.5 0 0 PL 90-483. L&D 4 LA Natchitoches Red R N 0.0 120.0 119.6 0 0 PL 90-483. L&D 5 LA Red R Red R N 0.0 145.0 140.2 0 0 PL 90-483. L&D 24 MO Pike Mississippi R N 29.7 449.0 445.0 13,000 12,000 R&H Act, Jul 3/30. L&D 25 MO Lincoln Mississippi R N 49.7 434.0 429.7 18,000 16,600 R&H Act, Jul 3/30. L&D 26 IL Madison Mississippi R N 107.1 419.0 414.0 30,000 27,700 R&H Act, Jul 3/30. Larose to Golden Meadow Hurr Prot FG LA LaFourche Bayou LaFourche F 0.0 3.0 3.0 0 0 FCA Oct 65, PL 89-298. Little Sun flower CS MS Issaquena Lit. Sunflower F 0.0 85.0 60.0 0 0 FCA 1941. Lk #9 Culvert & PS KY Fulton Mississippi F 6.5 286.0 282.0 0 0 FCA Oct 65. Lk Chicot PS AR Chicot Macon Lk FCR 0.0 118.2 90.0 0 0 FCA Aug 68. Lk Greeson AR Pike Little Missouri P 0.0 563.0 436.9 0 0 FCA 1941. FP 407.9 563.0 504.0 9,800 2,500 Lk Ouachita AR Garland Ouachita P 0.0 592.0 480.0 0 0 FCA Dec 44. Long Branch DS LA Catahoula Catahoula Div F 0.0 32.5 32.5 0 0 FCA May 50. Mark Twain Lk MO Ralls Salt R F 894.0 638.0 606.0 38,400 18,600 HD 507. PMCAR 457.0 606.0 567.2 18,600 5,900 Marked Tree Siphon AR Poinsett St. Francis F 0.0 229.0 198.3 0 0 FCA Jun 30. Morganza Div CS LA Point Coupee Morganza Floodway F 0.0 59.5 49.0 0 0 FCA May 28. Muddy Bayou CS MS Warren Muddy Bayou FC 30.0 76.9 70.0 4,350 2,860 FCA Oct 65. Old River Div CS Low Sill Overbank & Aux LA W. Feliciana Old R F 0.0 70.0 5.0 0 0 PL 83-780. Old River Lock LA W Feliciana Old R N 0.0 65.4 10.0 0 0 FCA Sep 54, PL 780-83. Port Allen Lock LA Port Allen GIWW N 0.0 46.1 2.6 0 0 RHA Jul 46. Prairie Dupont East & West PS IL St Clair IDD F 0.0 0.0 0.0 0 0 FC Act 62. Rapides-Boeuf Div Canal CS LA Rapides Bayou Rapides F 0.0 66.0 62.2 0 0 FCA Aug 41, GD 359-77. Rend Lk IL Franklin Big Muddy R F 109.0 405.0 410.0 24,800 18,900 HD 541. MA 160.0 405.0 391.3 18,900 5,400 Sardis Lk MS Panola Little Sunflower F 1,569.9 281.4 236.0 58,500 10,700 FCA Jun 36. Schooner Bayou CS & Lock LA Vermilion Schooner Bayou I 0.0 1.2 1.2 0 0 FCA Aug 41. Shelbyville Lk IL Shelby Kaskaskia R F 474.0 626.5 599.7 25,300 11,100 HD 232. NMCAR 180.0 599.7 573.0 11,100 3,000 Sorrell Lock LA Iberville GIWW N 0.0 29.7 3.5 0 0 FCA May 28. St Francis Lk CS AR Poinsett Oak Donnick Floodway C 0.0 0.0 210.0 0 2,240 FCA Oct 65. Steele Bayou CS MS Issaquena Steele Bayou F 0.0 68.5 60.0 0 0 FCA 1941. Tchula Lk Lower FG MS Humphreys Tchula Lk F 0.0 110.0 84.0 0 0 FCA Jun 36. Tchula Lk Upper FG MS Humphreys Tchula Lk F 0.0 108.0 92.0 0 0 FCA Jun 36. Teche-Vermilion PS & CS LA St Mary Atchafalaya R MI 0.1 18.0 16.0 0 0 PL 89-789, FCA May 28. Tensas-Cocodrie PS LA Cocordia Bayou Corcodrie F 0.0 37.0 23.0 0 0 FCA Oct 65. Treasure Island PS MO Dunklin Little R F 23.4 252.0 235.0 7,800 180 FCA Jul 46. Wallace Lk LA Caddo Cypress Bayou F 96.1 158.0 142.0 9,300 2,300 RHA Mar 45, PL 75-761. Wappapello Lk MO Wayne St Francis R F 613.2 394.7 354.7 23,200 5,200 HD 159. Wasp Lk MS Humphreys Wasp Lk-Bear Cr F 0.0 111.6 88.5 0 0 FCA Jun 36. West Hickman PS KY Fulton Mississippi F 0.0 302.0 296.0 9 4 FCA 1948. Wood R PS IL Madison IDD F 0.0 0.0 0.0 0 0 FC Act 38. Yazoo City PS MS Yazoo Yazoo F 0.0 96.0 69.0 0 0 FCA Jun 36. Missouri River Division Bear Creek Dam & Res CO Jefferson Bear Cr F 28.8 5,635.5 5,558.0 718 109 PL 90-483. FCR 1.9 5,558.0 5,528.0 109 17 SD 87-90. Big Bend Dam & Lk Sharpe SD Lyman Buffalo Hughes Missouri R F 61.0 1,423.0 1,422.0 61,000 60,000 PL 78-534. FNPIMCAR 117.0 1,422.0 1,420.0 60,000 57,000 SD 247-78. Blue Springs Dam & Lk MO Jackson Little Blue R F 15.8 820.0 802.0 982 722 PL 90-483. FRC 10.8 802.0 760.0 722 0 HD 169-90. Blue Stem Lake & Dam 4 NE Lancaster Olive Br. Salt Creek F 7.2 1,322.5 1,307.4 660 315 PL 85-500. FCR 3.0 1,307.4 1,277.0 315 1 HD 396-84. Bowman-Haley Dam & Res ND Bowman No Fk Grand River F 72.7 2,777.0 2,754.8 5,131 1,732 PL 87-874. FMCR 15.5 2,754.8 2,740.0 1,732 565 HD 574-87. Branched Oak Lk & Dam 18 NE Lancaster Oak Creek trib. Salt Creek F 71.6 1,311.0 1,284.0 3,640 1,780 PL 85-500. FCR 26.0 1,284.0 1,250.0 1,780 0 HD 396-84. Bull Hook Dam MT Hill Bull Hook Cr Scott Coulee F 6.5 2,593.0 2,540.0 283 0 PL 78-534. Cedar Canyon Dam SD Pennington Deadman's Gulch F 0.1 3,545.0 3,526.0 11 2 PL 80-858. Chatfield Dam & Res CO Douglas S Platte F 204.7 5,500.0 5,432.0 4,742 1,412 PL 81-516. FQ 26.7 5,432.0 5,385.0 1,412 12 HD 669-80. Cherry Cr Dam & Res CO Araphahoe Cherry Cr F 80.0 5,598.0 5,550.0 2,637 852 PL 77-228. FR 14.0 5,550.0 5,504.0 852 0 HD 426-76, PL 78-534. Clinton Dam & Lk KS Douglas Wakarusa R F 267.8 903.4 875.5 12,891 7,006 PL 87-874. FMCAR 129.2 875.5 820.0 7,006 0 SD 122-87. Cold Brook Dam & Res SD Fall River Cold Brook F 6.7 3,651.4 3,585.0 198 36 PL 77-228. FR 0.5 3,585.0 3,548.0 36 0 HD 655-76. Conestoga Lake & Dam 12 NE Lancaster Holmes Cr Trib to Salt Cr F 8.0 1,252.0 1,232.9 620 230 PL 85-500. FCR 2.6 1,232.9 1,197.0 230 1 HD 396-84. Cottonwood Springs Dam & Res SD Fall River Cottonwood Springs Cr F 7.7 3,936.0 3,875.0 214 44 PL 77-228. FR 0.2 3,875.0 3,868.0 44 30 HD 655-76. Fort Peck Dam & Res MT Valley, Mc Cone Garfield Missouri R F 977.0 2,250.0 2,246.0 249,000 240,000 PL 73-409. FNPIMCAR 13,649.0 2,246.0 2,160.0 240,000 92,000 PL 75-529, HD 238-73. Fort Randall Dam, Lk Francis Case SD Gregory Charles Missouri R F 985.0 1,375.0 1,365.0 102,000 95,000 PL 78-534. FNPIMCAR 3,021.0 1,365.0 1,320.0 95,000 41,000 SD 247-78. Garrison Dam, Lk Sakakawea ND Mercer McLean Missouri R F 1,494.0 1,854.0 1,850.0 382,000 365,000 PL 78-534. FNPIMCAR 17,440.0 1,850.0 1,775.0 365,000 129,000 SD 247-78. Gavins Point Dam, Lewis & Clark Lk SD Yankton Missouri R F 61.0 1,210.0 1,208.0 32,000 29,000 PL 78-534. NE Knox FNPIMCAR 95.0 1,208.0 1,204.5 29,000 25,000 SD 247-78. Glenn Cunningham Lk, Dam 11 NE Douglas Little Papillion Cr F 14.0 1,142.0 1,121.0 922 392 PL 90-483. FRCA 3.9 1,121.0 1,085.0 392 0 HD 349-90. Harlan County Lk NE Harlan Republican R F 498.0 1,973.5 1,946.0 23,064 13,249 PL 77-228. FI 342.6 1,946.0 1,875.0 13,249 0 HD 892-76, PL-78-534. Harry S Truman Dam & Res MO Benton Osage R F 4,005.9 739.6 706.0 209,300 55,600 PL 83-780. FPCR 1,203.4 706.0 635.0 55,600 0 HD 549-81, PL 87-874. Hillsdale Lk KS Miami Big Bull Cr F 83.6 931.0 917.0 7,410 4,580 PL 83-780. FNMCAR 76.3 917.0 852.4 4,580 0 HD 642-81. Holmes Park Lk & Dam 17 NE Lancaster Antelope Cr Trib to Salt Cr F 5.7 1,266.0 1,242.4 410 100 PL 85-500. FCR 0.8 1,242.4 1,218.0 100 3 HD 396-84. Kanopolis Lk KS Ellsworth Smoky Hill R F 370.0 1,508.0 1,463.0 13,999 3,560 PL 75-761. FI 55.8 1,463.0 1,425.0 3,560 0 PL 78-534, HD 842-76. Kelly Road Dam CO Araphoe Westerly Cr F 0.3 5,362.0 5,342.0 38 0 PL 80-858, PL 84-99. Long Branch Lk MO Randolph Little East Fk Chariton R F 30.4 801.0 791.1 3,670 2,429 PL 89-298. FCAR 34.6 791.0 751.1 2,429 0 HD 238-89. Longview Lk MO Jackson Little Blue R F 24.8 909.0 891.0 1,960 930 PL 90-483. FCAR 22.1 891.0 810.0 930 0 HD 169-90. Melvern Lk KS Osage Marais des Cygnes R F 208.4 1,057.0 1,036.0 13,948 6,928 PL 83-780. FNMCAR 154.4 1,036.0 960.0 6,928 0 PL 75-761, HD 549-81. Milford Lk KS Geary Republican R F 756.7 1,176.2 1,144.4 27,255 17,270 PL 83-780. FCA 388.8 1,144.4 1,080.0 15,709 0 HD 642-81, PL 75-761. Oahe Dam & Lk ND 4 Counties Missouri R F 1,097.0 1,620.0 1,617.0 373,000 359,000 PL 78-534. SD 8 Counties FNPIMCAR 16,789.0 1,617.0 1,540.0 359,000 117,000 SD 247-78. Olive Cr Lk & Dam 2 NE Lancaster Olive Br of Salt Cr F 4.0 1,350.0 1,335.0 355 174 HD 396-84. FCR 1.5 1,335.0 1,314.0 174 4 PL 85-500. Papio Dam Site #18 & Lk NE Douglas Boxelder Cr Papio Cr F 7.1 1,128.2 1,110.0 595 255 PL 90-483. FCAR 3.4 1,110.0 1,060.5 255 0 HD 349-90. Papio Dam Site #20 & Lk NE Sarpy Trib South Branch Papio F 6.1 1,113.1 1,096.0 493 246 PL 90-483. FCAR 2.7 1,096.0 1,069.0 246 10 HD 349-90. Pawnee Lk & Dam 14 NE Lancaster No. Middle Cr of Salt Cr F 21.0 1,263.5 1,244.3 1,470 728 PL 85-500. FCR 8.5 1,244.3 1,206.0 728 1 HD 396-84. Perry Lk KS Jefferson Delaware R F 521.9 920.6 891.5 25,342 12,202 PL 83-780. FN 243.2 891.5 825.0 122 0 HD 642-81. Pipestem Dam & Res ND Stutsman Pipestem Cr F 137.0 1,496.3 1,442.4 4,754 885 PL 89-298. FRC 9.6 1,442.4 1,415.0 885 62 HD 266-89. Pomme De Terre Lk MO Polk Pomme De Terre R F 407.2 874.0 839.0 15,980 7,890 PL 75-761. FNPCAR 241.6 839.0 750.0 7,890 0 HD 549-81, PL 83-780. Pomona Lk KS Osage 110 Mile Cr F 176.8 1,003.0 974.0 8,520 400 PL 83-780. FNMAR 70.6 974.0 912.0 4,000 0 HD 549-81. Rathbun Lk IA Appanoose Chariton R F 346.3 926.0 904.0 20,948 11,013 PL 83-780. FNM 205.4 904.0 844.0 11,013 0 HD 561-81. Smithville Lk MO Clay Little Platte R F 101.8 876.2 864.2 9,995 7,192 PL 89-298. FMCAR 144.6 864.2 799.0 7,192 0 HD 262-89. Spring Gulch Imbankment CO Douglas Spring Gulch F 1.8 5,600.00 5,535.0 88 0 PL 81-516, HD 669-80. Stagecoach Lk & Dam 9 NE Lancaster Hickman Br of Salt Cr F 4.7 1,285.0 1,271.1 490 196 PL 85-500. > FRC 1.9 1,271.1 1,246.0 196 0 HD 396-84. Standing Bear Lk & Dam 16 NE Douglas Trib Big Papillion Cr F 3.7 1,121.0 1,104.0 302 137 PL 90-483. FRC 1.5 1,104.0 1,060.0 137 0 HD 349-90. Stockton Lk MO Cedar Sac R F 779.6 892.0 867.0 38,288 24,777 PL 83-780. FARPN 887.1 867.0 760.0 24,777 0 HD 549-89. Tuttle Creek Lk KS Riley Big Blue R F 1,937.4 1,136.0 1,075.0 54,179 14,875 PL 75-761. FN 177.1 1,075.0 1,061.0 14,875 0 HD 842-76. Twin Lakes & Dam 13 NE Seward Middle Cr Salt Cr F 5.3 1,355.0 1,341.0 505 255 PL 85-500. CFR 2.8 1,341.0 1,306.0 255 1 HD 396-84. Wagon Train Lk & Dam 8 NE Lancaster Hickman Br of Salt Cr F 6.8 1,302.0 1,287.8 660 303 PL 85-500. FCR 2.5 1,287.8 1,260.0 303 4 HD 396-84. Wehrspann Lk & Dam 20 NE Sarpy Trib South Branch Papio F 6.1 1,113.1 1,096.0 493 246 PL 90-483. FCAR 2.7 1,096.0 1,069.0 246 10 HD 349-90. Wilson Lk KS Russell Saline R F 530.7 1,554.0 1,516.0 19,980 9,040 PL 78-534. FRC 247.8 1,516.0 1,440.0 9,040 0 SD 191-78, SD 247-78. Yankee Hill Lk & Dam 10 NE Lancaster Cardwell Br of Salt Cr F 5.6 1,262.0 1,244.9 475 208 PL 85-500. FCR 2.0 1,244.9 1,218.0 208 0 HD 396-84. North Atlantic Division Almond Lake NY Steuben Canacadea Cr F 14.6 1,300.0 1,255.0 489 124 PL 74-738. Alvin R. Bush Dam PA Clinton Kettle Cr F 73.4 937.0 840.0 1,430 160 FCA Sep 54. Arkport Dam NY Steuben Canisteo R F 8.0 1,304.0 1,218.0 192 0 PL 74-738. Aylesworth Cr Lk PA Lackawanna Aylesworth Cr F 1.7 1,150.0 1,108.0 87 7 PL 87-874. Beltzville Dam & Lk PA Carbon, Monroe Pohopoco Cr F 27.0 651.0 628.0 1,411 947 PL 87-874. FMA 39.8 628.0 537.0 947 113 Bloomington Lk MD Garret North Branch Potomac R F 36.2 1,500.0 1,466.0 1,184 952 PL 87-874. FMA 92.0 1,466.0 1,255.0 952 42 Blue Marsh Dam & Lk PA Lebanon Berks Tulpehocken CR F 27.1 307.0 290.0 2,159 1,147 PL 87-874. FMA 19.9 290.0 261.0 1,147 323 Cowanesque Lk PA Tioga Cowanesque R F 82.0 1,117.0 1,045.0 2,060 410 PL 85-500. Curwensville Lk PA Clearfield West Branch Susquehanna R F 114.7 1,228.0 1,162.0 3,020 790 FCA Sep 54. East Sidney Lk NY Delaware Ouleout Cr F 30.2 1,203.0 1,150.0 1,100 210 PL 74-738. Foster Joseph Sayers Dam PA Centre Bald Eagle Cr F 70.2 657.0 630.0 3,450 1,730 FCA Sept 54. Francis E. Walter Dam & Res PA Carbon, Luzerne, Monroe Lehigh R F 107.8 1,450.0 1,300.0 1,830 80 PL 79-526. Gathright Dam & Lk Moomaw VA Alleghany, Bath Jackson R F 79.9 1,610.0 1,582.0 3,160 2,530 PL 79-526. AR 60.7 1,582.0 1,554.0 2,530 1,780 General Edgar Jadwin Dam PA Wayne Dyberry Cr F 24.5 1,053.0 973.0 659 0 PL 80-858. Prompton Dam & Res PA Wayne W Br Lackawaxen R F 48.5 1,205.0 1,125.0 910 290 PL 80-858. Raystown Lk PA Huntingdon Raystown Br F 248.0 812.0 786.0 10,800 8,300 PL 87-874. FR 514.0 786.0 622.8 8,300 150 Stillwater Lk PA Susquehanna Lackawanna R F 11.6 1,621.0 1,572.0 422 83 PL 77-228. Tioga-Hammond Lakes Hammond PA Tioga Crooked Cr F 54.2 1,131.0 1,086.0 1,770 680 PL 85-500. Tioga-Hammond Lakes Tioga PA Tioga Tioga R F 52.5 1,131.0 1,081.0 1,630 470 PL 85-500. Whitney Piont Lk NY Broome Otselic R F 66.5 1,010.0 973.0 3,340 1,200 PL 74-738. York Indian Rock Dam PA York Codorus Cr F 28.0 435.0 370.0 1,430 0 PL 74-738. North Central Division Badhill Dam & Res ND Barnes Sheyenne R FM 68.6 1,266.0 1,257.2 5,430 4,430 FCA Dec 44. Brandon Road L&D IL Will Illinois R N 8.0 539.0 538.0 300 250 PL 71-126. Cedars L&D WI Outagamie Fox R N 1.8 703.6 698.7 255 140 RHA of 1882, 1885. Coralville Dam & Res IA Johnson Iowa R F 439.0 712.0 680.0 24,800 3,580 PL 75-761. C 40.3 680.0 652.0 3,580 0 PL 75-761. Depree L&D WI Brown Fox R N 9.4 591.0 586.7 926 0 PL 71-126. Dresden Island L&D IL Grundy Illinois R N 1.0 505.0 504.0 1,690 1,550 FCA 1958. Eau Galle Dam & Res WI Pierce Eau Galle R FCR 1.6 940.0 938.5 1,500 1,350 PL 78-534. Farmdale Dam IL Tazwell Farm Cr F 11.3 616.0 551.0 385 0 PL 78-534. Fondulac Dam IL Tazwell Fondulac Cr F 2.3 579.0 530.0 97 0 PL 78-534. Gull Lk Dam & Res MN Cass Gull R N 70.4 1,194.0 1,192.7 13,100 12,700 RHA 1899. Highway 75 Dam & Res MN Bigstone, Lacqui, Parle Minnesota R FC 11.1 952.3 947.3 2,790 910 FCA Oct 65. Homme Dam & Res ND Walsh Park R FM 3.7 1,080.0 1,074.0 190 176 FCA of 22 Dec 44. L&D 1 MN Hennepin, Ramsey Mississippi R N 13.0 725.1 722.8 5,800 5,500 RHA 1910. L&D 2 MN Dakota, Wash Mississippi R N 8.0 687.2 686.5 11,810 11,000 RHA 1927. L&D 3 MN Goodhue, Pierce Mississippi R N 17.8 675.0 674.0 17,950 17,650 RHA 1930. L&D 4 WI Wabasha, Buffalo Mississippi R N 18.0 667.0 666.5 38,820 36,600 RHA 1930. L&D 5 MN Winona, Buffalo Mississippi R N 6.2 660.0 659.5 12,680 12,000 RHA 1930. L&D 5A MN Winona, Buffalo Mississippi R N 7.2 651.0 650.0 7,500 7,000 RHA 1930. L&D 6 MN Winona Mississippi R N 8.4 645.5 644.5 8,870 8,000 RHA 1930. L&D 7 MN Winona Mississippi R N 2.6 639.0 639.0 13,440 13,400 RHA 1930. WI LaCrosse L&D 8 MN Houston Mississippi R N 20.4 631.0 630.0 20,800 20,000 RHA 1930. WI Vernon L&D 9 WI Crawford Mississippi R N 28.7 620.0 619.0 29,125 28,300 RHA 1930. IA Allamakee L&D 10 IA Clayton Mississippi R N 16.8 611.0 610.0 17,070 16,500 RHA 1930. WI Grant L&D 11 IA Dubuque Mississippi R N 19.1 603.1 602.0 21,100 20,000 PL 71-520. L&D 12 IA Jackson Mississippi R N 12.2 592.1 591.0 13,000 12,400 PL 71-520. L&D 13 IL Whiteside Mississippi R N 24.2 583.1 582.0 30,000 28,500 PL 71-520. L&D 14 IA Scott Mississippi R N 9.0 572.1 571.0 10,500 9,980 PL 71-520. L&D 15 IL Rock Island Mississippi R N 5.5 561.1 559.0 3,725 3,540 PL 71-520. L&D 16 IL Rock Island Mississippi R N 12.1 545.1 544.0 13,000 12,400 PL 71-520. L&D 17 IL Mercer Mississippi R N 7.5 537.1 536.0 7,580 7,200 PL 71-520. L&D 18 IL Henderson Mississippi R N 11.0 529.1 528.0 13,300 12,600 PL 71-520. L&D 19 IA Lake Mississippi R N 55.0 518.2 517.2 33,500 31,800 PL 71-520. L&D 20 MO Lewis Mississippi R N 5.8 481.5 476.5 7,960 7,550 PL 71-520. L&D 21 IL Adams Mississippi R N 8.6 470.1 469.6 9,390 8,910 PL 71-520. L&D 22 MO Polke Mississippi R N 8.4 459.6 459.1 8,660 8,230 PL 71-520. Lac qui Parle Dam & Res MN Chippewa Swift Minnesota R FC 119.3 941.1 931.2 13,500 6,400 FCA of 22 Jun 36. Lagrange L&D IL Brown Illinois R N 0.0 429.0 429.0 10,500 10,500 PL 73-184. Leech Lake Dam & Res MN Cass Leech R N 300.2 1,295.7 1,293.2 139,000 107,200 RHA of 1882 1895. Little Kaukauna L&D WI Brown Fox R N 3.6 601.0 592.8 447 42.0 RHA of 1882 1885. Little Chute