86$UP\&RUSV RI(QJLQHHUV Mobile District ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL APPENDIX G ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SEPTEMBER 1974 REVISED MARCH 1999 ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL APPENDIX G ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA U.S. ARMY CORPS OF ENGINEERS MOBILE DISTRICT SEPTEMBER 1974 REVISED MARCH 1999 Robert F. Henry Lock and Dam Alabama River, Alabama ii NOTICE TO USERS OF THIS MANUAL Regulations specify that this Water Control Manual be published in loose-leaf form, and only those sections, or parts thereof, requiring changes will be revised and reprinted. Therefore, this copy should be preserved in good condition so that inserts can be made to keep the manual current. EMERGENCY REGULATION ASSISTANCE PROCEDURES If unusual conditions arise, contact -Water Management Section Mobile District Office (334) 690-2737 (334) 479-0787 (non-duty hours) Robert F. Henry Lock Foreman (334) 872-9525 (334) 872-6490 (non-duty hours) UNIT CONVERSION This manual uses the U. S. Customary System (USCS) of units. Exhibit B contains a conversion table that can be used to convert USCS units to the metric system of units. iii ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL APPENDIX G ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA TABLE OF CONTENTS Page i TITLE PAGE PHOTOGRAPHS ii NOTICE TO USERS OF THIS MANUAL iii EMERGENCY REGULATION ASSISTANCE PROCEDURES iii UNIT CONVERSION iii TABLE OF CONTENTS iv PERTINENT DATA ix Paragraph Title Page I - INTRODUCTION 1-01 1-02 1-03 1-04 1-05 1-06 Authorization Purpose and Scope Related Manuals and Reports Project Owner Operating Agency Regulating Agencies 1-1 1-1 1-1 1-1 1-1 1-1 II - DESCRIPTION OF PROJECT 2-01 2-02 2-03 Location Purpose Physical Components a. Spillway b. Reservoir 2-1 2-1 2-1 2-1 2-1 iv 2-04 2-05 c. Earth dikes d. Lock e. Lock-Control station f. Powerhouse g. Switchyard h. Other facilities Real Estate Acquisition Public Facilities 2-2 2-3 2-3 2-3 2-3 2-3 2-4 2-4 III - HISTORY OF PROJECT 3-01 3-02 3-03 3-04 3-05 Authorization Planning and Design Construction Project Designation Related Projects 3-1 3-1 3-2 3-2 3-2 IV - WATERSHED CHARACTERISTICS 4-01 4-02 4-03 4-04 4-05 4-06 4-07 4-08 4-09 4-10 4-11 4-12 General Description of Basin Topography Geology and Soils Sedimentation Climate Storms and Floods Runoff Characteristics Streamflow at Robert F. Henry Damsite Water Quality Channel and Floodway Characteristics Upstream Structures Downstream Structures 4-1 4-1 4-1 4-2 4-3 4-3 4-3 4-3 4-4 4-4 4-4 4-4 V - DATA COLLECTION & COMMUNICATION NETWORKS 5-01 5-02 5-03 5-04 5-05 5-06 5-07 Hydrometeorological Stations a. Facilities b. Reporting c. Maintenance Water Quality Stations Recording Hydrologic Stations Communication Network Communication with Project a. Regulating Office with Project b. Regulating Office with Others Project Reporting Instructions Warnings v 5-1 5-1 5-2 5-3 5-3 5-3 5-3 5-4 5-4 5-4 5-4 5-4 VI - HYDROLOGIC FORECASTS 6-01 6-02 General a. Role of Corps b. Role of Other Agencies Forecasting Procedure 6-1 6-1 6-1 6-1 VII - WATER CONTROL PLAN 7-01 7-02 7-03 7-04 7-05 7-06 7-07 7-08 7-09 7-10 7-11 7-12 7-13 7-14 7-15 7-16 General Objectives Constraints Overall Plan for Water control Standing Instructions to Damtender Hydroelectric Power Operation of Spillway Gates Navigation Flood control Minimum Flow Agreement Drought Contingency Plan Recreation Water Quality Fish and Wildlife Emergency Operations During Communication Outages Passing Drift Mosquito Control 7-1 7-1 7-1 7-1 7-2 7-3 7-3 7-3 7-4 7-4 7-6 7-6 7-6 7-6 7-7 7-7 VII - EFFECT OF WATER CONTROL 8-01 8-02 8-03 General Flood Regulation Droughts and Seasonal Low Flow Regulation 8-1 8-1 8-1 IX - WATER CONTROL MANAGEMENT 9-01 9-02 9-03 9-04 9-05 9-06 Project Operator Operating and Regulating Offices Interagency Coordination Framework for Water Management Changes Information Bulletins Dam Safety a. Notification b. Coordination vi 9-1 9-1 9-1 9-1 9-1 9-2 9-2 9-2 TABLES Table 2-1 4-1 5-1 5-2 6-1 Title R. E. “Bob” Woodruff Lake Area and Capacity Upstream Projects from Robert F. Henry Lock and Dam River Stage Gages Between Montgomery and Mouth of Alabama River Rainfall Reporting Network Southeast River Forecast Center Forecast Locations for Alabama River Basin Page 2-2 4-4 5-1 5-2 6-2 EXHIBITS A B C Supplementary Pertinent Data Unit Conversion Table Standing Instructions to Damtender PLATES Title Location Map Plan and Section of Dam, Powerhouse and Lock Gate Modification Plan and Elevation Area-Capacity Curves Reservoir Real Estate Acquisition Area Recreational Facilities Alabama-Coosa-Tallapoosa River Basin Reservoir Map Sedimentation Ranges Sedimentation Surveys Normal Monthly and Annual Precipitation Hydrographs - Average Daily Discharge Mean Monthly and Annual Flows Rainfall and river Stage Reporting Network Rating Curve - Tailwater Rating Curve - Catoma Creek near Montgomery, AL NWS Rainfall Station reporting Instructions Discharge Curve - Spillway, Lock and Overbank Dikes Performance Curves - Turbogenerator Unit Spillway Gate Operation Schedule Rating Curve - Trashgate Frequency Curve - Maximum Outflow Frequency Curve - Maximum Pool and Tailwater Elevation vii E-A-1 E-B-1 E-C-1 Plate No. 2-1 2-2 2-3 2-4 2-5,2-6 2-7 4-1 4-2 4-3 4-4 4-5 - 4-9 4-10 - 4-12 5-1 5-2 5-3 5-4 7-1 7-2 7-3 - 7-10 7-11 8-1 8-2 Flood Hydrographs - Flood of March 1990 Flood Hydrographs - Flood of February - March 1961 Flood Hydrographs - Standard Project Flood Flood Hydrographs - Spillway Design Flood viii 8-3 8-4 8-5 8-6 R. F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA PERTINENT DATA GENERAL Dam site location State County River Miles above mouth of Alabama River Total drainage area above dam site Square miles 1 inch of runoff equals, acre-ft Alabama Autauga Alabama 245.40 16,300 869,333 PHYSICAL COMPONENTS SPILLWAY Type Total length, including end piers, feet Net length, feet Elevation of crest, feet above msl Type of gates Number of gates Length of gates, feet Height of gates, feet Maximum discharge capacity (pool elev. 125.0), cfs Elevation of top of gates in closed position, feet above msl concrete-gravity 646 550 91.0 tainter 11 50 35 124,500 126.0 POWERHOUSE Type of powerhouse construction Maximum power pool elevation, feet above msl Maximum normal drawdown elevation, feet Temporary/Emergency drawdown elevation, feet Maximum static head, feet Average operating head without spillway discharge, feet Minimum head for generation, feet Length of powerhouse, feet Width of powerhouse including intake structure, feet Number of units Maximum discharge per unit, cfs Generator capacity, MW reinforced concrete 126.0 123.0 122.0 47 29 15.3 375 160 4 8,800 25 RESERVOIR Normal pool elevation, feet above msl Maximum operating pool elevation, feet above msl Minimum operating pool elevation, feet above msl Area at pool elevation 125.0, acres 125.0 126.0 123.0 12,510 ix Area acquired in fee simple, acres Area acquired by easement, acres Area cleared, acres Maximum elevation of clearing, feet above msl Total volume to elevation 125.0, acre-feet Length at elevation 125.0, miles Shoreline distance at elevation 125.0, miles LOCK Nominal size of chamber, feet Maximum lift, feet Type of emergency dams Elevation of top of upstream emergency dam, feet above msl Elevation of top of downstream emergency dam, feet above msl EARTH OVERFLOW DIKES Right Bank Dike Total length, feet Top elevation, feet above msl Top width, feet Left Bank Dike Total length including lock mound, feet Top elevation, feet above msl Top width, feet 4,469 20,000 6,050 130.0 234,200 80.5 368 84 x 600 47.0 stop logs 126.7 97.9 2,661 135.0 32 12,639 143.0 32 x I - INTRODUCTION 1-01. Authorization. This water control manual was authorized by ER 1110-2-240 and EM 1110-2-3600, paragraphs 9-01 through 9-04. This manual also contains a drought contingency plan as designated by ER 1110-2-1941. EC 1110-2-8156 dated 31 August 1995 was used as a guide for the format of this manual. 1-02. Purpose and Scope. The primary purpose of this manual is to document the water control plan for the Robert F. Henry Lock and Dam project. Details of the coordinated reservoir regulation plan for Robert F. Henry Lock and Dam within the multiple project system of the Alabama River are presented which insure optimum benefits consistent with the physical characteristics and purposes for which the system was authorized. Included are descriptions of physical components of the lock and dam, operating procedures, historical facts, and other pertinent data. Also presented are general characteristics of the area including flood frequencies, meteorology, examples of reservoir regulation, and a discussion on river forecasting. This manual also serves as a reference source for higher authority and for new personnel who will become concerned with, or responsible for, regulation of the project. 1-03. Related Manuals and Reports. The “Alabama-Coosa River Basin Water Control Manual”, of which this is Appendix G, contains general information for the entire basin. In addition, an “Operation and Maintenance Manual” and Emergency Notification Procedures, CESAM Plan 500-1-4 have been prepared for Robert F. Henry Lock and Dam. 1-04. Project Owner. The Robert F. Henry Lock and Dam project is a federally owned project entrusted to the U. S. Army Corps of Engineers. 1-05. Operating Agency. The U. S. Army Corps of Engineers Mobile District operates the Robert F. Henry Lock and Dam project. Reservoir operation and maintenance are under the supervision of Operations Division. The project falls under the direction of the Operations Project Manager located at Tuscaloosa, Alabama. Personnel attend the Robert F. Henry powerhouse from 6:30 AM to 2:30 PM each day. The phone number is 334875-4400 during duty hours. Operators at the Millers Ferry Lock and Dam project perform powerhouse controls via remote control. The Millers Ferry powerhouse can be called at 334-682-9124. The lock is tended from 6 AM to 2 PM and from 6 PM to 2 AM by operators under the direct supervision of a lockmaster. The office phone number of the lock is 334-872-9525. 1-06. Regulating Agencies. The U. S. Army Corps of Engineers Mobile District regulates the Robert F. Henry Lock and Dam project. The Water Management Section in the Engineering Division monitors the project for compliance with the approved water control plan and makes operational decisions based upon that plan. When necessary, the Water Management Section instructs the powerhouse operators and lockmaster regarding normal procedures and emergencies for unusual circumstances. 1-1 II - DESCRIPTION OF PROJECT 2-01. Location. The Robert F. Henry Lock and Dam project is located in the south central part of the State of Alabama on the Alabama River at a point 245.4 miles above its mouth. It is approximately 15 miles east-southeast of Selma and 35 miles west of Montgomery. The dam and the first 32.9 miles of the R. E. “Bob” Woodruff Lake are in Autauga County, which is along the right side of the river, and Lowndes County, which is along the left side of the river. For the next 9.7 miles the right side of the lake is still in Autauga County but the left side is in Montgomery County. The remainder of the lake is in Elmore County on the right side and Montgomery County on the left side. The location of the project is shown on Plate 2-1. 2-02. Purpose. Robert F. Henry Lock and Dam is a multiple purpose project. The River and Harbor Act of 1945, Public Law 79-14, authorized flood control, navigation, and hydropower. The operating purposes include navigation and hydropower. There is no flood control storage in this project; flood control was deleted from the project plan prior to construction. The Flood Control Act of 1944, Public Law 78-854, authorized recreation. Access and facilities are provided for recreation, but water is not normally controlled for that purpose. 2-03. Physical Components. The Robert F. Henry project consists of a gravity-type dam with gated spillway supplemented by earth dikes, a navigation lock and control station, and an 82,000 kW power plant. At normal pool elevation 125.0 the reservoir formed by the dam extends upstream a maximum distance of 80.5 miles to Wetumpka on the Coosa River. Principal features of the project are described in detail in subsequent paragraphs. Sections, plan, and elevations of the dam and other features are shown on Plates 2-2 and 2-3. a. Spillway. The spillway is a concrete-gravity structure equipped with 11 tainter gates 50 feet long and 35 feet high. The gate adjacent to the powerhouse is equipped with a trash gate that accommodates the passing of trash accumulations at the powerhouse and spillway. The spillway crest is at elevation 91.0. The top of gates in the closed position is elevation 126.0, which provides a l-foot freeboard above normal pool elevation 125.0. The overall spillway length is 646 feet. The net length is 550 feet. The gates are mounted between 8-foot wide piers and are operated by individual hydraulically operated ratchet gear hoists that are located on top of the piers. A bridge for pedestrian traffic spans the top of the piers. The spillway joins the lock abutment on the left side and the powerhouse on the right side. The spillway stilling basin is a horizontal concrete apron with a 5-foot high sloping end sill. The basin extends downstream a maximum distance of 100 feet from the spillway gate seal, and the apron is stepped in a transverse direction from elevation 73.0 down to elevation 63.0. b. Reservoir. The Robert F. Henry Dam forms R. E. “Bob” Woodruff Lake, which covers an area of 12,510 acres at pool elevation 125.0. The impounded water at pool elevation 125.0 has a total volume of 234,200 acre-feet. The maximum length of the 2-1 reservoir at elevation 125.0 is 80.5 miles which consists of 69.0 miles up the Alabama River to its beginning; then, up the Coosa River 11.5 miles to Wetumpka. The lake at elevation 125.0 also extends to the tailrace of the Alabama Power Company’s Walter Bouldin Dam that is located in a canal which runs from Jordan Lake to the Coosa River below Wetumpka. The reservoir also extends approximately 10 miles up the Tallapoosa River. Area and capacity curves are shown on Plate 2-4, and selected area and capacity values are tabulated on Table 2-1. TABLE 2-1 R. E. “BOB” WOODRUFF LAKE AREA AND CAPACITY POOL TOTAL TOTAL ELEV. AREA STORAGE (MSL) (ACRES) (AC-FT) 64 0 0 65 10 10 70 80 200 75 240 970 80 600 2,970 85 1,280 7,550 90 2,150 16,140 1 2,320 18,370 91 95 2,970 28,590 100 3,900 46,040 105 5,260 68,880 110 6,660 98,740 115 8,110 135,700 116 8,400 143,950 117 8,690 152,500 118 9,000 161,340 119 9,310 170,500 120 9,630 179,970 121 10,010 189,790 POOL TOTAL TOTAL ELEV. AREA STORAGE (MSL) (ACRES) (AC-FT) 2 10,470 200,030 122 3 10,990 210,760 123 124 11,700 222,100 4 12,510 234,210 125 5 13,500 247,210 126 127 14,580 261,250 128 15,640 276,360 129 16,650 292,510 130 17,730 309,700 131 19,150 328,140 132 20,550 347,990 133 22,300 369,410 134 24,050 392,590 6 26,380 417,800 135 136 28,800 445,390 137 31,500 475,470 138 33,700 507,990 139 36,000 542,840 140 38,400 580,040 1 Spillway crest Emergency drawdown elevation 3 Maximum allowable drawdown 4 Normal operating pool elevation 5 Top-of-gates - closed position 6 Crest of free overflow dike 2 c. Earth dikes. The earth dike on the right overbank is 2,661 feet long and connects the powerhouse with high ground to the northwest. A roadway along the dike provides access to the powerhouse. The top of the dike is at elevation 135.0 except the portion which slopes upward to the level of the switchyard at elevation 143.0. Floods of sufficient magnitude to overtop the dike have a recurrence frequency of once in 9 years. Both the upstream and downstream slopes of the dike are protected with grouted riprap against high velocities that occur during overtopping. The dike on the left overbank is a 2-2 non-overflow section with a top elevation of 143.0 and has an access road along its entire length. Considering the distance across the lock esplanade and an adjacent spoil area as part of the dike the total length is 12,639 feet. The top elevation of 143.0 is slightly above the computed headwater elevation of the standard project flood series. No riprap is provided on the slopes of this dike since the base is above the normal pool level, elevation 125.0. d. Lock. The lock is located in the left bank between the spillway and the left overbank earth dike. The lock chamber is 84 feet wide and is 655 feet long between gate pintles. The usable length is slightly over 600 feet. The top of the upper gate blocks and the top of the upstream miter gate are at elevation 143.0. The top of all other walls and the downstream miter gate are at elevation 132.0. The top of the upper miter sill is at elevation 109.0, 16 feet below the normal upper pool elevation 125.0. The top of the lower miter sill is at elevation 67.0, 13 feet below the Millers Ferry normal pool elevation 80.0. The lock filling and emptying system is similar to