L&D WI Outagamie Fox R N 0.4 694.2 688.9 74 67 RHA of 1882 1885. Lockport Lock IL Will Chicago San Ship Canal FNP 2.7 579.0 577.5 1,850 1,800 RHA 1930. Lower Appleton L&D WI Outagamie Fox R N 0.2 710.9 706.3 43 40 RHA of 1882 1895. Marseilles Lk & Dam IL LaSalle Illinois R N 0.7 483.0 482.8 1,400 1,320 PL 71-126. Marsh Lake Dam & Res MN Swift, Lacqui, Parle Minnesota R FC 23.9 941.1 937.6 8,650 5,150 FCA Jun 36. Menasha Dam Lk Winnebago WI Winnebago Fox R FN 452.0 746.8 743.5 181,120 168,500 Mount Morris Dam NY Livingston Genesee R F 337.4 760.0 585.0 3,300 0 PL 74-738. O'Brien L&D IL Cook Calumet N 0.3 581.9 578.2 50 50 RHA of 1946. Peoria L&D IL Peoria Illinois R N 0.0 440.0 440.0 27,800 27,800 PL 73-184. Pine Dam & Res MN Crow Wing Pine R N 40.4 1,230.3 1,227.3 13,900 13,000 RHA of 1899. Pokegama Dam & Res MN Itasca Mississippi R N 52.4 1,274.4 1,270.3 13,700 12,000 RHA of 1899. Rapid Croche L&D WI Outagamie Fox R N 3.4 608.5 602.1 568 0 RHA 1885. Red Lake Dam & Res MN Clearwater Red Lake R FA 1,810.0 1,174.0 1,173.5 288,800 287,300 FCA Dec 44. Red Rock Dam & Res IA Marion Des Monies R F 1,670.0 780.0 728.0 65,400 8,000 PL 75-761. R 72.0 728.0 690.0 8,000 0 PL 75-761. Reservation Control Res MN Traverse FC 58.8 981.0 976.0 12,400 10,950 FCA 1936. SD Roberts Sandy Lake Dam & Res MN Aitkin Sandy R N 37.5 1,218.3 1,214.3 10,600 8,200 RHA of 1899. Saylorville Dam & Res IA Polk Des Moines R F 586.0 890.0 836.0 16,700 5,950 FCA 1936. P 90.0 836.0 810.0 5,950 0 FCA. St Anthony Falls Lwr L&D MN Hennepin Mississippi R N 0.0 750.0 750.0 50 50 RHA of 1937 1945. St Anthony Falls Upr L&D MN Hennepin Mississippi R N 17.4 801.0 799.0 8,800 8,600 RHA of 1937 1945. Starved Rock L&D IL LaSalle Illinois R N 1.0 459.0 458.0 1,155 1,020 PL 69-100. Upper Appleton L&D WI Outagamie Fox R N 7.4 738.7 735.4 1,171 1,040 RHA of 1882 1885. Upper Kaukauna L&D WI Outagamie Fox R N 1.1 656.8 652.8 134 115 RHA of 1882 1885. White Rock Dam & Res MN Traverse Bois De Souix FC 78.6 981.0 972.0 10,500 4,000 FCA 1936. SD Roberts Winnibigoshish Dam & Res MN Cass Itasca Mississippi R N 98.7 1,300.9 1,296.9 98,700 62,000 RHA of 1899. New England Division Ball Mountain Lk VT Windham West R F 52.4 1,017.0 830.5 810 20 PL 78-534, 83-780. Barre Falls Dam MA Worcester Ware R F 24.0 807.0 761.0 1,400 0 PL 78-228. Birch Hill Dam MA Worcester Millers R F 49.9 852.0 815.0 3,200 0 PL 75-761. Black Rock Lk CT Litchfield Branch Brook F 8.5 520.0 437.0 190 21 PL 86-45. Blackwater Dam NH Merrimack Blackwater R F 46.0 566.0 515.0 3,280 0 PL 75-111. Buffumville Lk MA Worcester Little R F 11.3 524.0 492.5 530 200 PL 77-228. Colebrook River Lk CT Litchfield West Branch F 50.2 761.0 708.0 1,185 750 PL 86-645. MA Bekshire Farmington R Conant Brook Dam MA Hampden Conant Brook F 3.7 757.0 694.0 158 0 PL 86-645. East Brimfield Lk MA Hampden, Worcester Quinebaug R F 29.9 653.0 632.0 2,300 360 PL 77-228. Edward MacDowell Lk NH HIllsboro Nubanusit Brook F 12.8 946.0 911.0 840 165 PL 75-111. Everett Lk NH Hillsboro, Merrimack Piscataquog R F 91.5 418.0 340.0 2,900 130 PL 75-761. Franklin Falls Dam NH Belknap, Merrimack Pemigewasset R F 150.6 389.0 307.0 2,800 440 PL 75-111. Hancock Brook Lk CT Litchfield Hancock Brook F 3.9 484.0 460.0 266 40 PL 86-645. Hodges Village Dam MA Worcester French R F 13.3 501.0 465.5 740 0 PL 77-228. Hop Brook Lk CT New Haven Hop Brook F 6.9 364.0 310.0 270 21 PL 86-645. Hopkinton Lk NH Merrimack Contoocook R F 70.1 416.0 380.0 3,700 220 PL 75-761. Knightville Dam MA Hampshire Westfield R F 49.0 610.0 480.0 960 0 PL 75-761. Littleville Lk MA Hampden, Hampshire Middle Br, Westfield R F 23.0 576.0 518.0 510 275 PL 85-500. Mansfield Hollow Lk CT Tolland Natchaug R F 49.2 257.0 205.5 1,880 200 PL 77-228. New Bedford-Fairhaven Hurr Barrier MA Bristol F 0.0 0.0 0.0 0 0 PL 85-500. North Hartland Lk VT Windsor Ottauquechee R F 68.8 546.5 425.0 1,100 215 PL 75-761. North Springfield Lk VT Windsor Black R F 50.0 545.5 467.0 1,200 100 PL 75-761. Northfield Br Lk CT Litchfield Northfield Br F 2.4 576.0 500.0 67 7 PL 86-645. Otter Br Lk NH Cheshire Otter Brook F 17.6 781.0 701.0 374 70 PL 83-780. Stamford Hurr Barrier CT Fairfield F 0.0 0.0 0.0 0 0 PL 86-645. Surry Mountain Lk NH Cheshire Ashuelot R F 31.7 550.0 500.0 970 260 PL 75-761. Thomaston Dam CT Litchfield Naugatuck R F 42.0 494.0 380.0 960 0 PL 78-534. Townshend Lk VT Windham West R F 32.9 553.0 478.0 735 95 PL 78-534, PL 83-780. Tully Lk MA Worcester East Br Tully R F 20.5 668.0 636.0 1,130 78 PL 75-761. Union Village Dam VT Orange Ompompanoosuc R F 38.0 564.0 420.0 740 0 PL 74-738. West Hill Dam MA Worcester West R F 12.4 264.0 234.0 1,025 0 PL 78-534. West Thomspon CT Windham Quinebaug R F 25.6 342.5 305.0 1,250 200 PL 86-645. Westville Lake MA Worcester Quinebaug R F 11.0 572.0 525.0 913 23 PL 77-228. North Pacific Division Albeni Falls Dam, Lk Pend, Oreille ID Bonner Pend Oreille R FNP 1,155.0 2,062.5 2,049.7 95,000 86,000 PL 81-516. Applegate Lk OR Jackson Applegate R FIR 75.2 1,987.0 1,854.0 988 221 FCA 1962, PL 87-874, PL 87-874. Big Cliff Dam OR Marion, Linn N Santiam R P 3.5 1,206.0 1,182.0 130 98 HD 544, PL 75-761, PL 87-874. Blue River Lk OR Lane Blue R F 6.5 1,357.0 1,350.0 975 940 HD 531. FNI 78.8 1,350.0 1,180.0 940 133 PL 81-516. Bonneville L&D Lk WA Skamania Columbia R NP 138.0 77.0 70.0 20,800 19,850 RHA 1935. Chena River Lakes AK North Star Burough Chena R F 34.0 506.7 490.0 5,400 400 PL 90-483. Chief Joseph Dam Rufus Woods Lk WA Douglas, Okanogan Columbia R P 192.3 956.0 930.0 8,400 6,800 HD 693, PL 79-525. Cottage Grove Lk OR Lane Coast Fk, Willamete R F 29.8 791.0 750.0 1,155 295 HD 544, PL 75-761. Cougar Lk OR Lane South Fk F 11.3 1,699.0 1,690.0 1,280 1,235 HD 531. FNPI 143.9 1,690.0 1,532.0 1,235 635 PL 81-516. P 9.9 1,532.0 1,516.0 635 602 PL 83-870. Detroit Lk OR Marion North Santiam F 19.1 1,569.0 1,563.0 3,490 3,455 HD 544, PL 75-761. FNPI 281.6 1,563.5 1,450.0 3,455 1,725 P 40.3 1,450.0 1,425.0 1,725 1,415 Dexter Dam OR Lane Middle Fk, Willamette R FNPI 4.8 695.0 690.0 990 940 HD 544, PL 75-761. Dorena Lk OR Lane Cow R F 5.5 835.0 832.0 1,885 1,815 HD 544. FNI 65.0 832.0 770.5 1,815 520 PL 75-761. Dworshak Dam and Res ID Clearwater North Fk, Clearwater R FNP 2,016.0 1,600.0 1,445.0 17,090 9,050 HD 403, PL 87-874. Fall Cr Dam and Lk OR Lane Fall Cr F 7.5 834.0 830.0 1,865 1,760 HD 531. FNI 107.5 830.0 728.0 1,760 460 PL 81-516 Fern Ridge Lk OR Lane Long Tom R F 15.7 375.1 373.5 10,305 9,340 HD 544. FNI 93.9 373.5 353.0 9,340 1,515 PL 75-761 Foster Lake OR Linn South Santiam R F 4.9 641.0 637.0 1,260 1,195 HD 544 FNPI 24.9 637.0 613.0 1,195 895 PL 86-645 Green Peter Lk OR Linn Middle Fk, Santiam R F 18.3 1,015.0 1,010.0 3,705 3,605 HD 531. FNPI 249.9 1,010.0 992.0 3,605 2,072 PL 81-516, PL 83-780. Hills Creek Lk OR Lane Middle Fk, Willamette R F 5.6 1,543.0 1,541.0 2,850 2,710 HD 531. FNPI 194.6 1,541.0 1,448.0 2,710 1,575 PL 81-516. Howard Hanson Dam WA King Green R F 80.0 1,206.0 1,141.0 1,750 763 HD 531. FA 25.6 1,141.0 1,040.0 763 13 PL 81-516. Ice Harbor Dam Lk Sacajawea WA Walla, Walla, Franklin Snake R NP 24.9 440.0 437.0 8,370 8,210 HD 704, PL 79-14. John Day Dam Lk Umatilla OR Sherman Columbia R F 158.0 268.0 265.0 55,000 52,000 HD 531. FNP 150.0 265.0 262.0 52,000 49,000 PL 81-516. F 192.0 262.0 257.0 49,000 42,000 Libby Dam Lk Koocanusa MT Lincoln Kootenai R FP 4,979.5 2,459.0 2,287.0 46,365 14,391 HD 531, PL 81-516. Little Goose L&D Lk Bryan WA Columbia, Whitman Snake R PN 49.0 638.0 633.0 10,030 9,620 HD 704, PL 79-14. Lookout Point Lk OR Lane Middle Fk, Willamette R P 12.2 825.0 819.0 2,090 1,860 HD 544. FNPI 324.2 926.0 825.0 4,255 2,090 PL 75-761. Lost Creek Lk OR Jackson Rogue R FPIR 315.0 1,872.0 1,751.0 3,430 1,800 HD 566, PL 87-874. Lower Granite L&D WA Garfield, Whitman Snake R NPI 43.6 738.0 733.0 8,900 8,540 HD 704, PL 79-14. Lucky Peak Dam and Lk ID Ada Boise R F 13.9 3,060.0 3,055.0 2,817 2,745 PL 79-526. FI 264.4 3,055.0 2,905.0 2,817 802 Lwr Monumental L&D Lk HG West WA Walla, Walla, Franklin Snake R NP 20.0 540.0 537.0 6,700 6,550 HD 704, PL 79-14. McNary L&D, Dam Lk Wallula WA Benton Columbia R NP 185.0 340.0 335.0 38,800 36,000 HD 704, PL 79-14. OR Umatilla Mill Creek Dam Lk WA Walla, Walla Mill Cr F 7.5 1,265.0 1,205.0 225 53 HD 578, PL 75-761. Mud Mountain Dam WA King, Pierce White R F 106.3 1,215.0 895.0 963 0 PL 74-738. The Dalles L&D Lk Celilo WA Klickitat Columbia R NP 52.5 160.0 155.0 11,200 10,350 HD 531, PL 81-516. OR Wasco Willow Creek Lk OR Morrow Willow Cr F 11.6 2,113.5 2,047.0 269 96 PL 89-298. Wynoochee Dam and Lk WA Grays, Harbor Wynoochee R FMCA 65.4 800.0 700.0 1,170 193 HD 601, PL 93-251. Ohio River Division Allegheny L&D 2 PA Allegheny Allegheny R N 0.0 721.0 710.0 0 0 RHA 1935. Allegheny L&D 3 PA Allegheny Allegheny R N 0.0 734.5 721.0 0 0 RHA 1935. Allegheny L&D 4 PA Allegheny Westmoreland Allegheny R N 0.0 745.0 734.5 0 0 RHA 1912. Allegheny L&D 5 PA Armstrong Allegheny R N 0.0 756.8 745.0 0 0 RHA 1912 Allegheny L&D 6 PA Armstrong Allegheny R N 0.0 769.0 756.8 0 0 RHA 1912. Allegheny L&D 7 PA Armstrong Allegheny R N 0.0 782.1 769.0 0 0 RHA 1912. Allegheny L&D 8 PA Armstrong Allegheny R N 0.0 800.0 782.1 0 0 RHA 1912, 1935. Allegheny L&D 9 PA Armstrong Allegheny R N 0.0 822.0 800.0 0 0 RHA 1935. Allegheny Res Kinzua Dam PA Warren Allegheny R F 607.0 1,365.0 1,328.0 21,180 12,080 PL 74-738. FPCAR 549.0 1,328.0 1,240.0 12,080 1,900 Alum Cr Lk OH Delaware Alum Cr F 53.1 901.0 888.0 4,852 3,387 PL 87-874. FMCR 79.2 888.0 885.0 3,387 3,105 Atwood Lk OH Tuscarawas Indian Fk Cr F 26.1 941.0 928.0 2,460 1,540 PW 1933. FCR 7.6 928.0 922.5 1,540 1,250 Barkley Dam Lk Barkley Ky Lyon, Livgst Cumberland R F 1,213.0 375.0 359.0 93,430 57,920 PL 79-525. FP 259.0 359.0 354.0 57,920 45,210 N 610.0 354.0 233.0 45,210 0 Barren River Lk KY Allen, Barren Barren R F 558.8 590.0 552.0 20,150 10,000 PL 75-261. FMR 190.3 552.0 525.0 10,000 4,340 Beach City Lk OH Tuscarawas Sugar Cr F 69.9 976.5 948.0 6,150 420 PW 1933. FCR 0.0 0.0 0.0 0 420 Beech Fk Lk WV Wayne Beech Fk Cr F 28.3 614.5 592.0 1,847 725 PL 87-874. FCR 5.0 592.0 583.5 725 460 Belleville L&D WV Wood Ohio R N 0.0 582.0 560.0 0 0 RHA 1909. OH Meigs Berlin Lk OH Mahoning, Portage Mahoning R F 38.3 1,032.0 1,024.7 5,500 3,590 PL 75-761. FMCAR 56.6 1,024.7 1,016.5 3,590 2,200 Bluestone Lk WV Summers New R F 592.6 1,520.0 1,410.0 9,180 2,040 PL 74-738. FCR 7.5 1,410.0 1,406.0 2,040 1,800 PL 75-761. Bolivar Dam OH Stark, Tuscarawas Sandy Cr F 149.6 962.0 895.0 6,500 0 PW 1933. Brookville Lk IN Franklin E Fork of Whitewater R FMR 128.4 748.0 713.0 5,260 2,430 PL 75-761. Buckhorn Lk KY Leslie Middle Fk of Kentucky R F 135.8 840.0 782.0 3,610 1,230 PL 75-761. FR 21.8 782.0 757.0 1,230 550 Burnsville Lk WV Braxton L Kanawha R F 51.5 825.0 789.0 1,902 965 PL 75-761. FCAR 10.2 789.0 776.0 965 553 CJ Brown Dam & Res OH Clark Buck Cr F 26.8 1,023.0 1,012.0 2,720 2,120 PL 87-874. CM Harden Lk IN Parke Raccoon Cr F 83.5 690.0 661.0 3,910 2,060 PL 75-761 FAR 33.1 661.0 640.0 2,060 1,100 Caesar Cr Lk OH Warren Caesar Cr F 140.2 883.0 849.0 6,110 2,830 PL 75-761. FMAR 88.7 849.0 800.0 2,830 700 Cagles Mill Lk IN Putman Mill Cr F 201.0 704.0 636.0 4,840 1,400 PL 75-761. Cannelton L&D KY Hancock Ohio R N 0.0 383.0 358.0 0 0 RHA 1909 IN Perry Carr Fk Lk KY Knott Carr Cr F 25.1 1,055.0 1027.0 1,120 710 PL 87-874. FAR 10.8 1,027.0 1009.0 710 530 Cave Run Lk KY Rowan Licking R F 391.5 765.0 730.0 14,870 8,270 PL 74-738 FAR 75.3 730.0 720.0 8,270 6,790 Center Hill Lk TN Dekalb Caney FK F 762.0 685.0 648.0 23,060 18,220 PL 75-761. P 492.0 648.0 618.0 18,220 14,590 Charles Mill Lk OH Ashland Black Fk F 80.6 1,020.0 997.0 6,050 1,350 PW 1933. FCR 4.5 997.0 993.0 1,350 827 Cheatham L&D TN Cheatham Cumberland R P 19.8 385.0 382.0 7,450 5,630 RHA 1946, PL 396. N 84.2 382.0 345.0 5,630 0 PL 396. Clendening Lk OH Harrison Brush Fk F 27.5 910.5 898.0 2,620 1,800 PW 1933. FCR 8.0 898.0 893.0 1,800 1,430 Conemaugh River Lk PA Indiana, Westmoreland Conemaugh R F 270.0 975.0 880.0 6,820 300 PL 74-738, PL 75-761. Cordell Hull Dam & Res TN Smith Cumberland R PR 17.8 504.5 499.0 12,200 9,820 RHA 1946. NR 0.0 499.0 424.0 9,820 0 Crooked Cr Lk PA Armstrong Crooked Cr F 89.4 920.0 840.0 1,940 350 PL 74-738, PL 75-761. Dale Hollow Lk TN Clay Obey R F 353.0 663.0 651.0 30,990 27,700 PL 75-761. P 496.0 651.0 631.0 27,700 21,880 Dashields L&D PA Allegheny Ohio R N 0.0 692.0 682.0 0 0 RHA 1909. Deer Cr Lk OH Pickaway Deer Cr F 81.5 844.0 810.0 4,046 1,277 PL 75-761. FCR 14.6 810.0 796.0 1,277 727 Delaware Lk OH Delaware Olentangy R F 118.0 947.0 915.0 8,550 1,270 PL 75-761 FCAR 5.6 915.0 910.0 1,270 950 Dewey Lk KY Floyd Johns Cr F 76.1 686.0 650.0 3,340 1,100 PL 75-761 FCR 4.9 650.0 645.0 1,100 880 Dillon Lk OH Muskingum Licking R F 256.5 790.0 737.0 10,280 1,560 PL 75-761. FCR 4.4 737.0 734.0 1,560 1,330 Dover Dam OH Tuscarawas Tuscarawas R F 203.0 916.0 858.0 10,100 0 PW 1933. E Br Clarion River Lake PA Elk E Br Clarion R F 19.0 1,685.0 1,670.0 1,370 1,160 PL 78-526. FCAR 19.8 1,670.0 1,651.0 1,160 920 E Fk Res Wm H Harsha Lk OH Clermont E Fk Little Miami R F 202.2 795.0 733.0 4,600 2,160 PL 75-761. FMCAR 73.6 733.0 683.0 2,160 820 East Lynn Lk WV Wayne E Fk Twelvepole F 65.3 701.0 662.0 2,351 1,005 PL 75-761. FCR 5.5 662.0 656.0 1,005 823 Emsworth L&D PA Allegheny Ohio R N 0.0 710.0 692.0 0 0 RHA 1909. Fishtrap Lk KY Pike Levisa Fk F 126.7 825.0 757.0 2,681 1,131 PL 75-761. FCAR 27.2 757.0 725.0 1,131 569 Gallipolis L&D WV Mason Ohio R N 0.0 538.0 515.0 0 0 RHA 1935. OH Gallia Grayson Lk KY Carter L Sandy R F 89.6 681.0 645.0 3,633 1,509 PL 86-645. FCAR 10.7 645.0 637.0 1,509 1,159 Green R L&D 1 KY Henderson Green R N 0.0 349.1 337.3 0 0 RHA 1888. Green R L&D 2 KY McLean Green R N 0.0 363.4 349.1 0 0 RHA 1888. Green River Lk KY Taylor Green R F 479.1 713.0 675.0 19,100 8,210 PL 75-761. FAR 81.5 675.0 664.0 8,210 6,650 Greenup L&D 3 KY Greenup Ohio R N 0.0 515.0 485.0 0 0 RHA 1909. OH Scioto Hannibal L&D WV Wetzel Ohio R N 0.0 623.0 602.0 0 0 RHA 1909. OH Monroe Hildebrand L&D WV Monongalia Monongahela N 0.0 835.0 814.0 0 0 RHA 1950. Huntington Lk IN Hunt Wabash R F 140.6 798.0 749.0 7,900 900 PL 85-500. FR 8.4 749.0 737.0 900 500 J Percy Priest Dam & Res TN Davidson Stones R F 252.0 504.5 490.5 22,720 14,400 PL 75-761. FP 15.0 490.5 489.5 14,400 14,000 FPR 0.0 489.5 483.0 14,000 11,630 PR 0.0 483.0 480.0 11,630 10,570 JW Flannagan Dam & Res VA Dickenson Pound R F 78.6 1,446.0 1,396.0 2,098 1,143 PL 75-761. FMCR 16.5 1,396.0 1,380.0 1,143 310 Kentucky R L&D 1 KY Carroll Kentucky R N 0.0 430.0 421.8 0 0 RHA 1879. Kentucky R L&D 2 KY Henry Owen Kentucky R N 0.0 444.0 430.0 0 0 RHA 1879. Kentucky R L&D 3 KY Henry Owen Kentucky R N 0.0 457.1 444.0 0 0 RHA 1879. Kentucky R L&D 4 KY Franklin Kentucky R N 0.0 470.4 457.1 0 0 RHA 1879. Laurel River Lk KY Laurel, Whitley Laurel R P 185.0 1,018.5 982.0 6,060 4,200 PL 86-645. R 250.6 982.0 760.0 4,200 0 Leesvillie Lake OH Carroll McGuire Cr. F 17.9 977.5 963.0 1,470 1,000 PW 1933. FCR 5.5 963.0 957.0 1,000 829 London L&D WV Kanawha Kanawha R N 0.0 614.0 590.0 0 0 RHA 1930. Loyalhanna Lk PA Westmoreland Loyalhanna Cr F 93.3 975.0 910.0 3,280 210 PL 74-738. FC 0.0 0.0 0.0 0 0 PL 75-761. M J Kirwan Dam & Res OH Portage W. Br Mahoning R F 22.0 993.0 985.5 3,240 2,650 PL-74-738 FCAR 52.9 985.5 951.0 2,650 570 PL 75-761. Mahoning Cr Lk PA Armstrong Mahoning Cr F 64.7 1,162.0 1,098.0 2,370 280 PL 74-738. FRC 5.1 1,098.0 1,075.0 280 170 PL 75-761. Markland L&D IN Switzerland Ohio R N 0.0 455.0 420.0 0 0 RHA 1909 KY Gallatin Marmet L&D WV Kanawha R Kanawha N 0.0 590.0 566.0 0 0 RHA 1930. Martins Fk Lk KY Harlan Martins Fk of Clover R F 14.3 1,341.0 1,310.0 578 340 PL 89-298. FAR 3.1 1,310.0 1,300.0 340 274 R 3.7 1,300.0 1,265.0 274 0 Maxwell L&D PA Fayette Washington Monongahela R N 0.0 763.0 743.5 0 0 RHA 1909. McAlpine L&D KY Jefferson Ohio R N 0.0 420.0 383.0 0 0 RHA 1909. IN Clark Meldahl L&D KY Bracken Ohio R N 0.0 485.0 455.0 0 0 RHA 1909. OH Clermont Mississinewa Lk IN Miami MIssissinewa R F 293.2 779.0 737.0 12,830 3,180 PL 85-500. FR 51.9 737.0 712.0 3,180 1,280 . Mohawk Dam OH Coshocton Walhonding R F 285.0 890.0 799.2 7,950 0 PW 1933. Mohicanville Dam OH Ashland Lk Fork F 102.0 963.0 932.0 8,800 0 PW 1933. Monongahela R L&D 2 PA Allegheny Monongahela R N 0.0 718.7 710.0 0 0 RHA 1902. Monongahela R L&D 3 PA Allegheny Monongahela R N 0.0 726.9 718.7 0 0 RHA 1905. Monongahela R L&R 4 PA Washington Westmoreland Monongahela R N 0.0 743.5 726.9 0 0 RHA 1909. Monongahela R L&D 7 PA Greene, Fayette Monongahela R N 0.0 778.0 763.0 0 0 RHA 1922. Monongahela R L&D 8 PA Greene, Fayette Monongahela R N 0.0 797.0 778.0 0 0 RHA 1922, 1950, 1973. Monroe Lk IN Monroe Salt Cr F 258.8 556.0 538.0 18,450 10,750 FCA 1958. FMA 159.9 538.0 515.0 10,750 3,280 . Montgomery Island L&D PA Beaver Ohio R N 0.0 682.0 664.5 0 0 RHA 1909. Morgantown L&D WV Monongalia Monongahela R N 0.0 814.0 797.0 0 0 RHA 1909. Mosquito Cr Lk OH Trumbull Mosquito Cr F 21.7 904.0 901.4 8,900 7,850 PL 75-761. FMCAR 80.4 901.4 899.9 7,850 7,220 N Br Kokosing River Lk OH Knox North Br of Kokosing R F 13.9 1,146.0 1,121.0 1,140 154 PL 87-874. N Fk Pound Lk VA Wise N Fk Pound R F 8.0 1,644.0 1,611.0 349 154 PL 86-645. FMCR 1.3 1,611.0 1,601.0 154 106 . New Cumberland L&D WV Hancock Ohio R N 0.0 664.5 644.0 0 0 RHA 1909. OH Jefferson Newburgh L&D KY Henderson Ohio R N 0.0 358.0 342.0 0 0 RHA 1909. IN Warrick Nolin Lk KY Edmonson Nolin R F 439.2 560.0 515.0 14,530 5,790 PL 75-761. FR 106.4 515.0 490.0 5,790 2,890 Ohio R L&D 52 KY McCracken Ohio R N 0.0 302.0 290.0 0 0 RHA 1909, 1910, 1918. IL Massac Ohio R L&D 53 KY Ballard Ohio R N 0.0 290.0 276.6 0 0 RHA 1909, 1910, 1918. IL Pulaski Old Hickory L&D TN Davidson Sumner Cumberland R P 63.0 445.0 442.0 22,500 19,550 RHA 1946. N 357.0 442.0 375.0 19,550 0 Opekiska L&D WV Monongahela Monongahela R N 0.0 857.0 835.0 0 0 RHA 1950. Paint Cr Lk OH Ross, Highland Paint Cr F 124.7 845.0 798.0 4,761 1,190 PL 75-761. FMCAR 11.4 798.0 787.5 1,190 770 Paintsville Lk KY Johnson Paint Cr F 32.8 731.0 709.0 1,867 1,139 PL 89-298. FCAR 36.3 709.0 650.0 1,139 261 Patoka Lk IN DuBois Patoka R F 121.1 548.0 536.0 11,300 8,880 PL 89-298. FMCAR 167.3 536.0 506.0 8,880 2,010 Piedmont Lk OH Harrison Stillwater Cr F 32.2 924.6 913.0 3,170 2,310 PW 1933. FCR 8.6 913.0 909.0 2,310 1,987 Pike Island L&D WV Ohio Ohio R N 0.0 644.0 623.0 0 0 RHA 1909. OH Belmont Pleasant Hill Lk OH Ashland Clear Fk F 74.2 1,065.0 1,020.0 2,600 850 PW 1933. FCR 5.5 1,020.0 1,012.5 850 627 R D Bailey Lk WV Mingo, Wyoming Guyandot R F 169.5 1,155.0 1,035.0 2,850 630 PL 87-874. FCAR 12.2 1,035.0 1,012.0 630 440 Racine L&D WV Mason Ohio R N 0.0 560.0 538.0 0 0 RHA 1909. OH Meigs Rough River Lk Grayson, Breckinridge Rough R F 214.4 524.0 495.0 10,260 5,100 PL 75-761. Ridge FMR 90.2 495.0 470.0 5,100 2,180 Salamonie Lk IN Wabash Salamonie R F 202.9 793.0 755.0 9,340 2,860 PL 85-500. FR 47.6 755.0 730.0 2,860 976 Senecaville Lk OH Guernsey Seneca Fk F 45.1 842.5 832.2 5,170 3,550 PW 1933. FCR 12.8 832.2 828.2 3,550 2,912 Shenango River Lk PA Mercer Shenango R F 151.0 919.0 896.0 11,090 3,560 PL 75-761. FCAR 29.9 896.0 885.0 3,560 1,910 Smithland L&D KY Livingston Ohio R N 0.0 324.0 302.0 0 0 RHA 1909. IL Pope Summersville Lk WV Nicholas Gauley R F 221.9 1,710.0 1,1652.0 4,913 2,790 PL 75-761. FRCA 161.8 1,652.0 1,535.0 2,790 514 Sutton Lk WV Braxton Elk R FCAR 60.0 925.0 850.0 1,520 270 PL 75-761. Tappan Lk OH Harrison L Stillwater Cr F 26.5 909.0 899.3 3,100 2,350 PW 1933. FCR 11.4 899.3 894.0 2,350 1,960 Tionesta Lk PA Forest Tionesta Cr F 125.6 1,170.0 1,085.0 2,770 480 PL 74-738. PL 75-761. Tom Jenkins Dam, Burr Oak, Lk OH Athens E Br Sandy Cr F 17.6 740.0 721.0 1,192 664 FCA 1944. FRM 5.8 721.0 710.0 664 394 PL 78-534. Tygart Lake WV Taylor Tygart R F 178.1 1,167.0 1,094.0 3,430 1,740 PWA 1934. FMACR 99.9 1,094.0 1,010.0 1,740 620 Union City Res PA Erie French Cr F 47.6 1,278.0 1,210.0 2,290 0 PL 87-874. Uniontown L&D KY Union Ohio R N 0.0 342.0 324.0 0 0 RHA 1909. IN Posey W FK of Mill Cr Winton Woods Lk OH Hamilton W Fk Mill Cr F 9.8 702.0 675.0 557 183 PL 79-526. Willow Island L&D WV Pleasants Ohio R N 0.0 602.0 582.0 0 0 RHA 1909. OH Washington Wills Cr Lk OH Coshockton Wills Cr, Muskingum F 190.0 779.0 742.0 11,450 900 PW 1933. CR 0.0 0.0 0.0 0 0 Winfield L&D WV Putnam Kanawha R N 0.0 566.0 538.0 0 0 RHA 1935. Wolf Cr Dam, Lk Cumberland KY Russell Cumberland R P 2,142.0 723.0 673.0 50,250 35,820 F 2,094.0 760.0 723.0 63,530 50,250 PL 75-761. Woodcock Cr Lk PA Crawford Woodcock Cr F 15.0 1,209.0 1,181.0 775 325 FCA 1962. FCAR 5.0 1,181.0 1,162.5 325 100 Youghiogheny R Lk PA Fayette Youghiogheny R F 99.5 1,470.0 1,439.0 3,570 2,840 FCA 1938. FCAR 149.3 1,439.0 1,419.0 2,840 2,300 South Atlantic Division Aberdeen L&D and Res MS Monroe Tombigbee R N 3.9 190.5 189.5 4,359 3,883 PL 79-525. Aliceville Lock Dam & Res AL Pickens Tombigbee R N 7.6 136.5 135.5 8,655 7,945 PL 79-525. Allatoona Dam & Res GA Bartow Etowah R F 302.6 860.0 840.0 19,201 11,862 PL 77-228. PMAR 284.6 840.0 800.0 11,862 3,251 B Everett Jordan Dam & Lk NC Chatham Haw R F 538.4 240.0 216.0 31,811 13,942 PL 88-253. FMCAR 140.4 216.0 202.0 13,942 6,658 Bay Springs Lock Dam & Res MS Tishomingo Tombigbee R N 37.0 414.0 408.0 6,700 5,740 PL 79-525. Buford Dam Lk, Sidney Lanier GA Forsyth, Gwinnett Chattahoochee R F 598.8 1,085.0 1,071.0 47,182 38,542 PL 79-14. Carters Dam & Res GA Murray Coosawattee R F 89.2 1,099.0 1,074.0 3,880 3,275 PL 79-14. PRA 41.4 1,074.0 1,022.0 3,275 2,196 Claiborne Lock Dam & Res AL Monroe Alabama R N 16.6 35.0 32.0 5,930 5,210 PL 79-14. Clarks Hill Dam & Lk GA Columbia Savannah R F 390.0 335.0 330.0 78,500 71,100 PL 78-534. SC McCormick FP 1,045.0 330.0 312.0 71,100 45,000 Coffeeville Lock Dam & Res AL Clark, Choctaw Tombigbee R N 19.9 32.5 30.0 8,500 7,500 PL 60-317. Columbus Lock Dam & Res MS Lowndes Tombigbee R N 8.5 163.5 162.5 9,400 8,500 PL 79-525. Demopolis Lock Dam & Res AL Sumter, Marengo Tombigbee R N 0.0 73.0 73.0 10,000 10,000 PL 60-317. Falls Dam & Lk NC Wake Neuse R F 220.9 264.0 250.1 20,810 11,310 PL 89-298. FMCAR 89.7 250.1 236.5 11,310 2,600 G W Andrews L&D and Res AL Houston Chattahoochee R N 8.2 102.0 96.0 1,540 1,190 PL 79-14. GA Early Gainesville L&D and Res AL Sumter, Greene Tombigbee R N 5.8 109.5 108.5 6,920 5,900 PL 79-525. Hartwell Dam & Lk GA Hart Savannah R F 293.0 665.0 660.0 61,400 55,950 PL 81-516. SC Anderson FP 1,416.0 660.0 625.0 55,950 27,650 Holt Lock Dam & Res AL Tuscaloosa Black-Warrior R NP 3.3 187.0 186.0 3,296 3,252 PL 60-317. Inglis Dam Lk Rousseau FL Levy, Marion, Citrus Cross FL Barge Canal N 13.0 27.5 24.0 4,030 2,040 PL 77-675. Jim Woodruf L&D FL Gadsden, Jackson Apalachicola R NP 20.0 77.5 76.5 38,850 36,000 PL 79-14. John H Kerr Dam & Res VA Mecklenburg Roanoke R F 1,281.4 320.0 300.0 83,200 48,900 PL 78-534. FP 1,027.0 300.0 268.0 48,900 19,700 John Hollis Bankhead L&D and Res AL Tuscaloosa Black-Warrior R NP 27.1 255.0 252.0 9,245 8,730 PL 60-168. Lk Okeechobee FL Okeechobee, Glades, Hendry, Palm Beach, Martin Central and Southern FL FNIMC 2,859.0 17.5 10.5 454,900 326,000 PL 71-520, PL 75-392, PL 79-14, PL 80-858, PL 83-780, PL 90. Lock A MS Monroe Tombigbee R N 0.9 220.5 219.5 980 850 PL 79-525. Lock B MS Monroe Tombigbee R N 2.7 245.5 244.5 2,841 2,615 PL 79-525. Lock C MS Itawamba Tombigbee R N 1.6 270.5 269.5 1,699 1,586 PL 79-525. Lock D MS Itawamba Tombigbee R N 2.0 300.5 299.5 2,021 1,959 PL 79-525. Lock E MS Itawamba, Prentiss Tombigbee R N 0.9 330.5 329.5 889 821 PL 79-525. Millers Ferry L&D AL Wilcox Alabama R NP 16.7 80.0 79.0 17,201 16,160 PL 79-14. Okatibbee Dam & Res MS Lauderdale Okatibbee Cr F 46.5 352.0 343.0 6,580 3,800 PL 87-874. Chickasawbay R RMA 34.3 343.0 328.0 3,800 1,275 Philpott Dam & Lk VA Henry Smith R F 34.2 985.0 974.0 3,370 2,880 PL 78-534. FP 111.2 974.0 920.0 2,880 1,350 R B Russell Dam and Lk GA Elbert Savannah R F 140.0 480.0 475.0 29,340 26,653 PL 89-789. SC Abbeville FP 126.8 475.0 470.0 26,653 24,117 Robert F Henry Lock Dam & Res AL Autauga, Lowndes Alabama R NP 44.6 125.0 124.0 13,300 10,470 PL 79-14. Rodman Dam & Lk Ocklawaha FL Putman & Marion Cross FL Barge Canal N 48.0 23.2 20.0 17,350 12,950 PL 77-675. S-10 & Water Cons Area 1 FL Palm Beach Central and Southern FL F 181.9 18.3 17.0 141,250 141,250 PL 80-858. FIMC 273.2 17.0 14.0 141,250 26,00 S-11 & Water Cons Area 2A FL Palm Beach Broward Central and Southern FL F 236.3 16.6 14.5 110,500 110,500 PL 80-858. FIMC 165.0 14.5 13.0 110,500 107,500 PL 83-780. S-12 & Water Cons Area 3A FL Broward & Dade Central and Southern FL F 1,661.0 14.5 10.5 487,200 385,000 PL 80-858. FIMC 465.0 10.5 9.5 385,000 316,000 PL 83-780. Selden Lock and Res AL Hale, Greene Black-Warrior R N 9.1 95.5 94.0 8,200 6,900 PL 60-317. W Kerr Scott Dam & Res NC Wilkes Yadkin R F 112.0 1,075.0 1,030.0 4,000 1,475 PL 79-526. FM 33.0 1,030.0 1,000.0 1,475 675 Walter F George L&D GA Clay Chattahoochee R NP 244.0 190.0 184.0 45,181 36,375 PL 81-516. AL Henry West Point Dam & Res GA Troup Chattahoochee R NPMAR 306.1 635.0 620.0 25,864 15,512 PL 87-874. William Bacon Oliver L&D and Res AL Tuscaloosa Black Warrior R N 0 122.9 122.9 790 790 PL 60-317. South Pacific Division Alamo Dam & Lk AZ Mohave, Yuma Bill Williams R F 1,046.2 1,235.0 1,174.0 13,307 7,045 PL 78-534. Bear Dam CA Mariposa Bear Cr F 7.7 413.5 344.0 265 0 PL 78-534. Black Butte Lk CA Tehama Stony Cr FI 137.1 473.5 414.6 4,453 577 PL 78-534. Brea Dam & Res CA Orange Brea Cr F 4.0 279.0 208.0 163 0 FCA 1936. Buchanan Dam H.V. Eastman Lk CA Madera Chowchilla R F 45.0 587.0 559.0 1,785 1,482 PL 78-874. FI 140.0 587.0 466.0 1,785 484 Burns Dam CA Merced Burns Cr F 6.8 300.0 266.0 662 0 PL 78-534. Carbon Canyon Dam & Res CA Orange Carbon Cr F 6.6 475.0 403.0 225 0 PL 74-738. Coyote Valley Dam Lk Mendocino CA Mendocino East Fork, Russian R F 50.1 764.8 737.5 1,922 1,740 PL 75-761. IM 72.3 737.5 637.0 1,740 20 Dry Cr (Warm Springs) Lk & Channel CA Sonoma Dry Cr F 136.0 495.0 451.1 3,600 2,600 PL 87-874. MR 225.0 451.1 291.0 2,600 500 Farmington Dam CA San Joaquin, Stanislaus Littlejohn Cr F 52.0 156.5 120.0 4,107 0 PL 78-534. Fullerton Dam & Res CA Orange Fullerton Cr F 0.8 290.0 261.0 62 0 FCA 1936. Hansen Dam Res CA Los Angeles Tujunga Wash F 25.4 1,060.0 990.0 781 0 FCA 1936. Hidden Dam Hensley Lk CA Madera Fresno R F 65.0 540.0 485.8 1,567 811 PL 87-874. FI 85.0 540.0 448.0 1,567 280 Isabella Lk CA Kern Kern R FI 568.1 2,605.5 2,470.0 11,454 26 PL 785-34. Lopez Dam Res CA Los Angeles Pocoima Wash F 0.4 1,272.9 1,253.7 40 0 FCA 1936. Mariposa Dam CA Mariposa Mariposa Cr F 15.0 439.5 370.0 512 0 PL 78-534. Martis Cr Lk CA Nevada Martis Cr F 19.6 5,838.0 5,780.0 762 61 PL 87-874. Mathews Canyon Dam & Res NV Lincoln Mathews Canyon F 6.3 5,461.0 5,420.0 300 0 PL 81-516. Mojave River Dam & Res CA San Bernardino Mojave R F 89.7 3,134.0 2,988.0 1,978 0 PL 86-645. New Hogan Lk CA Calaveras Calaveras R F 165.0 713.0 666.2 4,333 2,818 PL 78-534. FI 302.2 713.0 586.0 4,333 702 Owens Dam CA Mariposa Owens Cr F 3.6 407.5 347.0 174 0 PL 78-534. Painted Roc Dam & Res AZ Maricopa Gila R F 2,491.5 661.0 524.0 53,200 0 PL 81-516. Pine Canyon Dam & Res NV Lincoln Pine Canyon F 7.8 5,675.0 5,604.0 254 0 PL 81-516. Pine Flat Lk Kings R CA Fresno Kings R F 1,000.0 951.5 565.5 5,956 0 PL 78-534. Prado Dam & Res CA Riverside Santa Ana R F 196.2 543.0 460.0 6,630 0 FCA 1936. San Antonio Dam & Res CA Los Angeles San Antonio Cr F 7.7 2,238.0 2,125.0 145 0 FCA 1936. Santa Fe Dam & Res CA Los Angeles San Gabriel R F 32.1 496.0 421.0 1,084 0 FCA 1936, 1941. Sepolveda Dam & Res CA Los Angeles Los Angeles R F 17.4 710.0 668.0 1,335 0 FCA 1936. Success Lk CA Tulare Tule R FI 75.0 652.5 588.9 2,477 409 PL 78-534. Terminus Dam Lk Kaweah CA Tulare Kaweah R FI 136.1 694.0 570.0 1,913 276 PL 78-534. Whitlow Ranch Dam & Res AZ Pinal Queen Cr F 35.6 2,166.0 2,056.0 828 0 PL 79-526. Whittler Marrows Dam & Res CA Los Angeles San Gabriel Rio Hondo R F 34.9 228.5 184.0 2,411 0 FCA 1936. Southwestern Division Abiquiu Dam NM Rio Arriba Rio Chama F 572.2 6,283.5 6,220.0 7,469 4,120 PL 80-858. FM 191.3 6,220.0 6,060.0 4,120 0 Addicks Res TX Harris Buffalo Bayou F 200.8 112.0 71.1 16,423 0 HD250-83-2. Aquilla Lk TX Hill Aquilla Cr F 161.4 564.5 537.5 8,980 3,280 PL 90-483. MR 93.6 537.5 478.6 3,280 26 Arcadia Lk OK Oklahoma Deep Fork R F 64.4 1,029.5 1,006.0 3,820 1,820 PL 91-611. FMCR 27.4 1,006.0 970.0 1,820 20 B A Steinhagen Lk TX Taylor, Jasper Neches R F 24.5 83.0 81.0 13,700 10,950 SD98-76-1. Bardwell Lk TX Ellis Waxahachie Cr F 79.6 439.0 421.0 6,040 3,570 PL 86-399. M 42.8 421.0 372.6 3,570 0 Barker Res TX Harris Ft Bend Buffalo Bayou F 209.0 106.0 73.2 16,734 0 HD250-83-2, RHA 1938. Beaver Lk AR Carrol, Benton, Washington White R F 299.6 1,130.0 1,120.0 31,700 28,220 PL 83-780. FPM 925.1 1,120.0 1,077.0 28,220 15,540 PL 85-500. Belton Lk TX Bell Leon R F 640.0 631.0 594.0 23,600 12,400 PL 79-526. MI 372.7 594.0 470.0 12,400 42 HD88-81-1. Benbrook Lk TX Tarrant, Parker Clear Fk Trinity R F 170.4 724.0 694.0 7,630 3,770 HD103-771. NM 72.5 694.0 656.0 3,770 730 Big Hill LK KN Labette Big HIll Cr F 13.1 867.5 858.0 1,520 1,240 PL 87-874. FMR 27.2 858.0 814.0 1,240 70 HD572-87-2. Birch Lk OK Osage Birch Cr F 39.0 774.0 750.5 2,340 1,140 PL 87-874. FMCAR 15.8 750.5 730.0 1,140 384 HD563-87-2. Blue Mountain Lk AR Yell, Logan Petit Jean R F 233.3 419.0 384.0 11,000 2,910 PA 75-761. Broken Bow Lk OK McCurtain Mountain Fk R F 450.2 627.5 599.5 18,000 14,200 PL 85-500. FRPMAC 469.8 599.5 559.5 14,200 9,200 Bull Shoals Lk AR Baxter, Marion, Boone White R F 2,360.0 695.0 654.0 71,240 45,440 PL 77-228. MO Ozark, Taney PF 1,003.0 654.0 628.5 45,440 33,800 Canton Lk OK Blain N Canadian R F 265.8 1,638.0 1,615.4 15,710 7,910 PL 75-761. FMI 97.2 1,615.4 1,596.5 7,910 2,710 HD56-/75-3. Canyon Lk TX Comal Guadalupe R F 346.4 934.0 909.0 12,890 8,240 PL 79-14. M 366.4 909.0 75.0 8,240 0 Clearwater Lk MO Reynolds, Wayne Black R F 391.8 567.0 494.0 10,400 1,630 PL 75-761. Cochiti Lk NM Sandoval, Sante Fe, Los Alamos Rio Grande F 545.0 5,460.5 5,356.6 9,361 1,200 PL 86-645. FRC 43.0 5,356.6 5,330.0 1,200 0 Conchas Lk NM San Miguel Candian R F 198.8 4,218.0 4,201.0 13,664 9,692 HD 