that at Millers Ferry. It consists of two intake ports in the riverside face of the upper gate block, a longitudinal culvert in each of the chamber walls, a system of floor culvert in the chamber, and a discharge system that empties outside the lower approach. Reverse-tainter valves control flow in the culverts. The volume of water discharged in one-hour cfs for each time the lock is emptied can be determined by multiplying the gross head by 15.3. e. Lock-control station. The control station is located between the spillway and lock adjacent to the upper gate block of the lock. The building is of reinforced concrete construction three stories high. It contains an office and the mechanical and electrical equipment necessary for operation of the lock and spillway. The third floor provides access to the spillway bridge. f. Powerhouse. The powerhouse at the R. F. Henry Dam retained its original name as the Jones Bluff powerhouse. It is situated in the right bank of the river adjoining the switchyard and parking area mound to the west. It joins the end of the spillway section to the east or river-side. The building is a reinforced concrete structure, 375 feet long and 160 feet wide. It consists of 4 generation bays and one erection bay. The generation bays each contain a fixed-blade propeller-type turbine rated at 23,480 horsepower at a head of 28.2 feet. The turbine is connected to a vertical-shaft generator rated at 20,500 kilowatts. The intake is an integral part of the powerhouse structure and is positioned on the axis of the spillway. g. Switchyard. The switchyard is located on the west side of the powerhouse which is the right bank of the river. It is joined on the west by the right overbank dike. The top elevation of the switchyard mound is 143.0. The principle structure in the switchyard is the main takeoff for the outgoing lines. There are other structures for busses, disconnecting switches, and potential transformers. h. Other facilities. There are two houses located on the lock mound. They are leased to the Alabama Marine Police for an office and training facility. 2-3 2-04. Real Estate Acquisition. Acquisition guide lines were based upon backwater computations with the limit of taking being established at the elevation where the backwater effect with the dam in place is less than one foot. The profiles were developed using flows from 75,000 cfs to 125,400 cfs. The highest flows were for a natural recurrence frequency of once every 1.5 years. The guide taking line thus adopted begins at elevation 127.0 at the dam, mile 245.4, and continues at that elevation to mile 251.5; then on a uniform slope to elevation 130.5 at mile 264.0; then to elevation 131.0 at mile 271.0; and then to elevation 139.5 at mile 314.4, the junction of the Coosa and Tallapoosa Rivers. The actual taking line as developed through routine real estate practice is shown on Plates 2-5 and 2-6. The total area encompassed by the taking line is 18,845 acres, of which 5,370 acres were purchased in fee for construction and public use areas. Flowage easements were acquired on the remaining 13,475 acres. 2-05. Public Facilities. R. E. “Bob” Woodruff Lake, impounded by Robert F. Henry Lock and Dam, greatly enhances the opportunities for water-oriented recreation. The lake offers such activities as fishing, boating, water skiing, picnicking, camping, swimming, and hiking. The project features 17 primary recreation facilities that are rustic but well facilitated for visitors. Fifteen of the sites are operated by the Corps and have approximately 3,978 total acres. The Fort Toulouse National Historic Park is State operated and maintained and has approximately 183 total acres. Powder Magazine is operated by the City of Montgomery and has approximately 58 total acres. Conveniences at the parks include beaches, campgrounds, picnic areas, trails, and boat launching ramps. Since the first park was constructed in 1975, annual attendance has risen to over 2 million. All public use areas are shown on Plate 2-7. The phone number for the Robert F. Henry Site Office is 334-872-8210. 2-4 III - HISTORY OF PROJECT 3-01. Authorization. The original project for the improvement of the Alabama River was authorized by Congress on 18 June 1878 to provide for a navigation channel 4 feet deep and 200 feet wide from the mouth to Wetumpka and was modified on 13 July 1892 to provide a 6-foot channel. Subsequent acts approved in 1905 and 1910 provided for a channel 4 feet deep at low water from the mouth to Wetumpka by the use of contracting dikes and dredging. This project was 62 percent complete in 1942, the last year that any new work was performed. The authorization of a modified plan of development in 1945 replaced the project entirely. 3-02. Planning and Design. a. The first comprehensive plan for the optimum use of the water resources of the Alabama-Coosa basin was developed by the Corps of Engineers under the authority of House Document No. 308, 69th Congress and was published in November 1934 as House Document No. 66, 74th Congress, 1st Session. The plan contemplated five navigation dams on the Alabama River. b. A resolution of the Committee on Rivers and Harbors, House of Representatives, passed on 28 April 1936 requested that a review be made to determine if changes in economic conditions might warrant modification of the recommendations in House Document No. 66, 74th Congress, with regard to the Alabama River. A resolution of the Committee on Commerce, U. S. Senate, adopted 18 January 1939 requested a review to determine the advisability of constructing reservoirs on the Alabama-Coosa Rivers and tributaries for development of hydroelectric power and improvement for navigation c. The Chief of Engineers in a report submitted on 15 October 1941 and printed as House Document No. 414, 77th Congress, 1st Session recommended a general plan for the development of the basin. Congress authorized in the River and Harbor Act of 2 March 1945 (Public Law 14, 79th Congress) the initial and partial accomplishment of this plan. Planning studies for the initially authorized projects on the Alabama River to provide navigation facilities with the maximum hydroelectric power feasible began in 1945. d. A site selection report for the entire Alabama River was submitted on l0 December 1945 which determined that the overall project for the Alabama River should consist of dredging in the lower river, and navigation dams and locks at Claiborne, Millers Ferry and Jones Bluff upstream with power plants added to the latter two projects. The first design memorandum for Jones Bluff presenting "Basic Hydrology" was submitted on 30 April 1963. It was followed by the "General Design" on 16 March 1964 and then by 19 design memoranda for particular features of the project during the next eight years. 3-1 3-03. Construction. a. The first phase of construction placed under contract at the Robert F. Henry project was the lock excavation, which commenced on 7 February 1966, and was completed on 1 October 1966. No other work was contracted because of delays in funding until 1968. The Dravo Corporation was awarded a contract for construction of the lock, 9 gate-bays of the spillway, the earth overbank dikes, the access roads, and the lock mound on 17 April 1968. The work under that contract was completed 15 October 1971 at a total cost of $16,417,377.38. b. The second-stage cofferdam was completed in October 1970 which closed the river channel. The reservoir was not filled at the time because of reservoir clearing operations under way in the lower reaches. The river flow was passed through the gate bays in the completed portion of the spillway. In November 1971 filling was begun in conjunction with clearing operations in the upper reaches of the reservoir. When clearing was completed in December 1971 the reservoir was filled to normal pool elevation 125.0. The first navigation through the lock was allowed in January 1972 and the facility was officially opened to navigation on 15 April 1972. c. A contract for construction of the powerhouse and the last two gate bays of the spillway was awarded on 23 June 1972 to Peter Kiewlt and Sons along with Standard Construction Company as a joint venture. The power units were placed in operation in 1975 at approximately three month intervals for each unit. d. Spillway Gate No. 1 was modified in 1990 to include a trashgate which accommodates the passing of trash accumulations at the powerhouse and spillway. 3-04. Project Designation. a. The reservoir has been designated the R. E. “Bob” Woodruff Lake. b. Public Law 97-383 [S. 2034]; December 22, 1982, designated “the lock and dam known as the Jones Bluff Lock and Dam, located on the Alabama River, as the ‘Robert F. Henry Lock and Dam’.” The powerhouse has retained its original name as the Jones Bluff powerhouse. 3-05. Related Projects. The Robert F. Henry Lock and Dam project is the third major unit of the navigation system developed on the Alabama River by the U. S. Army Corps of Engineers. Millers Ferry Lock and Dam, located downstream at navigation mile 178.0 above the foot of Government Street, Mobile, Alabama, also has hydropower capability. Claiborne Lock and Dam is located downstream of Millers Ferry at navigation mile 117.5 above the foot of Government Street, Mobile. 3-2 IV - WATERSHED CHARACTERISTICS 4-01. General Description of Basin. The Alabama-Coosa River system drains a small portion of Tennessee, northwestern Georgia, and northeastern and east-central Alabama. The Alabama River basin has its source in the Blue Ridge Mountains of northwest Georgia. The main headwater tributaries are the Oostanaula and Etowah Rivers, which join near Rome, Georgia, to form the Coosa River. The Coosa River in turn joins the Tallapoosa River near Wetumpka, Alabama, approximately 14 miles above Montgomery, Alabama, to form the Alabama River. The drainage basin is approximately 330 miles in length, and averages 70 miles wide with a maximum width of about 125 miles. The basin has a total drainage area of 22,500 square miles of which 16,300 square miles are above Robert F. Henry Lock and Dam. In the early 1990’s the Alabama-Coosa River basin became more widely known as the Alabama-Coosa-Tallapoosa, or ACT, River basin. Plate 4-1 shows a map of the ACT River basin. 4-02. Topography. The ACT River basin is composed of an unusually wide range of topographic areas. The location of the river basin is within parts of five physiographic provinces: the Blue Ridge Province; the Valley and Ridge Province; the Piedmont Plateau; the Cumberland Plateau; and, the Coastal Plain. Each of these physiographic sub-divisions influences drainage patterns. High rounded mountains and steep narrow valleys characterize the northeastern portion of the basin in the Blue Ridge Province. Overburden is sparse except in the valley flood plains. The topography of the Valley and Ridge Province is alternating valleys and ridges with altitudes varying from approximately 600 to 1,600 feet. The dominant characteristics of the Cumberland Plateau are flat plateaus ranging in altitude from 1,500 to 1,800 feet that bound narrow, northeastsouthwest trending valleys. Rolling hills and occasional low mountains topographically characterize the Piedmont Province. Altitudes range from 500 to 1,500 feet. Low hills with gentle slopes and broad shallow valleys that contain slow-moving meandering streams with wide flood plains characterize the topography of the Coastal Plain. The Alabama River flows through a broad lowland valley that varies in width from 3 to 10 miles throughout the length of the Robert F. Henry Lock and Dam project. To the south the river borders the Black Belt, a prairie land so named for its rich, black soil and flat to gently rolling prairie land developed over the Selma Chalk Formation. The northern side of the river is bounded by stable formations that are more resistant to erosion. Exposed hillsides with a greater relief is characteristic of this northern side. The river strikes a broad, meandering, westerly course through the valley falling at a rate of 0.5-foot per mile. Normal river elevation is below the flood plain. There are numerous tributaries entering the river from both sides and are rather evenly distributed between the upper and lower limits of the lake. 4-03. Geology and Soils. The ACT River basin covers an unusually wide range of geologic conditions. The location of the river basin is within parts of five physiographic provinces: the Blue Ridge Province; the Valley and Ridge Province; the Piedmont Plateau; the Cumberland Plateau; and, the Coastal Plain. Each of these physiographic sub-divisions influences drainage patterns. Rugged crystalline rocks characterize the northeastern portion of the basin in the Blue Ridge Province. Folded limestone, shale, 4-1 and sandstone compose the Valley and Ridge Province. The axes of the folds that trend northeast-southwest influence the course of the streams in that they tend to flow southwestward along the alignment of the geologic structure. Like the Valley and Ridge Province -- folded, faulted, and thrusted rocks form the Cumberland Plateau -- with the deformation being less than the Valley and Ridge rocks. The east-central portions of the basin are in the Piedmont Province, characterized by sequences of metamorphic and igneous rocks. Prominent topographic features generally reflect the erosional and weathering resistance of quartzite, amphibolite, and plutonic rocks. The residual soils are predominately red sandy clays and gray silty sand derived from the weathering of the underlying crystalline rocks. The more recent sedimentary formations of the Coastal Plain underlie the entire southern portion of both river basins. The contact between the Coastal Plain on the south and the previously described physiographic provinces to the north is along a line that crosses the Cahaba River near Centreville, Alabama; the Coosa River near Wetumpka, Alabama; and the Tallapoosa River near Tallassee, Alabama. As the rivers leave the hard rocks above this line and enter the softer formations of the Coastal Plain, the erosion properties change, resulting in the formation of rapids. This line is a geological divide commonly known as the "fall line". The rocks of the Coastal Plain are typically poorly consolidated marine sediments. Overlying the bedrock at the Robert F. Henry Lock and Dam site are layers of fine and coarse grained soils that average 30 feet in thickness. The fine-grained soils consist of silty clay, silty sand and fat clay. The clays were deposited in depressions and range in thickness up to 25 feet. Below the fine grained soils is a layer of poorly graded sand and poorly graded gravel that averages 20 feet in thickness. Underlying the sand and gravel is a soft, residual layer of clay overlying bedrock that generally slopes towards the river channel. Two geologic formations exist at the project. The Selma Chalk Formation comprises the upper rock section and ranges in thickness from 100 to 135 feet. The Selma Chalk Formation is composed of gray, calcareous chalk, siltstone and claystone with thin layers of green clay. The Eutaw Sand Formation underlies the Selma Formation and ranges in thickness up to 400 feet. The sand is fine to medium grained, green to gray, micaceous and fossiliferous. The Eutaw Formation contains groundwater under artesian pressure. The geologic structure at the project is a monocline dipping about 35 feet per mile in a southwesterly direction. The Selma Chalk Formation thickens in the downstream direction and includes about 1000 feet of calcareous rocks at full thickness. 4-04. Sedimentation. Sedimentation ranges have been established for the entire length of the reservoir and their original profiles have been surveyed. Key ranges will be resurveyed at regular intervals in order to spot any appreciable changes from the original. The ranges were last resurveyed in September 1988. The range locations are shown on Plate 4-2. Plots of the original survey and resurvey for selected ranges are shown on Plate 4-3. 4-2 4-05. Climate. a. Temperature. The average annual temperature in the vicinity of Robert F. Henry Lock and Dam is about 65° F. This figure is based on normal annual temperatures at Selma, Alabama, with 117 years of record, and Montgomery, Alabama, with 123 years of record. Extreme temperatures recorded at these stations have been a high of 108° and a low of -5°. The summer temperatures average about 81° and the winter about 48°. b. Precipitation. The Alabama-Coosa-Tallapoosa River Basin lies in a region of heavy annual rainfall, which is fairly well distributed throughout the year. The normal annual precipitation is 55.06 inches, of which 57 percent occurs during the winter and spring, 23 percent in the summer and 20 percent in the fall. The normal monthly and annual precipitation over various portions of the Alabama-Coosa Basin above Robert F. Henry Dam are shown on Plate 4-4. The maximum annual rainfall over the basin was 78 inches in 1929 and the minimum annual was 32 inches in 1954. The highest annual station rainfall recorded in the basin was 104.03 inches at Flat Top, Georgia, in 1949. The lowest recorded rainfall was 22.00 inches at Primrose Farm, Alabama, in 1954. Moderate snowfall occurs in the northern portion of the basin during the winter months, but seldom covers the ground for more than a few days at a time and has not been an important contributing factor in any major flood. 