308-74. FI 259.6 4,201.0 4,155.0 9,692 3,000 Copan Lk OK Washington L Caney R F 184.3 732.0 710.0 13,380 4,850 PL 87-874. KS Chautauqua FMCA 42.8 710.0 687.5 4,850 110 HD563-87-2. Council Grove Lk KS Morris Neosho R F 63.8 1,289.0 1,274.0 5,400 3,230 PL 81-516. FMAR 48.5 1,274.0 1,240.0 3,230 42 DeQueen Lk AR Sevier Rolling Fork R F 101.3 473.5 437.0 4,050 1,680 PL 85-500. FMCRQ 25.5 437.0 415.0 1,680 710 Dierks Lk AR Sevier, Howard Saline R F 67.1 557.5 526.0 2,970 1,360 PL 85-500. FMCR 15.1 526.0 512.0 1,360 810 Eldorado Lk KS Butler Walnut R F 79.2 1,347.5 1,339.0 10,740 8,000 PL 89-298. FMAR 154.0 1,339.0 1,296.0 8,000 420 HD232-89-1. Elk City Lk KS Montgomery Elk R F 239.5 825.0 796.0 13,150 4,450 HD440-76-1. FMA 44.8 796.0 764.0 4,450 64 Eufaula Lk OK McIntosh, Pittsburg, Haskell Candian R F 1,510.9 597.0 585.0 147,960 105,480 PL 79-525. FNPM 1,463.0 585.0 565.0 105,480 46,120 Fall River Lk KS Greenwood Fall R F 234.5 987.5 948.5 10,400 2,350 HD440-76-1. FA 15.0 948.5 940.0 2,350 1,170 Fort Gibson Lk OK Wagoner Neosho (Grand) R F 919.2 582.0 554.0 51,000 19,900 FEC 1941. FP 53.9 554.0 551.0 19,100 16,950 RHA 1946. Fort Supply Lk OK Woodward Wolf Cr F 86.8 2,028.0 2,004.0 5,690 1,820 PL 74-738. FM 13.9 2,004.0 1,988.0 1,820 0 Galisteo Dam NM Santa Fe Galisteo Cr F 79.4 5,608.0 5,496.0 2,060 0 PL 86-645. Georgetown Lk TX Williamson N.F. San Gabriel R F 87.6 834.0 791.0 3,220 1,310 PL 87-874. MC 29.2 791.0 699.0 1,310 0 HD 591-82-2. Gillham Lk AR Howard, Polk Cossatot R F 188.7 569.0 502.0 4,680 1,370 PL 85-500. FMCQ 29.3 502.0 464.5 1,370 310 Granger Lk TX Williamson San Gabriel R F 162.2 528.0 504.0 11,040 4,400 PL 87-874. M 37.9 504.0 440.0 4,400 0 Grapevine Lk TX Denton, Tarrant Denton Cr F 243.1 560.0 535.0 12,710 7,280 HD103-77-1. M 154.3 535.0 451.0 7,380 41 Great Salt Plains Lk OK Alfalfa Salt Fk F 240.0 1,138.5 1,125.0 27,730 8,693 PL 74-738. Arkansas R FC 31.4 1,125.0 1,115.0 8,690 0 Greers Ferry Lk AR Cleburne, Van Buren Little Red R F 934.0 487.0 461.0 40,480 31,460 PL 75-761. FP 716.5 461.0 435.0 31,460 23,740 PL 83-780. Heyburn Lk OK Creek Polecat Cr F 48.4 784.0 761.5 3,700 917 PL 79-526. FM 3.8 761.5 55.5 917 394 Hords Cr Lk TX Coleman Hords Cr F 16.7 1,920.0 1,900.0 1,260 510 PL 77-228. M 5.8 1,900.0 1,848.0 510 0 Hugo Lk OK Choctaw Kiamichi R F 809.1 437.5 404.5 34,490 13,250 PL 79-526. FMCAR 127.2 404.5 390.0 13,250 4,500 Hulah Lk OK Osage Caney R F 257.9 765.0 733.0 13,000 3,570 PL 74-738. KS Chautaugua FMA 31.1 733.0 710.0 3,570 0 PL 84-843. Jemez Canyon Dam NM Sandoval Jemez R F 73.0 5,232.0 5,196.1 2,877 1,370 PL 80-858 Joe Pool Lk TX Dalla, Ellis, Tarrant Mountain Cr F 1,238.0 536.0 522.0 10,940 7,470 PL 89-298. M 176.9 522.0 456.0 7,470 10 John Martin Res CO Bent Arkansas R F 270.3 3,870.0 3,851.0 17,630 11,655 PL 74-738. FRC 350.9 3,851.0 0.0 11,655 0 John Redmond Dam & Res KS Coffee Neosho R F 559.0 1,068.0 1,039.0 31,700 9,300 PL 81-516. FMAR 70.8 1,039.0 1,020.0 9,300 108 Kaw Lk OK Kay, Osage Arkansas R F 919.4 1,044.5 1,010.0 38,020 17,040 PL 87-874. KS Cowley FMARC 343.5 1,010.0 978.0 17,040 5,590 Keystone Lk OK Tulsa Arkansas R F 1,180.0 754.0 723.0 54,300 23,600 PL 81-516. FNPMC 296.7 723.0 706.0 23,600 13,300 L&D 01, Norrell AR Arkansas Arkansas Post Canal N 0.0 142.0 142.0 140 140 HD 758-79, RHA 1946. L&D 02, Wilbur D. Mills Dam AR Desha, Arkansas Arkansas R N 18.7 162.3 160.5 10,700 9,400 HD 758-79, RHA 1946. L&D 03 AR Jefferson, Lincoln Arkansas R N 8.3 182.3 180.0 3,750 3,180 HD 758-79, RHA 1946. L&D 04 AR Jefferson Arkansas R N 12.9 196.3 194.0 5,820 5,200 HD 758-79, RHA 1946. L&D 05 AR Jefferson Arkansas R N 14.4 213.3 211.0 6,900 5,550 HD 758-79, RHA 1946. L&D 06, David D. Terry AR Pulaski Arkansas R N 9.6 231.3 229.0 4,830 4,130 HD 758-79. L&D 07, Murray AR Pulaski Arkansas R N 24.7 249.7 247.0 10,350 8,100 RHA 1946. L&D 08, Toad Suck Ferry AR Faulkner, Perry Arkansas R N 8.7 265.3 263.0 4,130 3,600 RHA 1946. L&D 09, Arthur V. Ormond L&D, W. Rockefeller Lk AR Conway Arkansas R N 15.8 287.0 284.0 5,660 4,910 HD 758-79. L&D 10, Lk Dardanelle AR Pope Yell Arkansas R NP 72.3 338.2 336.0 34,700 31,140 HD 758-79, RHA 1946. L&D 11, Ozark-Jetta Taylor AR Franklin Arkansas NPR 25.3 372.5 370.0 11,100 8,800 RHA 1946, HD 758-79. L&D 13, James W. Trimble AR Sebastian, Crawford Arkansas R N 18.1 392.0 389.0 6,820 5,200 RHA 1946. L&D 14, W. D. Mayo OK Sequoyah, Leflore Arkansas R N 0.0 413.0 0.0 1,600 0 PL 79-525. L&D 15, Robert S. Kerr Res OK Leflore, Sequoyah Arkansas R NP 84.7 460.0 458.0 43,800 40,760 PL 79-525. L&D 16, Webbers Falls Res OK Muskogee Arkansas R NP 32.4 490.0 487.0 10,900 9,300 PL 79-525. L&D 17, Chouteau OK Wagoner Verdigris R N 0.0 511.0 511.0 2,270 2,270 PL 79-525, HD 758-79-2. L&D 18, Newt Graham OK Wagoner Verdigris R N 0.0 532.0 532.0 1,490 1,490 PL 97-525. Lake O' The Pines TX Marion Cypress Cr F 579.5 249.5 228.5 38,200 18,700 PL 79-526. M 250.0 228.5 201.0 18,700 1,100 Lavon Lk TX Collin East Fork, Trinity R F 275.6 503.5 492.0 29,450 21,400 HD 533-78-2. Lewisville Lk Garza-Little Elm Dam TX Denton Elm Fork Trinity R F 525.2 532.0 515.0 39,080 23,280 HD 403-77-1. M 436.0 515.0 433.0 23,280 12 Marion Lk KS Marion Cottonwood R F 60.2 1,358.5 1,350.5 9,050 6,200 PL 81-516. FMAR 83.3 1,350.5 1,320.0 6,200 170 Millwood Lk AR Little R Hempstead Little R F 1,650.0 287.0 259.2 95,200 29,200 PL 79-526. FMC 153.3 259.2 252.0 29,200 13,100 HD 785-79. Navarro Mills Lk TX Navarro Hill Richland Cr F 143.2 443.0 424.5 11,700 5,070 HD 498-83-2. M 53.2 424.5 375.3 5,070 0 Nimrod Lk AR Perry, Yell Fourche La Fave R F 307.0 373.0 342.0 18,300 3,550 FCA 1938. Norfork Lk AR Baxter, Fulton North Fork R F 731.8 580.0 552.0 30,700 21,990 PL 75-761. MO Ozark FP 707.0 552.0 510.0 21.990 12,320 FCA 1941 North Fork Lk TX Williamson N.F. San Gabriel R F 87.6 834.0 791.0 3,220 1,310 PL 87-874. MC 29.2 791.0 699.0 1,310 0 HD 591-82-2. O. C. Fisher Lk TX Tom Green N. Concho R F 277.2 1,938.5 1,908.0 12,700 5,440 PL 77-228. M 80.4 1,908.0 1,836.0 5,440 3 Oologah Lk OK Rogers Verdigris R F 965.6 661.0 638.0 56,800 29,460 PL 75-761. FMN 544.1 638.0 592.0 29,460 1,120 Optima Lk OK Texas N. Candian R F 100.5 2,779.0 2,763.5 7,640 5,340 PL 74-738. FMRC 117.7 2,763.5 2,726.0 5,340 1,335 Pat Mayse Lk TX Lamar Sanders Cr F 64.6 460.5 451.0 7,680 5,993 PL 87-874. FMCR 119.9 451.0 415.0 5,993 996 HD 88-71. Pine Cr OK McCurtain Little R F 388.1 480.0 443.5 17,230 4,980 PL 85-500. FMAC 77.6 443.5 414.0 4,980 700 HD 170-85-1. Proctor Lk TX Comanche Leon R F 310.1 1,197.0 1,162.0 14,010 4,610 PL 83-780, HD 535-81-2. Sam Rayburn Res TX Jasper, San Augustine, Angelina Angelina R F 1,099.4 173.0 164.4 142,700 114,500 HD 981-76-1. PMC 1,446.2 164.4 149.0 114,500 74,040 Santa Rosa NM Guadalupe Pecos R F 340.0 4,746.2 4,776.5 10,740 3,823 PL 83-780. FI 160.0 4,776.5 4,746.2 7,115 3,823 Sardis OK Pushmatah Jackfork Cr F 122.6 607.0 599.0 16,960 13,610 HD 602-79-2. FMR 274.2 599.0 542.0 13,610 40 Somerville Lk TX Washington, Lee, Burleson Yegua Cr F 337.7 258.0 238.0 24,400 11,460 PL 83-780. M 143.9 238.0 200.0 11,460 0 Stiatook OK Osage Hominy Cr F 178.0 729.0 714.0 13,690 10,190 HD 563-87. FMARC 311.6 714.0 657.0 10,190 1,430 Stillhouse H. Lk TX Bell Lampasas R F 390.6 666.0 622.0 11,830 6,430 PL 83-780. M 204.9 622.0 498.0 6,430 0 Table Rock Lk MO Taney, Stone, Barry White R F 760.0 931.0 915.0 52,250 43,070 PL 77-228. AR Carroll, Boone FP 1,181.50 915.0 881.0 43,070 27,300 FCA 1938. Tenkiller Ferry Lk OK Cherokee, Sequoyah Illinois R F 576.7 667.0 632.0 20,800 12,900 RHA 1946. FP 371.0 632.0 594.5 12,900 7,370 Texoma Lk, Denison Dam TX Marshall Red R F 2,669.0 640.0 617.0 144,000 88,000 PL 75-761. OK Bryan, Cook, Grayson FPM 1,612.0 617.0 590.0 88,000 41,000 Toronto Lk KS Woodson Verdigris R F 179.8 931.0 901.5 11,740 2,660 HD 440-76-1. FMA 10.7 901.5 896.7 2,660 1,720 Trinidad Lk CO Las Animas Purgatorie R F 58.0 6,260.0 6,230.0 2,107 1,453 PL 85-500. FI 20.0 6,230.0 0.0 1,453 0 Two Rivers Dam NM Chaves Rio Hondo R F 150.0 4,032.0 3,945.0 4,806 0 PL 83-780. Waco Lk TX Mclennan Bosque R F 3.3 500.0 455.0 19,440 7,270 PL 83-780. M 100.8 455.0 370.0 7,240 0 HD 535-81-2. Waurika Lk OK Jefferson Beaver Cr F 140.4 962.5 951.4 15,000 10,100 PL 88-253. FMCAR 199.7 951.4 910.0 10,100 830 Whitney Lk TX Hill, Bosquel Brazos R F 1,372.0 571.0 533.0 49,820 23,560 PL 77-228. PM 381.9 533.0 425.0 23,560 475 HD 390-76-1. Wister Lk OK Leflore Pouteau R F 387.0 502.5 474.6 23,070 5,000 PL 75-761. Wright Patman Lk TX Bowie, Cass Sulphur R F 2,363.7 259.5 220.0 119,700 20,300 PL 79-526. FM 142.7 220.0 180.0 20,300 0 1 2 3 [47 FR 44544, Oct. 8, 1982, as amended at 52 FR 15804, Apr. 30, 1987; 52 FR 23816, June 25, 1987; 57 FR 35757, Aug. 11, 1992. Redesignated at 60 FR 19851, Apr. 21, 1995] § 222.6 National Program for Inspection of Non-Federal Dams. (a) Purpose. (b) Applicability. (c) References. (2) Freedom of Information Act, Pub. L. 87-487, 4 July 1967. (3) ER 500-1-1. (d) Authority. (e) Scope. (1) An update of the National Inventory of Dams. (2) Inspection of the following non-Federal dams (the indicated hazard potential categories are based upon the location of the dams relative to developed areas): (i) Dams which are in the high hazard potential category (located on Federal and non-Federal lands). (ii) Dams in the significant hazard potential category believed by the State to represent an immediate danger to the public safety due to the actual condition of the dam. (iii) Dams in the significant hazard potential category located on Federal lands. (iv) Specifically excluded from the national inspection program are: (A) Dams under the jurisdiction of the Bureau of Reclamation, the Tennessee Valley Authority, the International Boundary and Water Commission and the Corps of Engineers and (B) Dams which have been constructed pursuant to licenses issued under the authority of the Federal Power Act, and (C) Dams which have been inspected within the 12-month period immediately prior to the enactment of this act by a State agency and which the Governor of such State requests be excluded from inspection. (f) Objectives. (1) To update the National Inventory of Dams by 30 September 1980. (2) To perform the initial technical inspection and evaluation of the non-Federal dams described in paragraph 222.8(e) of this section to identify conditions which constitute a danger to human life or property as a means of expediting the correction of hazardous conditions by non-Federal interests. The inspection and evaluation is to be completed by 30 September 1981. (3) To obtain additional information and experience that may be useful in determining if further Federal actions are necessary to assure national dam safety. (4) Encourage the States to establish effective dam safety programs for non-Federal dams by 30 September 1981 and assist the States in the development of the technical capability to carry out such a program. (g) Program execution Responsibilities. (ii) The State has the basic responsibility for the protection of the life and property of its citizens. Once a dam has been determined to be unsafe, it is the State's responsibility to see that timely remedial actions are taken. (iii) The Corps of Engineers has the responsibility for executing the national program. The Federal program for inspection of dams does not modify the basic responsibilities of the States or dam owners. The Engineering Division of the Civil Works Directorate is responsible for overall program goals, guidance, technical criteria for inspections and inventory and headquarters level coordination with other agencies. The Water Resources Support Center (WRSC) located at Kingman Building, Fort Belvoir, Virginia 22060 is responsible for: (A) Program Coordination of both the inventory and inspection programs. (B) Developing and defining functional tasks to achieve program objectives. (C) Determining resource requirements. (Budget) (D) Compiling and disseminating progress reports. (E) Monitoring and evaluating program progress and recommending corrective measures as needed. (F) Collecting and evaluating data pertaining to inspection reports, dam owners' responses to inspection report recommendations, attitudes and capabilities of State officials, State dam safety legislation, Architect-Engineer performance, etc., for defining a comprehensive national dam safety program. (G) Responding to Congressional, media, scientific and engineering organization and general public inquiries. Division and District offices are responsible for executing the program at the State level. Assignment of Division responsibilities for States is shown in appendix A. (2) State participation. (h) Update of National Inventory of Dams. (1) The National Inventory of Dams should be updated and verified to include all Federal and non-Federal dams covered by the Act. Those dams are defined as all artificial barriers together with appurtenant works which impound or divert water and which: (1) Are twenty-five feet or more in height or (2) have an impounding capacity of fifty acre-feet or more. Barriers which are six feet or less in height, regardless of storage capacity or barriers which have a storage capacity at maximum water storage elevation of fifteen acre-feet or less regardless of height are not included. (2) Inventory data for all dams shall be provided in accordance with appendix B. (3) The hazard potential classification shall be in accordance with paragraph 2.1.2 Hazard Potential Table 2—Hazard Potential Classification Category Urban development Economic loss Low No permanent structure for human habitation Minimal (Undeveloped to occasional structures or agriculture). Significant No urban development and no more than a small number of habitable structures Appreciable (Notable agriculture, industry or structures). High Urban development with more than a small number of habitable structures Excessive (Extensive community, industry or agriculture). (4) As in the original development of the inventory, the States should be encouraged to participate in the work of completing, verifying and updating the inventory. Also, when available, personnel of other appropriate Federal agencies should be utilized for the inventory work on a reimbursable basis. Work in any State may be accomplished: (i) Under State supervision utilizing State personnel or Architect-Engineers contracts. (ii) Under Corps supervision utilizing Corps employees, employees of other Federal agencies or Architect-Engineer contracts. (5) A minimum staff should be assigned in Districts and Divisions to administer and monitor the inventory activities. Generally, the work should be accomplished by architect-engineers or other Federal agency personnel under State or Corps supervision. Corps personnel should participate in the inventory only to the extent needed to assure that accurate data are collected. (6) The National Inventory of Dams computerized data base in stored on the Boeing Computer Services (BCS) EKS computer system in Seattle, Washington. The data base uses Data Base Management System 2000 and is accessible for query by all Corps offices. (7) Appendix