4-06. Storms and Floods. a. General. Flood-producing storms may occur over the basin anytime but are more frequent during the winter and early spring. These storms are usually of the frontal variety lasting two to four days. Summer storms are the convective type thundershowers with high intensity rainfall over small areas which produce local floods. In the fall, occasional heavy rains may accompany dissipating tropical cyclones. b. Record Floods. A major storm system in the spring of 1990 produced record floods on the Alabama River. On March 16, 1990, with the river still high from previous rains, the entire basin received very heavy rainfall for two days. For the two day total Robert F. Henry reported 9 inches, Millers Ferry reported 6.75 inches and Claiborne had 9.5 inches. The upper basin received an average of 6 to 7 inches during this period. Robert F. Henry discharged a record-breaking 220,000-cfs on March 20, 1990 producing a record tailwater of 135.4 feet. The largest known flood for the entire period of record is the historical flood of February-March 1961 with a peak discharge of 283,200 cfs. 4-07. Runoff Characteristics. The tributaries contributing flow to the Alabama River above the Robert F. Henry damsite exhibit wide variations in runoff characteristics. They range from very flashy in the mountainous regions of the Coosa basin above Rome, Georgia, to very slow rising and falling in the lower reaches. The mean annual discharge for the period January 1929 through December 1993 is 26,771 cfs or about 1.5 cfs per square mile. 4-08. Streamflow at Robert F. Henry Damsite. The average daily discharges shown on Plates 4-5 through 4-9 and the mean monthly and annual flows on Plates 4-10 through 4-3 4-12 were developed from data for the USGS gage at Selma, AL and discharge data from the gage site. 4-09. Water Quality. Generally, the surface waters of the Alabama River Basin are of good chemical quality. Overall, the water quality of the R. E. “Bob” Woodruff Lake is adequate. Some tributaries to the lake, including Catoma Creek and Big Swamp Creek, as well as municipal, industrial, and agricultural discharges have a detrimental effect on the water quality of the lake. Typically, the water in the lake is low in dissolved oxygen; pH varies from 6 and 8; oxygen is sufficient to support a diverse fish fauna; and nitrogen and phosphorous concentrations are below levels likely to cause eutrophication. 4-10. Channel and Floodway Characteristics. The navigation channel from the mouth of the Alabama River to Montgomery, Alabama has an authorized depth of 9 feet and a width of 200 feet. 4-11. Upstream Structures. Above Robert F. Henry Lock and Dam are Alabama Power Company hydroelectric projects on the Coosa and Tallapoosa Rivers and two Corps projects, Allatoona and Carters, located above the APC Coosa projects. Table 4-1 shows the upstream projects and their drainage areas. Table 4-1 Upstream Projects from Robert F. Henry Lock and Dam Agency APC APC APC APC APC APC Coosa Projects Weiss Henry Logan Martin Lay Mitchell Jordan/Bouldin* Drainage Area sq. mi. 5,610 6,596 7,743 9,053 9,778 10,102 COE COE Allatoona Carters 1,117 373 Agency APC APC APC APC Tallapoosa Projects Harris Martin Yates Thurlow Drainage Area sq. mi. 1,453 2,984 3,293 3,308 * Jordan Dam is located on the Coosa River at river mile 18.9. Walter Bouldin Dam is located on a by-pass of the Jordan Dam and discharges into a canal which enters the Woodruff Lake at Coosa River mile 4.2. 4-12. Downstream Structures. Below Robert F. Henry Lock and Dam are two Corps projects, Millers Ferry and Claiborne Locks and Dams. Millers Ferry has a drainage area of 4,400 square miles from Robert F. Henry to Millers Ferry. Claiborne has a drainage area of 820 square miles from Millers Ferry to Claiborne. 4-4 V - DATA COLLECTION AND COMMUNICATION NETWORKS 5-01. Hydrometeorological Stations. a. Facilities. The hydrometeorological network installed in the Alabama River Basin facilitates the operation of Robert F. Henry and Millers Ferry for power generation. The Mobile District’ s daily hydrometeorological system for the Alabama-CoosaTallapoosa River basin includes 27 rainfall stations, 41 river stations and, flow data for 5 Corps projects and 4 Alabama Power projects. There are 20 river stage gages and 30 rainfall gages between Montgomery and the mouth of the Alabama River. The river stations and rainfall stations are listed in Tables 5-1 and 5-2 and shown on Plate 5-1. Discharge rating curves for the tailwater at Robert F. Henry L&D and for Catoma Creek near Montgomery, AL are shown on Plates 5-2 and 5-3. Table 5-1 River Stage Gages Between Montgomery and Mouth of Alabama River Location Station No. Stream River Miles Above Mouth Drainage Area (mi2) Gage Zero Elev. (NGVD) Flood Stage Servicing Agency River Stage Gages in the Daily Hydrologic Network Montgomery Montgomery Robert F. Henry (HW) Robert F. Henry (TW) Selma Centreville Suttle Marion Junction Millers Ferry (HW) Millers Ferry (TW) Claiborne (HW) Claiborne (TW) Choctaw Bluff 02420000 02421000 02421350 Alabama R. Catoma Ck. Alabama R. 287.6 16.1 245.4 15,087 290 16,233 151.02 0.00 20 USGS USGS USGS 02421351 Alabama R. 245.4 16,233 0.00 122 USGS 02423000 02424000 02424590 02425000 Alabama R. Cahaba R. Cahaba R. Cahaba R. Alabama R. 214.8 81.2 31.0 21.4 142.3 17,095 1,027 1,480 1,766 20,637 61.8 180.74 97.64 86.72 0.00 45 23 02427506 Alabama R. 142.3 20,637 0.00 66 USGS 02428400 02429593 Alabama R. Alabama R. Alabama R. 81.9 81.8 42.3 21,520 21,520 0.00 0.00 42 USGS USGS COE 36 USGS USGS USGS USGS Other River Stage Gages Within the Alabama River Basin Jones 02422500 Mulberry Ck. 11.0 203 165.23 USGS Trussville 02423130 Cahaba R. 182.3 20 673.30 USGS Mtn. Brook 02423380 Cahaba R. 153.6 140 443.85 USGS Cahaba Hts. 02423425 Cahaba R. Hoover 02423496 Cahaba R. 138.9 226 379.56 USGS Acton 02423500 Cahaba R. 136.8 230 375.00 USGS Snow Hill 02427250 Pine Barren Ck. 4.0 261 126.60 USGS USGS 5-1 TABLE 5-2 Rainfall Reporting Network Between Montgomery, AL and Robert F. Henry Lock and Dam Station Latitude Longitude Elevation (Ft. ngvd) Type Agency(1) Alabama River above Robert F. Henry Dam Billingsley Mathews Montgomery WSO* Catoma Creek* Autaugaville 3N R. F. Henry L&D* 32° 40 32° 16’ 32° 18’ 32° 18’ 32° 28’ 32° 19’ 86° 40 86° 00’ 86° 24’ 86° 17’ 86° 41’ 86° 47’ 445 190 221 151 200 146 Non-rec Non-rec Recording Recording Non-rec. Recording NWS NWS NWS Corps of Engineers NWS Corps of Engineers Alabama River - Robert F. Henry Dam to Millers Ferry Dam Plantersville 2SSE Selma* Palmerdale Pinson Cahaba Heights Oak Mtn St.Park 2N Helena Calera Montevallo West Blocton Centreville WSMO* Marion 7 NE Perryville Suttle* Marion Junction 2NE* Millers Ferry L&D* Uniontown Alberta Camden 3 NW Pine Apple 32° 37’ 32° 25’ 33° 46’ 33° 41’ 33° 27’ 33° 24’ 33° 16’ 33° 06’ 33° 06’ 33° 07’ 32° 54’ 32° 42’ 32° 36’ 32° 32’ 32° 28’ 32° 06’ 32° 27’ 32° 14’ 32° 02’ 31° 52’ 86° 54’ 87° 00’ 86° 39’ 86° 42’ 86° 43’ 86° 42’ 86° 50’ 86° 45’ 86° 52’ 87° 07’ 87° 15’ 87° 16’ 87° 09’ 87° 11’ 87° 13’ 87° 25’ 87° 31’ 87° 25’ 87° 19’ 86° 59’ 230 147 720 608 461 660 480 530 410 500 456 172 500 145 200 115 280 175 235 250 Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Non-rec. Recording Non-rec. Non-rec. Non-rec. Recording Non-rec. Recording Non-rec. Non-rec. NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS NWS Alabama River - Millers Ferry Dam to Claiborne Dam Thomasville Whatley Robert F. Henry L&D* Frisco City 3SSW 31° 55’ 31° 39’ 31° 37’ 31° 23’ 87° 44’ 87° 43’ 87° 33’ 87° 25’ *Included in the MDO’s Daily Hydrologic Network 405 170 50 275 Recording Non-rec. Recording Non-rec. NWS NWS Corps of Engineers NWS (1) NWS - National Weather Service b. Reporting. Automatic radio reporting river stage gages are interrogated at Millers Ferry. This data and all station reports for Robert F. Henry, Millers Ferry and Claiborne are relayed to the Water Management Section by computer. The Water 5-2 Management Section’s computer interrogates the Catoma Creek, Suttle, and Choctaw Bluff gages collecting and storing river stages daily. The Montgomery gage and Selma gage