B indicates details on accessing and updating inventory data. (8) Appendix I describes the procedure for using NASA Land Satellite (LANDSAT) Multispectral Scanner data along with NASA's Surface Water Detection and Mapping (DAM) computer program to assist in updating and verifying and National Inventory of Dams. (9) All inventory data for dams will be completed and verified utilizing all available sources of information (including LANDSAT overlay maps) and will include site visitation if required. It is the responsibility of the District Engineer to insure that the inventory of each State within his area of responsibility is accurate and contains the information required by the General Instructions for completing the forms for each Federal and non-Federal dam. (i) [Reserved] (j) Inspection Program. (1) Scheduling of inspections. (i) No inspection of a dam should be initiated until the hazard potential classification of the dam has been verified to the satisfaction of the Corps. Dams in the significant hazard category should be inspected only if requested by the State and only then if the State can provide information to show that the dam has deficiencies that pose an immediate danger to the public safety. Guidance for the selection of significant category non-Federal dams on Federal lands will be given in the near future. (ii) Selection for inspection of non-Federal dams located on Federal lands or non-Federal dams designed and constructed under the jurisdiction of some Federal agency, should be coordinated with the responsible Federal agency. The appropriate State or regional representative of the Federal agency also should be contacted to obtain all available data on the dam. Representatives of the agency may participate in the inspection if they desire and should be given the opportunity to review and comment on the findings and recommendations in the inspection report prior to submission to the Governor and the dam owner. Examples of such dams are: non-Federal dams built on lands managed by National Forest Service, Bureau of Land Management, Fish and Wildlife Service, etc.; non-Federal dams designed and constructed by the Soil Conservation Service of the U.S. Department of Agriculture; high hazard mine tailings and coal mine waste dams under the jurisdiction of the Mine Safety and Health Administration, Department of Labor. (iii) Indian-owned dams on trust lands are considered to be non-Federal dams. All dams in the high hazard potential category will be inspected. Privately-owned dams located on Indian lands are to be included in the program, however BIA-owned dams on Indian lands are Federal dams and are exempt. (2) Procedures. (i) Inspection guidelines. (ii) Coordinators. (iii) Field investigations should be carried out in a systematic manner. A detailed checklist or inspection form should be developed and used for each dam inspection and appended to the inspection report. The size of the field inspection team should be as small as practicable, generally consisting of only one representative of each required discipline in order to control the costs of the inspection without sacrificing the quality of the inspection. The inspection team for the smaller less complex dams should be limited to two or three representatives from appropriate technical areas with additional specialists used only as special conditions warrant. The larger more complex projects may require inspection teams of three or four specialists. Performance of overly detailed and precise surveys and mapping should be avoided. Necessary measurement of spillway, dam slopes, etc. can generally be made with measuring tapes and hand levels. (iv) Additional engineering studies. (v) Assessment of the investigation. i.e. (B) Adequacy of spillway. The “Recommended Guidelines for Safety Inspection of Dams,” appendix D, provide current, acceptable inspection standards for spillway capacity. Any spillway capacity that does not meet the criteria in the “Guidelines” is considered inadequate. When a spillway's capacity is so deficient that it is seriously inadequate, the project must be considered unsafe. ( 1 ( 2 ( 3 Classification of dams with seriously inadequate spillways as “unsafe, non-emergency” is generally a proper designation of the urgency of the unsafe condition. However, there may be cases where the spillway capacity is unusually small and the consequences of dam overtopping and failure would be catastrophic. In such cases, the unsafe dam should be classified as an emergency situation. (vi) All inspection reports will receive one level of independent review by the Corps. If the reports are prepared by the Corps, the independent review may be performed internally within the district office. However, in cases which involve significant economic, social or political impacts and technical uncertainties in evaluating the dams, advice may be obtained from the staffs of the Division Engineer and the Office, Chief of Engineers. (3) Reports Preparation. (ii) Review and approval. (iii) In general the Governor will be responsible for public release of an inspection report and for initiating any public Statements. However, an approved report must be treated as any other document subject to release upon request under the Freedom of Information Act. The letters of transmittal to the Governor and owner should indicate that under the provisions of the Freedom of Information Act, the documents will be subject to release upon request after receipt by the Governor. Proposed final reports will be considered as internal working papers not subject to release under the Freedom of Information Act. Corps personnel, A-E contractor personnel and others working under supervision of the Corps will be cautioned to avoid public statements about the condition of the dam until after the District Engineer has approved the report. The Corps will respond fully to inquiries after the Governor has received the approved report or been notified of an unsafe dam. An information copy of the report should be sent to the District office normally having jurisdiction if other than the District responsible for the inspection. (iv) Follow-up action. (4) Unsafe dams. (5) Emergency action plans. (k) Progress reports. (l) Contracts Corps of Engineers supervision. (2) State supervision. timely (m) Training. (1) Priority must be placed on inspection of dams and updating the national dam inventory; hence, diversion of resources to training activities should not deter or delay these principle program functions. (2) Salaries, per diem and travel expenses relating to training activities of State employees will be a State expense. There will be no tuition charge for State employees. (3) Architect-Engineer firms will be required to pay expenses and tuition costs for their employees participating in Corps-sponsored training activities. (4) Corps-sponsored training will require that each trainee is a qualified engineer or geologist and will concentrate on engineering technology related directly to dam safety. (This may require screening of proposed candidates for training.) (5) Under this program, the Corps will not sponsor training that is intended primarily to satisfy requirements for a degree. (6) Training by participation in actual dam inspections and/or management of the inspection program should be encouraged. Appendix A to § 222.6—Division Assignments To facilitate better coordination with the States, the Division Engineers are responsible for the dam inspection program by States as follows: New England Division: North Atlantic Division: Ohio River Division: South Atlantic Division: Lower Mississippi Valley Division: North Central Division: Southwestern Division: Missouri River Division: North Pacific Division: South Pacific Division: Pacific Ocean Division: Appendix B to § 222.6—Inventory of Dams (RCS-DAEN-CWE-17 and OMB No. 49-RO421) 1. The updating of the inventory will include the completion of all items of data for all dams now included in the inventory, verification of the data now included in the inventory, and inclusion of complete data for all appropriate existing dams not previously listed. Data completion, verification and updating will be scheduled over a three year period. 2. The inventory data will be recorded on Engineering Form 4474 and 4474A (Exhibit 2). The general instructions for completing the forms are printed on the back of the forms. Parts I and II of the forms are to be fully completed. The instruction for completing Item 29, Line 5, Para. II (Engr Form 4474A) is revised to conform identically with the hazard potential classification contained in the recommended guidelines for safety inspection of dams. Additional data has been added to designate Corps districts in which the dam is located, Federal agency owned dams, Corps owned dams, Federal agency regulated dams, dams constructed with technical or financial assistance of the U.S. Soil Conservation Service, and privately owned dams located on Federal property. 3. All inventory data will be verified utilizing all available sources of information and will include site visitation if required. 4. The Inventory Data Base is stored on the Boeing Computer Services (BCS) EKS System in Seattle, Washington. The data is available to all Corps offices for queries using Data Base Management System 2000 (S2K). a. To access the National Data Base log on BCS and type the following: GET,DAMS/UN = CECELB CALL,DAMS b. For current information and changes to the National Inventory Data Base, type: OLD,HOTDAM/UN = CEC1AT LIST 5. The inventory update data will be furnished and the National Data Base will be updated on a monthly basis. The monthly submission will cover all dams whose inventory data were completed since the last report. The update data will be loaded directly onto the Boeing Computer by the field office. a. The procedure for loading the data on the Boeing Computer can be printed by accessing the Boeing Computer and listing the information file “HOTDAM.” (See paragraph 4b. above.) b. It is the responsibility of the submitting office to edit the data prior to furnishing it for the update. Editing will be accomplished by processing the data using the Inventory Edit Computer program developed by the Kansas City District. This procedure is described in the “HOTDAM” file. 6. Federal agencies will be uniformly designated by major and minor abbreviations according to the following list whenever applicable to Items 46 through 53. Abbreviations are to be left justified within the field with one blank separating major and minor abbreviations. Major Minor a. International Boundary and Water Commission IBWC b. U.S. Department of Agriculture: (1) Soil Conservation Service USDA SCS (2) Forest Service USDA FS c. U.S. Department of Energy Federal Energy Regulatory Commission DOE FERC d. Tennessee Valley Authority TVA e. U.S. Department of Interior: (1) Bureau of Sport Fisheries and Wildlife DOI BSFW (2) Geological Survey DOI GS (3) Bureau of Land Management DOI BLM (4) Bureau of Reclamation DOI USBR (5) Bureau of Indian Affairs DOI BIA f. U.S. Department of Labor: (1) Mine Safety and Health Administration DOL MSHA g. Corps of Engineers: (1) Lower Mississippi Valley Division: (a) Memphis District DAEN LMM (b) New Orleans District DAEN LMN (c) St. Louis District DAEN LMS (d) Vicksburg District DAEN LMK (2) Missouri River Division: (a) Kansas City District DAEN MRK (b) Omaha District DAEN MRO (3) New England Division DAEN NED (4) North Atlantic Division: (a) Baltimore District DAEN NAB (b) New York District DAEN NAN (c) Norfolk District DAEN NAO (d) Philadelphia District DAEN NAP (5) North Central Division: (a) Buffalo District DAEN NCB (b) Chicago District DAEN NCC (c) Detroit District DAEN NCE (d) Rock Island District DAEN NCR (e) St. Paul District DAEN NCS (6) North Pacific Division: (a) Alaska District DAEN NPA (b) Portland District DAEN NPP (c) Seattle District DAEN NPS (d) Walla Walla District DAEN NPW (7) Ohio River Division: (a) Huntington District DAEN ORH (b) Louisville District DAEN ORL (c) Nashville District DAEN ORN (d) Pittsburgh District DAEN ORP (8) Pacific Ocean Division DAEN POD (9) South Atlantic Division: (a) Charleston District DAEN SAC (b) Jacksonville District DAEN SAJ (c) Mobile District DAEN SAM (d) Savannah District DAEN SAS (e) Wilmington District DAEN SAW (10) South Pacific Division: (a) Los Angeles District DAEN SPL (b) Sacramento District DAEN SPK (c) San Franciso District DAEN SPN (11) Southwestern Division: (a) Albuquerque District DAEN SWA (b) Fort Worth District DAEN SWF (c) Galveston District DAEN SWG (d) Little Rock District DAEN SWL (e) Tulsa District DAEN SWT 7. Procedures for Revising and Updating the Inventory of Dams Master File. a. To Change Correct or Add an Item. b. To Delete an Item. c. To Delete the Entire Data for a Dam from the Master File. Columns 1 thru 7—Item 1 identification assigned to the dam Columns 8 thru 10—Item 2, Division Code Columns 11 thru 16—The word DELETE Columns 17 thru 79—Blank Spaces Column 80—A zero 8. Keypunch Instructions and Punched Card Formats. a. Table 1 describes the character set to be used for keypunch cards of Engr. Forms 4474 and 4474A. b. Exhibit 1 is the EDPC keypunch instructions and punch card formats defining the data fields (Items) and card columns to be used in preparing punched cards in compliance with the requirements of this regulation. c. Exhibit 2 are prints of Engr. Forms 4474 and 4474A which are laid out in punch card format to facilitate punching cards directly from the completed forms. Appendix C to § 222.6—Hydrologic and Hydraulic Assessment of Dams 1. Phase I inspections are not intended to provide detailed hydrologic and hydraulic analyses of dam and reservoir capabilities. However, when such analyses are available, they should be evaluated for reliability and completeness. If a project's ability to pass the appropriate flood (see Table 3, page D-12 of Recommended Guidelines) can be determined from available information of a brief study, such an assessment should be made. It should be noted that hydrologic and hydraulic analyses connected with the Phase I inspections should be based on approximate methods or systematized computer programs that take minimal effort. The Hydrologic Engineering Center (HEC) has developed a special computer program for hydrologic and hydraulic analyses to be used with the Phase I inspection program. Other Field Operating Agencies have developed similar computer programs or generalized procedures which are acceptable for use. All such efforts should be completed with minimum resources. 