are extracted from the National Weather Service by computer. The river stage data can be obtained from the annual report titled "Water Resource Data Alabama" published by the U. S. Geological Survey. Rainfall reports from the stations at Robert F. Henry and Millers Ferry are relayed to the Water Management Section from Millers Ferry powerhouse personnel by computer network, facsimile, or telephone. The radio reporting stations are monitored at Millers Ferry and the data is transferred to the Water Management Section. Observers at non-recording stations report rainfall readings to the National Weather Service according to the NWS Reporting Instructions shown on Plate 5-4, and the data is relayed to the Water Management Section. The airways stations at Montgomery and Selma report every 6 hours. Robert F. Henry and Millers Ferry report every 6 hours. The rainfall totals are documented by the National Weather Service in a monthly publication titled "Climatological Data Alabama." c. Maintenance. The Corps of Engineers, Mobile District has a cooperative program with the U. S. Geological Survey and their office in Montgomery, Alabama for both maintenance and the exchange of data for the gages identified in the above paragraphs. Maintenance of the gages is accomplished by each agency maintaining the gages they are responsible for according to the program. 5-02. Water Quality Stations. Water quality measurements are made at 14 USGS gaging stations within the Alabama River basin. The data for these stations can be obtained from the USGS yearly publication, Water Resources Data Alabama and Water Resources Data Georgia. The Corps of Engineers operates a continuous water quality station located below Robert F. Henry Lock and Dam. The parameters monitored are dissolved oxygen, pH, conductivity, and temperature. 5-03. Recording Hydrologic Data. The Water Management Section maintains a Data Storage System, DSS, containing various hydrologic data from the different projects and river basins within the Mobile District. For the ACT River Basin this database includes data from various river gage locations and rainfall locations as well as data relative to the water control operations at Robert F. Henry. The data is input into the database either automatically via computer program or manually by entering the data. Stream flow measurements have been made at the river gages within the ACT Basin. Records for these stations are published annually by the US Geological Survey. Data is also available through the Water Management Section computer database as well as the USGS Prime computer database. 5-04. Communication Network. The primary communication network consists of the commercial telephone network, the South Atlantic Division Regional Village computer network, and a two-way radio system. The radio system is part of the District’ s radio communication network. 5-3 5-05. Communication With Project. a. Regulating Office with Project Office. Communication between the Water Management Section and Robert F. Henry Lock and Dam is by commercial telephone and computer network. The Water Management Section can transfer current data files from the Millers Ferry computer at any time using File Transfer Protocol, FTP. During emergencies, a two-way voice radio in the Readiness Branch of Operations Division can be used. For powerhouse and spillway operations, communication is between Water Management Section and powerhouse operating personnel at Millers Ferry. Millers Ferry communicates with Robert F. Henry lock tenders by a fixed station VHF radio network which is part of the Mobile District’s radio communication network. The equipment is located in the powerhouse and the lock control office at both projects. There are also a varying number of mobile units for local communication in the reservoir area. b. Between Project Office and Others. The Water Management Section communicates daily with the National Weather Service and Alabama Power Company to exchange data and forecasting information. The data exchange is made by computer and is supplemented by telephone and facsimile when necessary. The Water Management Section also has a computer link with the National Weather Service’s AFOS communication system via the River Forecast Center in Atlanta, Georgia. The Water Management Section, Millers Ferry, and Claiborne all use a telephone auto-answer recorded message to provide daily information to the public. 5-06. Project Reporting Instructions. Millers Ferry powerhouse personnel input project data into their computer every hour. The information includes rainfall, pool elevations, and other information pertinent to effective water management at Robert F. Henry and Millers Ferry. The Water Management Section receives the project data every six hours by computer network using FTP. 5-07. Warnings. It is the responsibility of the National Weather Service to issue flood warnings to the general public. The Water Management Section will assist by providing current reservoir operation data to the NWS and by posting the river forecast on the internet homepage. 5-4 VI - HYDROLOGIC FORECASTS 6-01. General. The Robert F. Henry project is affected by the operation of the Alabama Power Company projects upstream. Therefore the Alabama Power Company, the National Weather Service, and the Corps of Engineers exchange data daily to provide quality forecasts on inflows, headwater elevations, tailwater elevations and river stages on the Alabama River. a. Role of Corps. The Water Management Section obtains on a daily basis flow estimates for the Alabama Power Company projects. The Water Management Section considers these inflows, local flows, current pool levels, and discharge requirements in scheduling releases from Robert F. Henry and Millers Ferry Dams. The Water Management Section maintains close liaison with the National Weather Service’s River Forecast Center and Birmingham offices at all times, particularly during floods, with mutual exchange of information and agreement on expected stages at NWS river stations which may be affected by operations at Corps of Engineers projects. b. Role of Other Agencies. The National Weather Service has the legal responsibility of issuing stage forecasts to the general public. Forecasts for the Alabama River basin are prepared by the National Weather Service Southeast River Forecast Center in Atlanta, Georgia, and issued to the public through their Birmingham and Mobile, Alabama, offices. Table 6-1 lists the forecast stations in the Alabama River basin. 6-02 Forecasting procedure. The Water Management Section transmits the Alabama Power Company data to the River Forecast Center in Atlanta, Georgia, for them to use in constructing forecasts for Robert F. Henry, Millers Ferry, and Claiborne inflows along with their respective tailwater elevation and the river stage for Montgomery, Alabama, station #02419988. Additional stage forecasts are included during periods of high flows. The additional stage locations are listed in Table 6-1 6-1 Table 6-1 Southeast River Forecast Center Forecast Locations for Alabama River Basin Daily Stage/Elevation Forecasts Station Montgomery R. F. Henry TW Millers Ferry TW Claiborne TW Station ID MGMA1 TYLA1 MRFA1 CLBA1 Critical Stage 26 35 Flood Stage 35 122 66 42 Daily 24-hour Inflow in 1000 SFD Forecast Reservoir R. F. Henry Millers Ferry Station ID TYLA1 MRFA1 Additional Stage Forecasts Only for Significant Rises River/Creek Coosa Coosa Coosa Coosa Coosa Tallapoosa Tallapoosa Tallapoosa Catoma Creek Alabama Cahaba Cahaba Cahaba Cahaba Station Weiss Dam Gadsden Logan Martin Dam Childersburg Wetumpka Wadley Milstead Tallapoosa Wt Pit Montgomery Selma Cahaba Hts Centreville Suttle Marion Junction Station ID CREA1 GAPA1 CCSA1 CHLA1 WETA1 WDLA1 MILA1 MGYA1 CATA1 SELA1 CHGA1 CKLA1 SUTA1 MNJA1 6-2 Critical Stage 40 15 15 16 30 20 28 15 Flood Stage 564 511 465 402 45 13 40 25 20 45 14 23 32 36 VII - WATER CONTROL PLAN 7-01. General Objectives. The primary function of the Robert F. Henry Lock and Dam project is to provide a navigable channel; therefore, the lake will be regulated at or near the approved normal pool of elevation 125.0 feet ngvd. The other major function of the project is hydroelectric power generation. Provision has been made for two feet of pondage below elevation 125.0 to facilitate operations for hydropower generation, navigation, and downstream minimum flow requirements. Fluctuations up to elevation 126.0, the top of the spillway gates, will be permitted for increased flow-regulating capability, power generating head, and other worthy purposes. 