2. A finding that a dam will not safely pass the flood indicated in the Recommended Guidelines does not necessarily indicate that the dam should be classified as unsafe. The degree of inadequacy of the spillway to pass the appropriate flood and the probable adverse impacts of dam failure because of overtopping must be considered in making such classification. The following criteria have been selected which indicate when spillway capacity is so seriously inadequate that a project must be classified as unsafe. All of the following conditions must prevail before designating a dam unsafe: a. There is high hazard to loss of life from large flows downstream of the dam. b. Dam failure resulting from overtopping would significantly increase the hazard to loss of life downstream from the dam from that which would exist just before overtopping failure. c. The spillway is not capable of passing one-half of the probable maximum flood without overtopping the dam and causing failure. 3. The above criteria are generally adequate for evaluating most non-Federal dams. However, in a few cases the increased hazard potential from overtopping and failure is so great as to result in catastrophic consequences. In such cases, the evaluation of condition 2c should utilize a flood more closely approximating the full probable maximum flood rather than one-half the flood. An example of such a situation would be a large dam immediately above a highly populated flood plain, with little likelihood of time for evacuation in the event of an emergency. 4. Conditions 2a and 2b require an approximation of housing location in relation to flooded areas. Resources available in Phase I inspections do not permit detailed surveys or time-consuming studies to develop such relationships. Therefore, rough estimates will generally be made from data obtained during the inspection and from readily available maps and drawings. Brief computer routings such as the HEC-1 dam break analysis, using available data, are recommended in marginal cases. The HEC-1, dam break version, is available on the Boeing Computer Services or may be obtained from the Hydrologic Engineering Center, Davis, California. Available resources do not permit detailed studies or investigations to establish the amount of overtopping that would cause a dam to fail, as designated in condition 2c. Professional judgment and available information will have to be used in these determinations. When detailed investigations and studies are required to make a reasonable judgment of the conditions which designate an unsafe dam, the inspection report should recommend that such studies be the responsibility of the dam owner. 5. During the inspection of a dam, consideration should be given to impacts on other dams located downstream from the project being inspected. When failure of a dam would be likely to cause failure of another dam(s) downstream, its designation as an unsafe dam could result in multiple impacts. Therefore, the information should be explicitly described in the inspection report. Such information may be vital to the priorities established by State Governors for dam improvements. Similarly, when the failure of an upstream dam (classified as unsafe) could cause failure of the dam being inspected, this information should be prominently displayed in the inspection report. 6. The criteria established in paragraph 2 for designating unsafe dams because of seriously inadequate spillways are considered reasonable and prudent. They provide a consistent bases for declaring unsafe dams and also serve as an effective compromise between the Recommended Guidelines and unduly low standards suggested by special interests and individuals unfamiliar with flood hazard potential. 7. The Hydrometeorological Branch (HMB) of the National Weather Service has reviewed some 500 experienced large storms in the United States. The purpose of the review was to ascertain the relative magnitude of experienced large storms to probable maximum precipitation (PMP) and their distribution throughout the country. Their review reveals that about 25 percent of the major storms have exceeded 50 percent of the probable maximum precipitation for one or more combinations of area and duration. In fact some storms have very closely approximated the PMP values. Exhibits C-1 thru C-5 indicate locations where experienced storms have exceeded 50 percent of the PMP. 8. There are several options to consider when selecting mitigation measures to avoid severe consequences of a dam failure from overtopping. The following measures may be required by a Governor when sufficient legal authority is available under State laws and a dam presents a serious threat to loss of life. a. Remove the dam. b. Increase the height of dam and/or spillway size to pass the probable maximum flood without overtopping the dam. c. Purchase downstream land that would be adversely impacted by dam failure and restrict human occupancy. d. Enhance the stability of the dam to permit overtopping by the probable maximum flood without failure. e. Provide a highly reliable flood warning system (generally does not prevent damage but avoids loss of life). Table 1—Storms With Rainfall ≥150% of PMP, U.S. East of the 105th Meridian (for 10 mi 2 2 2 Storm date Index No. Corps assignment No. (if available) Storm center Latitude Longitude Town State July 26, 1819 1 Catskill NY 42°12′ 73°53′ Aug. 5, 1843 2 Concordville PA 39°53′ 75°32′ Sept. 10-13, 1878 3 OR 9-19 Jefferson OH 41°45′ 80°46′ Sept. 20-24, 1882 4 NA 1-3 Paterson NJ 40°55′ 74°10′ June 13-17, 1886 5 LMV 4-27 Alexandria LA 31°19′ 92°33′ June 27-July 11, 1899 6 GM 3-4 Turnersville TX 30°52′ 96°32′ Aug. 24-28, 1903 7 MR 1-10 Woodburn IA 40°57′ 93°35′ Oct. 7-11, 1903 8 GL 4-9 Paterson NJ 40°55′ 74°10′ July 18-23, 1909 9 UMV 1-11B Ironwood MI 46°27′ 90°11′ July 18-23, 1909 10 UMV 1-11A Beaulieu MN 47°21′ 95°48′ July 22-23, 1911 11 Swede Home NB 40°22′ 96°54′ July 19-24, 1912 12 GL 2-29 Merrill WI 45°11′ 89°41′ July 13-17, 1916 13 SA 2-9 Altapass NC 35°33′ 82°01′ Sept. 8-10, 1921 14 GM 4-12 Taylor TX 30°35′ 97°18′ Oct. 4-11, 1924 15 SA 4-20 New Smyrna FL 29°07′ 80°55′ Sept. 17-19, 1926 16 MR 4-24 Boyden IA 43°12′ 96°00′ Mar. 11-16, 1929 17 UMV 2-20 Elba AL 31°25′ 86°04′ June 30-July 2, 1932 18 GM 5-1 State Fish Hatchery TX 30°01′ 99°07′ Sept. 16-17, 1932 19 Ripogenus Dam ME 45°53′ 69°09′ July 22-27, 193 20 LMV 2-26 Logansport LA 31°58′ 94°00′ Apr. 3-4 1934 21 SW 2-11 Cheyenne OK 35°37′ 99°40′ May 30-31, 1935 22 MR 3-28A Cherry Creek CO 39°13′ 104°32′ May 31, 1935 23 GM 5-20 Woodward TX 29°20′ 99°28′ July 6-10, 1935 24 NA 1-27 Hector NY 42°30′ 76°53′ Sept. 2-6, 1935 25 SA 1-26 Easton MD 38°46′ 76°01′ Sept. 14-18, 1936 26 GM 5-7 Broome TX 31°47′ 100°50′ June 19-20, 1939 27 Snyder TX 32°44′ 100°55′ July 4-5, 1939 28 Simpson KY 38°13′ 83°22′ Aug. 19, 1939 29 NA 2-3 Manahawkin NJ 39°42′ 74°16′ June 3-4, 1940 30 MR 4-5 Grant Township NB 42°01′ 96°53′ Aug. 6-9, 1940 31 LMV 4-24 Miller Isl LA 29°45′ 92°10′ Aug. 10-17, 1940 32 SA 5-19A Keysville VA 37°03′ 78°30′ Sept. 1, 1940 33 NA 2-4 Ewan NJ 39°42′ 75°12′ Sept. 2-6, 1940 34 SW 2-18 Hallet OK 36°15′ 96°36′ Aug. 28-31, 1941 35 UMV 1-22 Haywood WI 46°00′ 91°28′ Oct. 17-22, 1941 36 SA 5-6 Trenton FL 29°48′ 82°57′ July 17-18, 1942 37 OR 9-23 Smethport PA 41°50′ 78°25′ Oct. 11-17, 1942 38 SA 1-28A Big Meadows VA 38°31′ 78°26′ May 6-12, 1943 39 SW 2-20 Warner OK 35°29′ 95°18′ May 12-20, 1943 40 SW 2-21 Nr. Mounds OK 35°52′ 96°04′ July 27-29, 1943 41 GM 5-21 Devers TX 30°02′ 94°35′ Aug. 4-5, 1943 42 OR 3-30 Nr. Glenville WV 38°56′ 80°50′ June 10-13, 1944 43 MR 6-15 Nr. Stanton NB 41°52′ 97°03′ Aug. 12-15, 1946 44 MR 7-2A Cole Camp MO 38°40′ 93°13′ Aug. 12-16, 1946 45 MR 7-2B Nr. Collinsville IL 38°40′ 89°59′ Sept. 26-27, 1946 46 GM 5-24 Nr. San Antonio TX 29°20′ 98°29′ June 23-24, 1948 47 Nr. Del Rio TX 29°22′ 100°37′ Sept. 3-7, 1950 48 SA 5-8 Yankeetown FL 29°03′ 82°42′ June 23-28, 1954 49 SW 3-22 Vic Pierce TX 30°22′ 101°23′ Aug. 17-20, 1955 50 NA 2-22A Westfield MA 42°07′ 72°45′ May 15-16, 1957 51 Hennessey OK 36°02′ 97°56′ June 14-15, 1957 52 Nr. E. St. Louis IL 38°37′ 90°24′ June 23-24, 1963 53 David City NB 41°14′ 97°05′ June 13-20, 1965 54 Holly CO 37°43′ 102°23′ June 24, 1966 55 Glenullin ND 47°21′ 101°19′ Aug. 12-13, 1966 56 Nr. Greely NB 41°33′ 98°32′ Sept. 19-24, 1967 57 SW 3-24 Falfurrias TX 27°16′ 98°12′ July 16-17, 1968 58 Waterloo IA 42°30′ 92°19′ July 4-5, 1969 59 Nr. Wooster OH 40°50′ 82°00′ Aug. 19-20, 1969 60 NA 2-3 Nr. Tyro VA 37°49′ 79°00′ June 9, 1972 61 Rapid City SD 44°12′ 103°31′ June 19-23, 1972 62 Zerbe PA 40°37′ 76°31′ July 21-22, 1972 63 Nr. Cushing MN 46°10′ 94°30′ Sept. 10-12, 1972 64 Harlan IA 41°43′ 95°15′ Oct. 10-11, 1973 65 Enid OK 36°25′ 97°52′ Table 2—Storms With Rainfall ≥50% of PMP, U.S. West of Continental Divide (for 10 mi 2 2 Storm date Index No. Storm center Latitude Longitude Duration for 1,000 mi 2 Town State Aug. 11, 1890 1 Palmetto NV 37°27′ 117°42′ Aug. 12, 1891 2 Campo CA 32°36′ 116°28′ Aug. 28, 1898 3 Ft. Mohave AZ 35°03′ 114°36′ Oct. 4-6, 1911 4 Gladstone CO 37°53′ 107°39′ Dec. 29, 1913-Jan. 3, 1914 5 CA 39°55′ 121°25′ Feb. 17-22, 1914 6 Colby Ranch CA 34°18′ 118°07′ Feb. 20-25, 1917 7 CA 37°35′ 119°36′ Sept. 13, 1918 8 Red Bluff CA 40°10′ 122°14′ Feb. 26-Mar 4, 1938 9 CA 34°14′ 117°11′ Mar. 30-Apr. 2, 1931 10 ID 46°30′ 114°50′ 24 Feb. 26, 1932 11 Big Four WA 48°05′ 121°30′ Nov. 21, 1933 12 Tatoosh Is WA 48°23′ 124°44′ Jan. 20-25, 1935 13 WA 47°30′ 123°30′ 6 Jan. 20-25, 1935 14 WA 47°00′ 122°00′ 72 Feb. 4-8, 1937 15 Cyamaca Dam CA 33°00′ 116°35′ Dec. 9-12, 1937 16 CA 38°51′ 122°43′ Feb. 27-Mar. 4, 1938 17 AZ 34°57′ 111°44′ 12 Jan. 19-24, 1943 18 CA 37°35′ 119°25′ 18 Jan. 19-24, 1943 19 Hoegee's Camp CA 34°13′ 118°02′ Jan. 30-Feb. 3, 1945 20 CA 37°35′ 119°30′ Dec. 27, 1945 21 Mt. Tamalpias CA 37°54′ 122°34′ Nov. 13-21, 1950 22 CA 36°30′ 118°30′ 24 Aug. 25-30, 1951 23 AZ 34°07′ 112°21′ 72 July 19, 1955 24 Chiatovich Flat CA 37°44′ 118°15′ Aug. 16, 1958 25 Morgan UT 41°03′ 111°38′ Sept. 18, 1959 26 Newton CA 40°22′ 122°12′ June 7-8, 1964 27 Nyack Ck MT 48°30′ 113°38′ 12 Sept. 3-7, 1970 28 UT 37°38′ 109°04′ 6 Sept. 3-7, 1970 29 AZ 33°49′ 110°56′ 6 June 7, 1972 30 Bakersfield CA 35°25′ 119°03′ Dec. 9-12, 1937 31 CA 39°45′ 121°30′ 48 Appendix D to § 222.6—Recommended Guidelines for Safety Inspection of Dams Department of the Army—Office of the Chief of Engineers Preface The recommended guidelines for the safety inspection of dams were prepared to outline principal factors to be weighed in the determination of existing or potential hazards and to define the scope of activities to be undertaken in the safety inspection of dams. The establishment of rigid criteria or standards is not intended. Safety must be evaluated in the light of peculiarities and local conditions at a particular dam and in recognition of the many factors involved, some of which may not be precisely known. This can only be done by competent, experienced engineering judgment, which the guidelines are intended to supplement and not supplant. The guidelines are intended to be flexible, and the proper flexibility must be achieved through the employment of experienced engineering personnel. Conditions found during the investigation which do not meet guideline recommendations should be assessed by the investigator as to their import from the standpoint of the involved degree of risk. Many deviations will not compromise project safety and the investigator is expected to identify them in this manner if that is the case. Others will involve various degrees of risk, the proper evaluation of which will afford a basis for priority of subsequent attention and possible remedial action. The guidelines present procedures for investigating and evaluating existing conditions for the purpose of identifying deficiencies and hazardous conditions. The two phases of investigation outlined in the guidelines are expected to accomplish only this and do not encompass in scope the engineering which will be required to perform the design studies for corrective modification work. It is recognized that some States may have established or will adopt inspection criteria incongruous in some respects with these guidelines. In such instances assessments of project safety should recognize the State's requirements as well as guideline recommendations. The guidelines were developed with the help of several Federal agencies and many State agencies, professional engineering organizations, and private engineers. In reviewing two drafts of the guidelines they have contributed many helpful suggestions. Their contributions are deeply appreciated and have made it possible to evolve a document representing a consensus of the engineering fraternity. As experience is gained with use of the guidelines, suggestions for future revisions will be generated. All such suggestions should be directed to the Chief of Engineers, U.S. Army, DAEN-CWE-D, Washington, D.C. 20314. Recommended Guidelines for Safety Inspection of Dams Table of Contents Preface Chapter 1—Introduction Para. 1.1 Purpose. 1.2 Applicability. 1.3 Authority. Chapter 2—General Requirements 2.1 Classification of dams. 2.1.1 Size. 2.1.2 Hazard potential. 2.2 Selection of dams to be investigated. 2.3 Technical investigations. 2.4 Qualifications of investigators. 2.5 Reports. Chapter 3—Phase I Investigation 3.1 Purpose. 3.2 Scope. 3.3 Engineering data. 3.4 Field inspections. 3.5 Evaluation of hydraulic and hydrologic features. 3.5.1 Design data. 3.5.2 Experience data. 3.6 Evaluation of structural stability. 3.6.1 Design and construction data. 3.6.2 Operating records. 3.6.3 Post contruction changes. 3.6.4 Seismic stability. Chapter 4—Phase II Investigation 4.1 Purpose. 4.2 Scope. 4.3 Hydraulic and hydrologic analysis. 4.3.1 Maximum water surface based on SDF peak inflow. 4.3.1.1 Peak for 100-year flood. 4.3.1.2 Peak for PMF or fraction thereof. 4.3.2 Maximum water surface based on SDF hydrograph. 4.3.3 Acceptable procedures. 4.3.4 Freeboard allowances. 4.4 Stability investigations. 4.4.1 Foundation and material investigations. 4.4.2 Stability assessment. 4.4.2.1 Seismic stability. 4.4.2.2 Clay shale foundation. 4.4.3 Embankment dams. 4.4.3.1 Liquefaction. 4.4.3.2 Shear failure. 4.4.3.3 Loading conditions. 4.4.3.4 Safety factors. 4.4.3.5 Seepage failure. 4.4.3.6 Seepage analyses. 4.4.4 Concrete dams and appurtenant structures. 4.4.4.1 Requirements for stability. 4.4.4.2 Loads. 4.4.4.3 Stresses. 4.4.4.4 Overturning. 4.4.4.5 Sliding. 4.4.4.5.1 Sliding resistance. 4.4.4.5.2 Downstream resistance. 4.4.4.5.3 Safety factor. Chapter 5—Reports 5.1 General. 5.2 Preparation of report. 5.2.1 Phase I reports. 5.2.2 Phase II reports. Tables Table 1 Size classification. 2 Hazard potential classification. 3 Hydrologic evaluation guidelines. 4 Factors of safety (embankment dams). Figures Fig. 1 Seismic zone map of contiguous States. 2 Seismic zone map of California, Nevada and Arizona. 3 Seismic zone map of Alaska. 4 Seismic zone map of Hawaii. 5 Design envelope for Case I (Table 4). 6 Design envelope for Cases II and III (Table 4). Appendixes Appendix I to App. D—Engineering data Appendix II to App. D—Inspection items Appendix III to App. D—Pub. L. 92-367 Chapter 1—Introduction 1.1. Purpose. 1.2. Applicability. 1.3. Authority. Chapter 2—General Requirements 2.1. Classification of dams. 2.1.1. Size. Table 1—Size Classification Category Impoundment Storage (ac-ft) Height (ft) Small <1,000 and ≥50 <40 and ≥25. Intermediate ≥1,000 and <50,000 ≥40 and <100. Large ≥50,000 ≥100. 2.1.2. Hazard Potential. Table 2—Hazard Potential Classification Category Loss of life (extent of development) Economic loss (extent of development) Low None expected (No permanent structures for human habitation) Minimal (Undeveloped to occasional structures or agriculture). Significant Few (No urban developments and no more than a small number of inhabitable structures) Appreciable (Notable agriculture, industry or structures). High More than few Excessive (Extensive community, industry or agriculture). 2.2. Selection of dams to be investigated. 2.3. Technical Investigations. 2.4. Qualifications of investigators. Chapter 3—Phase I Investigation 3.1. Purpose. 3.2. Scope. 3.3. Engineering data. 3.4. Field inspections. 3.4.1. Particular attention should be given to detecting evidence of leakage, erosion, seepage, slope instability, undue settlement, displacement, tilting, cracking, deterioration, and improper functioning of drains and relief wells. The adequacy and quality of maintenance and operating procedures as they pertain to the safety of the dam and operation of the control facilities should also be assessed. 3.4.2. Photographs and drawings should be used freely to record conditions in order to minimize descriptions. 3.4.3. The field inspection should include appropriate features and items, including but not limited to those listed in Appendix II, which may influence the safety of the dam or indicate potential hazards to human life or property. 3.5. Evaluation of hydraulic and hydrologic Features. 3.5.1. Design data. Table 3—Hydrologic Evaluation Guidelines [Recommended spillway design floods] Hazard Size Spillway design flood (SDF) 1 Low Small 50 to 100-yr frequency. Intermediate 100-yr to 1 2 Large 1 2 Significant Small 100-yr to 1 2 Intermediate 1 2 Large PMF. High Small 1 2 Intermediate PMF. Large PMF. 1 i.e. 1000-yr = 100-Year Exceedence Interval. The flood magnitude expected to be exceeded, on the average, of once in 100 years. It may also be expressed as an exceedence frequency with a one-percent chance of being exceeded in any given year. PMF = Probable Maximum Flood. The flood that may be expected from the most severe combination of critical meteorologic and hydrologic conditions that are reasonably possible in the region. The PMF is derived from probable maximum precipitation (PMP), which information is generally available from the National Weather Service, NOAA. Most Federal agencies apply reduction factors to the PMP when appropriate. Reductions may be applied because rainfall isohyetals are unlikely to conform to the exact shape of the drainage basin and/or the storm is not likely to center exactly over the drainage basin. In some cases local topography will cause changes from the generalized PMP values, therefore it may be advisable to contact Federal construction agencies to obtain the prevailing practice in specific areas. 3.5.2. Experience data. 3.6. Evaluation of structural stability. 3.6.1. Design and construction data. 3.6.2. Operating records. 3.6.3. Post construction changes. 3.6.4. Seismic stability. Chapter 4—Phase II Investigation 4.1. Purpose. 4.2. Scope. 4.3. Hydraulic and hydrologic analysis. 4.3.1. Maximum water surface based on SDF peak inflow. 4.3.1.1. Peak for 100-year flood. 4.3.1.2. Peak for PMF or fraction thereof. 4.3.2. Maximum water surface based on SDF hydrograph. 4.3.3. Acceptable procedures. 4.3.4. Freeboard allowances. 4.4 Stability investigations. 4.4.1 Foundation and material investigations. 4.4.2. Stability assessment. 4.4.2.1. Seismic stability. 4.4.2.2. Clay shale foundation. 4.4.3. Embankment dams. 4.4.3.1. Liquefaction. 4.4.3.2. Shear failure. 4.4.3.3. Loading conditions. Table 4—Factors of Safety 1 Case and loading condition Factor of safety Shear 2 Remarks I Sudden drawdown from spillway crest or top of gates to minimum drawdown elevation 3 Minimum composite of R and S shear strengths. See Figure 5 Within the drawdown zone submerged unit weights of materials are used for computing forces resisting sliding and saturated unit weights are used for computing forces contributing to sliding. II Partial pool with assumed horizontal steady seepage saturation 1.5 R + S/2 for R<S Composite intermediate envelope of R and III Steady seepage from spillway crest or top of gates with K h v 4 1.5 Same as Case II IV Earthquake (Cases II and III with seismic loading) 1.0 ( 5 See Figures 1 through 4 for Seismic Coefficients. 1 2 3 4 h v 5 4.4.3.4. Safety factors. D Where: C = Cohesion φ = Angle of internal friction σ = Normal stress The factors of safety listed in Table 4 are recommended as minimum acceptable. Final accepted factors of safety should depend upon the degree of confidence the investigating engineer has in the engineering data available to him. The consequences of a failure with respect to human life and property damage are important considerations in establishing factors of safety for specific investigations. 4.4.3.5. Seepage failure. 4.4.3.6. Seepage analyses. Where: i c i = Design gradient H = Uplift head at downstream toe of dam measured above tailwater H c D b γ m γ w Where a factor of safety less than 1.5 is obtained the provision of an underseepage control system is indicated. The factor of safety of 1.5 is a recommended minimum and may be adjusted by the responsible engineer based on the competence of the engineering data. 4.4.4. Concrete dams and appurtenant structures. 4.4.4.1. Requirements for stability. 4.4.4.2. Loads. 4.4.4.3. Stresses. 1/3 4.4.4.4. Overturning. 4.4.4.5. Sliding. 4.4.4.5.1. Sliding resistance. Where: R R φ = Angle of internal friction of foundation material or, where applicable, angle of sliding friction V = Summation of vertical forces (including uplift) c = Unit shearing strength at zero normal loading along potential failure plane A = Area of potential failure plane developing unit shear strength “c” α = Angle between inclined plane and horizontal (positive for uphill sliding) For sliding downhill the angle α is negative and Equation (1) becomes: When the plane of investigation is horizontal, and the angle α is zero and Equation (1) reduced to the following: 4.4.4.5.2. Downstream resistance. Where: P p W = Weight (buoyant weight if applicable) of downstream rock wedge above inclined plane of resistance, plus any superimposed loads φ = Angle of internal friction or, if applicable, angle of sliding friction α = Angle between inclined failure plane and horizontal c = Unit shearing strength at zero normal load along failure plane A = Area of inclined plane of resistance When considering cross-bed shear through a relatively shallow, competent rock strut, without adverse jointing or faulting, W and α may be taken at zero and 45°, respectively, and an estimate of passive wedge resistance per unit width obtained by the following equation: Where: D = Thickness of the rock strut 4.4.4.5.3. Safety factor. R When the downstream passive wedge contributes to the sliding resistance, the shear friction safety factor formula becomes: The above direct superimposition of passive wedge resistance is valid only if shearing rigidities of the foundation components are similar. Also, the compressive strength and buckling resistance of the downstream rock layer must be sufficient to develop the wedge resistance. For example, a foundation with closely spaced, near horizontal, relatively weak seams might not contain sufficient buckling strength to develop the magnitude of wedge resistance computed from the cross-bed shear strength. In this case wedge resistance should not be assumed without resorting to special treatment (such as installing foundation anchors). Computed sliding safety factors approximating 3 or more for all loading conditions without earthquake, and 1.5 including earthquake, should indicate satisfactory stability, depending upon the reliability of the strength parameters used in the analyses. In some cases when the results of comprehensive foundation studies are available, smaller safety factors may be acceptable. The selection of shear strength parameters should be fully substantiated. The bases for any assumptions; the results of applicable testing, studies and investigations; and all pre-existing, pertinent data should be reported and evaluated. Chapter 5—Reports 5.1. General. 5.2. Preparation of report. 5.2.1. Phase I reports. 5.2.1.1. Description of dam including regional vicinity map showing location and plans, elevations and sections showing the essential project features and the size and hazard potential classifications. 5.2.1.2. Summary of existing engineering data, including geologic maps and information. 5.2.1.3. Results of the visual inspection of each project feature including photographs and drawings to minimize descriptions. 5.2.1.4. Evaluation of operational adequacy of the reservoir regulation plan and maintenance of the dam and operating facilities and features that pertain to the safety of the dam. 5.2.1.5. Description of any warning system in effect. 5.2.1.6. Evaluation of the hydraulic and hydrologic assumptions and structural stability. 5.2.1.7. An assessment of the general condition of the dam with respect to safety based upon the findings of the visual inspection and review of engineering data. Where data on the original design indicate significant departure from or non-conformance with guidelines contained herein, the engineer-in-charge of the investigation will give his opinion of the significance, with regard to safety, of such factors. Any additional studies, investigations and analyses considered essential to assessment of the safety of the dam should be listed, together with an opinion about the urgency of such additional work. 5.2.1.8. Indicate alternative possible remedial measures or revisions in operating and maintenance procedures which may (subject to further evaluation) correct deficiencies and hazardous conditions found during the investigation. 5.2.2. Phase II reports. 5.2.2.1. Summary of additional engineering data obtained to determine the hydraulic and hydrologic capabilities and/or structural stability. 5.2.2.2. Results of all additional studies, investigations, and analyses performed. 5.2.2.3. Technical assessment of dam safety including deficiencies and hazardous conditions found to exist. 5.2.2.4. Indicate alternative possible remedial measures or revision in maintenance and operating procedures which may (subject to further evaluation) correct deficiencies and hazardous conditions found during the investigation. Appendix I to App. D to § 222.6—Engineering Data This appendix lists engineering data which should be collected from project records and, to the extent available, included in the Phase I investigation report. The list is intended to serve as a checklist and not to establish rigid data requirements. Such a compilation should also facilitate future inspections and investigations. Only data readily available will be included in Phase I reports, but data lacking and deemed necessary for an adequate safety evaluation should be identified. 1. General Project Data. a. Regional Vicinity Map b. As-Built Drawings 2. Hydrologic and Hydraulic Data a. Drainage area and basin runoff characteristics (indicating pending changes). b. Elevation of top of conservation pool or normal upper retention water surface elevation, as applicable (base level of any flood impoundment). c. Storage capacity including dead or inactive storage, corresponding to top of conservation or normal upper retention level (cumulative, excluding flood control and surcharge storage). d. Elevation of the top of flood control pool. e. Storage capacity of flood control zone (incremental). f. Elevation of maximum design pool (corresponding to top of surcharge storage or spillway design flood). g. Storage capacity of surcharge zone (incremental, above top of flood control pool or, above normal upper retention level if flood control space not provided). h. Height of freeboard (distance between maximum design flood water surface and top of dam). i. Elevation of top of dam (lowest point of embankment or non-overflow structure). j. Elevation of crest, type, width, crest length and location of spillways (number, size and type of gates if controlled). k. Type, location, entrance and exit inverts of outlet works and emergency drawdown facilities (number, size and shape of conduits and gates, including penstocks and sluices). l. Location, crest elevation, description of invert and abutments (concrete, rock, grass, earth) and length of limited service and emergency spillways. m. Location and description of flashboards and fuse plugs, including hydraulic head (pool elevation) and other conditions required for breaching, along with the assumed results of breaching. n. Location and top elevation of dikes and floodwalls (overflow and non-overflow) affected by reservoir. Include information on low reaches of reservoir rim. o. Type, location, observations and records of hydrometeorological gages appurtenant to the project. p. Maximum non-damaging discharge, or negligible damage rate, at potential damage locations downstream. 3. Foundation Data and Geological Features 4. Properties of Embankments and Foundation Materials 5. Concrete Properties 6. Electrical and Mechanical Equipment 7. Construction History 8. Water Control Plan including regulation plan under normal conditions and during flood events or other emergency conditions. The availability of dam tenders, means of communication between dam tenders and authority supervising water control, and method of gate operation (manual, automatic, or remote control) should be included. Flood warning systems should be described in sufficient detail to enable assessment of their reduction in the flood hazard potential. 9. Operation Record. a. Summary of past major flood events including any experiences that presented a serious threat to the safety of the project or to human life or property. The critical project feature, date and duration of event, causative factor, peak inflow and outflow, maximum elevation of water surface, wind and wave factors if significant, issuance of alert or evacuation warnings and adequacy of project feature involved should be included in the summary of past experience of serious threat to the safety of the project. b. Records of performance observations including instrumentation records. c. List of any known deficiencies that pose a threat to the safety of the dam or to human life or property. d. History of previous failures or deficiencies and pending remedial measures for correcting known deficiencies and the schedule for accomplishing remedial measures should be indicated. 