7-02. Constraints. a. Full Discharge Capacity. The full discharge capacity of the spillway at elevation 125.0 is 124,500 cfs, the equivalent of a flood which may be expected to occur once in 1.5 years. Once the spillway capacity is reached a free overflow condition will prevail. There will be little difference in the water surface upstream and downstream of the dam. The river may continue to rise just as it would in the absence of any structure. b. Head limitation. Design criteria for stability against overturning and sliding of the Robert F. Henry structures make it imperative that the head, or difference between headwater and tailwater, does not exceed 47 feet at any time. All operational planning has been based on this strict limitation. 7-03. Overall Plan for Water Control. The reservoir level will be maintained between elevations 124.0 and 126.0 by passing the inflow through the power plant and/or the spillway gates until the powerhouse becomes inoperative. Discharges above approximately 112,000 cfs will cause the power plant to be nonproductive because of the high tailwater, so that for higher flows no outflow will pass through the turbines. With turbines out of service, spillway gates will be opened to lower and maintain the pool between elevations 124.0 and 126.0. When the inflow exceeds approximately 125,000 cfs, the spillway capacity will be reached, and there will be no control over the outflow. At such high flow, there will be little difference in the water level above and below the dam, and the flow condition will be that of a natural river in flood. The gates will remain in the full open position until the pool peaks and recedes. As the pool level recedes, spillway gates will be lowered to maintain the elevation between 124.0 and 126.0. When the tailwater is sufficiently low to restart the powerhouse, the spillway gates will be lowered, and the power plant and spillway gates will be used to maintain the elevation between 124.0 and 126.0. Gate operating instructions are given in a subsequent paragraph. Any departures from this operating schedule will be made only as directed by the Water Management Section. Plate 7-1 shows total spillway and overbank discharge for pool levels above elevation 125.0. In periods when flow is less than powerhouse capability, peaking power releases will be made as described in paragraph 7-05. More detailed instructions for water control operations are given in the following paragraphs. 7-04. Standing Instructions to Damtender. Exhibit C, Standing Instructions to the Project Operator for Water Control, describes the operator’s responsibilities considered 7-1 necessary for reservoir regulation. These duties include reservoir operating procedures, data collecting, and data reporting. 7-05. Hydroelectric Power. The Jones Bluff powerhouse at the project is operated as a run-of-river hydropower plant for the production of hydroelectric energy and capacity. Depending upon flow, the plant is either continuously running (high flow) or peaking (low flow) on a 7-day basis. The output from the plant is marketed by the Southeastern Power Administration (SEPA) in accordance with provisions in the Flood Control Act of 1944. The responsibility under this Act for determining the amount of power that can be produced from this project has been delegated to the Mobile District Engineer. The District Engineer relies on the Water Management Section to make weekly and daily determinations of hydropower that can be generated. a. Normal Operation. Energy from the Robert F. Henry project is included in the weekly minimum contract requirements. Therefore, a 7 day declaration will be made each week. However, with 82 percent of the drainage area above the project controlled by the Alabama Power Company dams upstream and the short time of travel from these dams to Robert F. Henry it will not be possible for SEPA to make a definite schedule of power generation based on the weekly declaration. Normally, a declaration of energy and capacity available at the project is prepared each morning by the Water Management Section for the next day. The declaration, which is based on current pool levels, capacities, expected inflows, and discharge requirements, is then given to SEPA. Actual hourly scheduling will be as directed by SEPA in accordance with the declaration. There may be times when the Water Management Section will require generation during certain hours. When this condition exists, SEPA will be notified, and they will schedule generation only during these hours. Changes to the generation schedule will be made by 2 P.M. on the day prior to the day the change will be implemented whenever possible. Because of changes in discharge estimates at upstream projects, schedule changes may be made hourly or daily by the Water Management Section as required to maintain the lake within established operating levels. Performance curves which indicate the discharge capacity and power output capability at various operating heads for a single turbogenerator unit are shown on Plate 7-2. b. High-Flow Operation. During periods when the reservoir inflow is equal to or greater than the capacity of the turbines, the power plant will be operated at full capacity around the clock. As the flow increases, rising tailwater elevations will reduce the head and the power output. When the head decreases to approximately 15.3 feet, the units will be shut down. c. Low-Flow Operation. The hydropower operation during extended low flow or drought periods is slightly different from the normal operation. The maximum allowable drawdown is elevation 123.0. Provisions have been made for an emergency drawdown elevation of 122.0. During extended low-flow periods the Water Management Section will establish a target tailwater elevation at Claiborne Lock and Dam. The Section will schedule sufficient daily generation and discharge from Robert F. Henry and Millers Ferry to maintain the target tailwater elevation. If the generation schedule causes 7-2 the pool to drop to elevation 122.5, the Project Operator for water control will notify the Water Management Section. In no case will releases be made if the pool falls to elevation 122.0 unless specifically directed by the Water Control Manager. Because the upstream Alabama Power projects do not normally release as much water on weekends as weekdays, The Robert F. Henry pool can be expected to be at its lowest level on Monday and highest level on Friday during the period. 7-06. Operation of Spillway Gates. The spillway gates will be operated as directed by the Power Project Superintendent in order to maintain the pool between elevations 124.0 and 126.0 except during floods with inflows in excess of spillway capacity. When inflow and pool conditions require operation of the spillway, the gates will be operated in the order and increments of openings shown on Plates 7-3 through 7-10. The 11 spillway gates are numbered in sequence beginning at the right bank or west end of the spillway, adjacent to the powerhouse. Gate adjustments will be made as necessary and as specified by the above mentioned plates to maintain the pool between limiting elevations 124.0 and 126.0. For inflows in excess of spillway capacity the gates will be left in the fully open position until the pool has peaked and recedes to elevation 125.0. When this elevation is reached the operator will begin closing gates to pass the inflow, in excess of power plant and lock operation discharge, necessary to keep the pool within the established limits. 7-07. Navigation. During normal flow periods, no special water control procedures are required for navigation at the Robert F. Henry project other than maintaining the proper pool level. The normal maximum allowable drawdown at elevation 123.0 provides a clearance of 13.0 feet over the upper lock sill and should provide minimum depths for a 9-foot navigation channel at Montgomery and up to Bouldin Dam. Navigable depth is normally available downstream of the project if Millers Ferry is within its normal operating level. However, shoaling between Selma and Robert F. Henry may result in the need to make water releases to increase the depth over any shoals. This will be accomplished by regular or specially scheduled hydropower releases when possible. a. Flood Periods. Navigation will be discontinued through the Robert F. Henry lock during flood periods when the headwater reaches elevation 131.0. At this elevation the discharge will be 156,000 cfs which is expected to occur on an average of once every 3 years and the freeboard will be 1.0 foot on the guide and lock walls. b. Low-Flow Periods. The navigation channel below Claiborne Lock and Dam was designed for a 9-foot depth with a minimum flow of approximately 8,500 cfs and it may be necessary during periods of low flow and minimum pool level at that project to supplement the flows with releases from Robert F. Henry and Millers Ferry to the extent that water is available in the available pondage in each project. 