10. Earthquake History 11. Inspection History 12. Principal Design Assumptions and Analyses. a. Hydrologic and Hydraulic Determinations. (1) Quantity, time and area distribution, and reference source of depth-area-duration data of spillway design storm precipitation (point precipitation if applicable). (2) Maximum design flood inflow hydrograph including loss rates (initial and average for design flood conditions) and time of runoff concentration of reservoir watershed (peak inflow only when applicable). (3) Maximum design flood outflow hydrograph (maximum outflow only when applicable). (4) Discharge-frequency relationship, preferably at damsite, including estimated frequency of spillway design flood for small dams, when appropriate. (5) Reservoir area and storage capacity versus water surface elevation (table or curves). (6) Rating curves (free flow and partial gate openings) for all discharge facilities contributing to the maximum design flood outflow hydrograph. Also a composite-rating of all contributing facilities, if appropriate. (7) Tailwater rating curve immediately below damsite including elevation corresponding to maximum design flood discharge and approximate nondamaging channel capacity. (8) Hydrologic map of watershed above damsite including reservoir area, watercourse, elevation contours, and principal stream-flow and precipitation gaging stations. b. Stability and Stress Analysis c. Seepage and Settlement Analyses. Appendix II to App. D to § 222.6—Inspection Items This appendix provides guidance for performing field inspections and may serve as the basis for developing a detailed checklist for each dam. 1. Concrete Structures in General. a. Concrete Surfaces. b. Structural Cracking. c. Movement—Horizontal and Vertical Alignment. d. Junctions. e. Drains—Foundation, Joint, Face. f. Water Passages. g. Seepage or Leakage. h. Monolith Joints—Construction Joints. i. Foundation. j. Abutments. 2. Embankment Structures. a. Settlement. b. Slope Stability. c. Seepage. d. Drainage Systems. e. Slope Protection. 3. Spillway Structures. a. Control Gates and Operating Machinery. b. Unlined Saddle Spillways. c. Approach and Outlet Channels. d. Stilling Basin (Energy Dissipators). 4. Outlet Works. a. Intake Structure. b. Operating and Emergency Control Gates. c. Conduits, Sluices, Water Passages, Etc. d. Stilling Basin (Energy Dissipator). e. Approach and Outlet Channels. f. Drawdown Facilities. 5. Safety and Performance Instrumentation. a. Headwater and Tailwater Gages. b. Horizontal and Vertical Alignment Instrumentation (Concrete Structures). c. Horizontal and Vertical Movement, Consolidation, and Pore-Water Pressure Instrumentation (Embankment Structures). d. Uplift Instrumentation. e. Drainage System Instrumentation. f. Seismic Instrumentation. 6. Reservoir. a. Shore line. b. Sedimentation. c. Potential Upstream Hazard Areas. d. Watershed Runoff Potential. 7. Downstream Channel. 8. Operation and Maintenance Features. a. Reservoir Regulation Plan. b. Maintenance. Appendix III to App. D to § 222.6—Pub. L. 92-367 Appendix E to § 222.6—Suggested Outline Inspection Report—National Dam Inspection Program (RCS-DAEN-CWE-17 and OMB No. 49-R0421) Title Sheet Name of Dam ID Number from Inventory State, County and River or Stream where dam is located Owner Size and Hazard Classification Names of Inspectors Names of Review Board Approval Signature of District Engineer Table of Contents General Assessment Give brief assessment of general condition of dam with respect to safety, including a listing of deficiencies, and recommendations indicating degree of urgency. 1. Introduction a. Authority b. Purpose and Scope of Inspection 2. Project Information a. Site Information b. Description of Structures—Dam, Outlet, Spillway and other principal features. c. Purpose of Dam d. Design, Construction and Operating History 3. Field Inspection Briefly describe physical condition of the dam and appurtenant structures as they were observed during the field inspection. (If field inspection form is appended, only present summary.) Describe operational procedures, including any warning system, condition of operating equipment, and provision for emergency procedures. Describe any pertinent observations of the reservoir area and downstream channel adjacent to dam. 4. Evaluation a. Structural and Geotechnical (1) General (2) Embankment and/or Foundation Condition (3) Stability—Briefly discuss pertinent information such as design, construction and operating records. Assess stability under maximum loading on basis of the record data, together with observations of field inspection and results of any additional, brief calculations performed by inspectors. If additional, detailed stability analyses are considered necessary, recommend that the owner engage a qualified engineer or firm to provide the analysis. b. Hydrologic and Hydraulic (1) Spillway Adequacy—Briefly describe pertinent record information such as hydrologic and hydraulic design data, flood of record, and previous analyses. Describe any hydraulic and hydrologic analyses made for this inspection. Present conclusion with respect to adequacy of spillway to pass the recommended spillway design flood without overtopping dam. If overtopping would occur, and if available from the type of analysis used, give maximum depth over top of dam and duration of overtopping, assuming the dam does not fail. Also indicate the largest flood, as a percentage of the probable maximum flood which can be passed without overtopping. (2) Effects of overtopping—If dam is overtopped by the recommended spillway design flood, provide assessment as to whether or not dam would likely fail, and if, in case of failure, the hazard to loss of life downstream of the dam would be substantially increased over that which would exist without failure. If information upon which to base a reasonable assessment is insufficient, so state and describe the needed data, and recommend that the necessary studies be performed by engineers engaged by the owner. c. Operation and Maintenance Assess operating equipment and procedures, emergency power for gate operation, and Emergency Action Plan. Assess quality of maintenance as it pertains to dam safety. 5. Conclusions Provide conclusions on condition of dam and list all deficiencies. If dam is considered unsafe, so state and give reason. 6. Recommendations List all recommended actions, including additional studies, installation of new surveillance procedures and devices, development of Emergency Action Plans, and remedial work. Recommend that a qualified engineering firm be retained to accomplish any recommended additional investigations and studies and also to design and supervise remedial works. Appendixes a. Inspection Checklist (if available) b. Other Illustrations as follows: (1) Include a map showing location of the dam. Usually a portion of a USGS quadrangle sheet can be used which will show the topography of the area, location of the dam, extent of the lake and drainage basin, and perhaps indicate the downstream development. (2) If available, include a plan and section of the dam. (3) General photographs of the dam and downstream channel should be included. (4) Color photographs of deficiencies should be included. These should be held to the minimum required to illustrate the deficiencies. (5) Available engineering data including Hydrologic/Hydraulic calculation and physical test results that might be available. Appendix F to § 222.6 Instructions for Unsafe Dam Data Sheet (RCS-DAEN-CWE-17 and OMB No. 49-R0421) The indicated information shall be provided in the format shown on Pg F-3 for each dam assessed to be unsafe during the reporting period. A separate data sheet should be provided for each unsafe dam. The information supplied should conform to the following. a. Name b. Id. No. c. Location d. Height e. Maximum Impoundment Capacity f. Type i.e., g. Owner h. Date Governor Notified of Unsafe Condition i. Condition of Dam Resulting in Unsafe Assessment j. Description of Danger Involved k. Recommendations Given to Governor l. Urgency Category m. Emergency Actions Taken n. Remedial Action Taken o. Remarks Format for Unsafe Dam Data Sheet (RCS-DAEN-CWE-17 and OMB No. 49-R0421 National Program of Inspection of Non-Federal Dams—Unsafe Dam Data Sheet a. Name: b. Type: c. Height: d. Id. No. e. Location: State: County: Nearest D/S City, Town or Village: River or Stream: f. Owner: g. Date Governor Notified of Unsafe Condition: h. Condition of Dam Resulting in Unsafe Assessment: i. Description of Danger Involved: j. Recommendations Given to Governor: k. Urgency Category: l. Emergency Actions Taken: m. Remarks: Appendix G to § 222.6 National Program for Inspection of Non-Federal Dams—Monthly Progress Report (RCS-DAEN-CWE-19) I. Instructions for Monthly Progress Report. 1. Division Reporting: 2. Date: 3. Information Required for Each State Regarding Total Number of Inspections Performed (AE Inspections included) (Cumulative): 3.1. Number of Inspections Initiated by on-site inspection or the review of engineering data from project records. 1 1 3.2. Number of Inspections Competed (The number of inspection reports which have been submitted to the District Engineer for review and approval). 3.3 Number of Dams Reported to the Governor as Unsafe. 2 2 3.4. Number of Approved Inspection Reports Submitted to the Governor. 4. Information Required for Each State Regarding Inspections Performed Under AE Contracts (Cumulative): 4.1. Number of Dams Contracted for Inspection by AE's with State or Corps. 4.2. Number of Inspections Initiated by AE's by on-site inspection or the review of engineering data from project records. 1 1 4.3. Number of Inspections Completed by AE's (The number of inspection reports which have been submitted to the District Engineer for review and approval). 4.4. Number of Approved Inspection Reports Prepared by AE's Submitted to the Governor. II. Formation for Monthly Progress Report. National Program for Inspection of Non-Federal Dams—Monthly Progress Report 1. Division Reporting: 2. Date: 3. Information Required for Each State Regarding Total Number of Inspections Performed (Cumulative): State Inspection Initiated (3.1) Inspection Completed (3.2) Unsafe Dams Reported (3.3) Approved Reports (3.4) Total 4. Information Required for Each State Regarding Inspections Performed Under A/E Contracts (Cumulative): State Dams Under A/E Contract (4.1) A/E Inspections Initiated (4.2) A/E Inspections Completed (4.3) A/E Reports Approved (4.4) Totals Appendix H to § 222.6 Suggested Scope of Work Contract for Architect-Engineer Services for Safety Inspection of Dams Within the State of ____ 1. General Description of Scope of Work. 2. Information and Services To Be Furnished by the Government. a. All information pertaining to each dam to be inspected as contained in the National Inventory of Dams. b. Copies of recommended format for preparation of inspection report, engineering data check list and visual inspection check list. c. All available pertinent information pertaining to the Dam Inspection Program and previous investigations having a bearing on inspections to be performed under this contract. d. Right-of-entry for access to each dam site. 3. Services To Be Rendered by the Architect-Engineer. a. Technical Investigations. (1) Engineering Data Collection. (2) Field Inspections. Particular attention shall be given to detecting evidence of leakage, erosion, seepage, slope instability, undue settlement, displacement, tilting, cracking, deterioration, and improper functioning of drains and relief wells. The degree and quality of maintenance and regulating procedures for operation of the control facilities shall be assessed. The design and existing condition of such control facilities ( i.e. (3) Engineering Analyses. (a) Evaluation of Hydraulic and Hydrologic (H&H) Features. (b) Evaluation of Structural Stability. (c) Evaluation of Operational Features. (d) Evaluation of Reservoir Regulation Plan and Warning System. b. Emergency Situations. c. Qualifications of Investigators. d. Preparation of Report. 4. Supervision and Approval of Work. 5. Coordination. * Note: 6. Submission of Report. a. Each inspection report will be submitted for review to the Contracting Officer. Reports will be revised as required by the Contracting Officer. After all revisions have been made, the original and __ copies of each inspection report shall be submitted to the Contracting Officer. b. Text of all reports shall be typewritten and printed on both sides of 8″ × 10 1/2 7. Period of Services. a. All inspections and reports included under this contract shall be completed within __ days from date of Notice to Proceed. b. If the option for performing an H&H analysis for any particular site is exercised, the AE shall complete such analysis within __ days from date of Notice to Proceed. However, the overall completion time stated in paragraph 7a above shall not change. Appendix I to § 222.6 Procedure for Using NASA Land Satellite Multispectral Scanner Data for Verification and Updating the National Inventory of Dams 1. Purpose. 2. Applicability. 3. Reference. 4. Objectives. 5. Scope. 6. Exceptions. b. Request for exceptions should be documented to include firm boundary definitions and appropriate justification to demonstrate why the procedure cannot be used. This request should be submitted to WRSC WASH DC 20314, through the normal engineering chain of command. c. Map overlays will be produced for all areas of the Continental United States even if they are not used in a few selected regions. This processing is required for a future Computer Water Body Change Detection system. 7. Procedures. Regional Center Division Nashville District New England Seattle District Southwestern 8. Responsibilities. b. Regional Centers are responsible for: (1) Acquiring proper LANDSAT data tape from EROS Data Center (Sioux Falls, South Dakota). Actual data scene selection will be coordinated with Division and/or District to insure proper consideration is given to local priorities and seasonal coverage. (2) Arranging computer processing support using NASA's DAM package. (3) Establishing proper control between satellite scanner-oriented coordinates and earth latitude/longitude. (4) Producing total coverage of map overlays at a scale of 1:24,000 and/or smaller scales as required by Divisions and/or Districts. (5) Instructing District, State, or contractor personnel in the assembly and use of map overlays. c. Divisions/Districts are responsible for: (1) Designating one person from each Division and District as the point of contact with the Regional Center and provide this person's name and phone number to the Regional Center. (2) Providing the Regional Center with map coverage of their area of responsibility. This will include state indexes and 7 1/2 (3) Coordinating with the Regional Center in selecting LANDSAT data tapes. (4) Providing information to Regional Center on scale and priorities of desired computer produced map overlays. (5) Assembling computer print-outs into overlay maps, and using as appropriate to assist in verification and updating the National Inventory of Dams. 9. Points of Contact. Name, Office Symbol, and Telephone Jim Cook—DAEN-ORNED, (615) 251-7366; FTS 852-7366. Jack Erlandson—DAEN-NPSEN, (206) 764-3535; FTS 399-3535. [44 FR 55336, Sept. 26, 1979, as amended at 45 FR 18925, Mar. 24, 1980. Redesignated at 60 FR 19851, Apr. 21, 1995]