7-08. Flood Control. There is no flood control storage in the Robert F. Henry project. Flood control at upstream projects has little effect on flows or levels at Robert F. Henry. Therefore, flowage easements have been obtained encompassing all lands subjected to an 7-3 increased frequency of flooding from the operation of the project. Paragraph 2-04 describes the real estate acquisition lines. 7-09. Minimum Flow Agreement. Flow in the Alabama River is largely controlled by Alabama Power Company impoundments on the Coosa and Tallapoosa Rivers above Robert F. Henry Lock and Dam. Pursuant to articles in the Federal Energy Regulatory Commission licenses for these impoundments, a minimum discharge must be released to support navigation on the Alabama River. Although this agreement is for the purpose of navigation, the flow has generally been insufficient for economic navigation. However, it is significant as an environmental or water quality minimum flow. Under the terms of the current negotiated agreement, APC projects will provide sufficient releases from the Coosa and Tallapoosa Rivers to meet a continuous minimum 7-day average flow of 4,640-cfs (32,480 dsf/7 days). However, additional intervening flow or drawdown discharge from Robert F. Henry and Millers Ferry reservoirs must be used to provide a usable depth for navigation or meet the 7Q10 flow of 6,600-cfs at Claiborne Lock and Dam. 7-10. Drought Contingency Plan. Engineering Regulation ER 1110-2-1941, dated 15 September 1981, called for the development of drought contingency plans for Corps of Engineers reservoirs. The following plan will be used during drought conditions. a. General. The Robert F. Henry project is authorized for navigation and the production of hydroelectric energy with very limited storage within the reservoir. The project is almost totally dependent upon releases of water from upstream Alabama Power Company dams to meet the authorized functions. The runoff from the uncontrolled drainage area is not sufficient to meet environmental and/or navigational needs. Therefore, the District and Alabama Power Company have instituted a minimum flow agreement to provide environmental protection and assist navigation interest on the lower river as described above. However, the minimum flow agreement will not provide for either full-depth navigation or maintenance of 7Q10 flow. For short periods of time, it is possible for Corps reservoirs to utilize water from storage which, when combined with local inflows and the minimum agreed flow, can provide a discharge of approximately 6,600 cfs, the 7Q10 flow at Claiborne. However, the limited storage afforded in both Robert F. Henry and Millers Ferry reservoirs could only assist in meeting the 6,600-cfs for a short period. As local inflows diminish or the storage is exhausted, a lessor amount would be released depending on the amount of local inflows. b. Assessing the Situation. There is no known method of predicting how severe or when a drought will occur. There are, however, several indicators that are useful in determining when conditions are favorable: below normal rainfall; lower than average inflows; and low reservoir levels, especially immediately after the spring season when rainfall and runoff conditions are normally the greatest. When conditions indicate that a drought is imminent, the Water Management Section evaluate the impacts on reservoir projects of Alabama Power Company, Corps projects, and navigational interests if drought conditions continue or become worse for 30-60-90 day periods, operating under existing low flow requirements, such as the minimum flow agreement and navigation 7-4 needs. Additionally, the WMS will determine if a change in operating criteria would aid in the total operation of the river system and if so, what changes would provide the maximum benefits from any available water. c. Coordinating. When conditions determine that a change in the operating guidelines are necessary, it is important that various users of the system are notified so that any environmental or operational preparations can be completed prior to any impending reductions. Also, private industries, state agencies and federal agencies with interests in the river system will be notified. When drought conditions are deepening and a reduction in project discharge is mandated, the following will be notified as soon as practical: STATE AGENCIES FEDERAL AGENCIES PRIVATE INDUSTRIES Alabama Department of Environmental Management Alabama Department of Economic and Community Affairs U. S. Fish and Wildlife Service Alabama Power Company U. S. Geological Survey Alabama River Pulp Mill Alabama Geological Survey MacMillian Bloedel, Inc. Alabama Department of Conservation and Natural Resources Alabama Department of Public Health Union Camp Corporation Hammermill Papers Group General Electric Corporation navigation companies * This list will be updated as others locate on the river system or express an interest in the operation of the river system. Normally the agencies will be advised of any impending reductions well in advance, and their comment will be requested regarding any adverse impacts on the respective agency or industry. All responses will be evaluated. If a flow reduction will result in a serious problem that can be rectified within a short time frame, consideration will be given to delaying any flow reduction. Further, if conditions indicate that a reduction in the minimum flow agreement is in the best interest of the users of the river system, the WMS will discuss with Alabama Power Company and state agencies to answer any operational and environmental questions prior to any modification to that agreement. However, there will be times when it will be impossible to notify all agencies prior to implementing discharge reductions. When this condition exists, the notification will be performed as soon as practical afterwards. During a severe drought this process may be repeated numerous times. In addition, as conditions develop that indicate that a possibility of a drought is beginning, the Corps will provide routine press releases to the general public advising on operational and climatological conditions throughout the river basin. Also, public meetings will be conducted throughout the basin as necessary to keep major industries 7-5 and the general public informed on impending conditions and to solicit comments regarding potential changes in project operation. 7-11. Recreation. Although there are normally no water control actions for recreation, the project does enhance the opportunities for water-oriented recreation. Paragraph 2-05 describes the public facilities available at the project. Occasionally, releases may be scheduled for special recreational events such as river float trips. 7-12. Water Quality. Flows from Robert F. Henry are used downstream to provide the 7Q10 flow of 6,600 cfs below Claiborne. Several industries on the Alabama River have designed effluent discharges based on this dilution flow. Whenever flows recede to this level, conditions will be closely monitored so adequate warning can be given if it is necessary to reduce the flows even further. Paragraph 7-10 explains the procedures to be followed should the outflow drop to a level which is not sufficient enough to provide enough flow downstream. 7-13. Fish and Wildlife. The impoundment is favorable for the establishment of a sports fishery. The pool will be maintained at a fairly constant level except during floods when high inflows cause a rise in the reservoir level. This relatively stable pool during the spring spawning season is beneficial to the production of crappie, large mouth and small mouth bass, shellcracker, warmouth, and sunfishes. However, because of the regulation of the project for navigation and hydropower, it will generally not be possible to maintain the optimum conditions for fish spawn that may be accomplished at other projects. 7-14. Emergency Operations During Communication Outages. Normally the Water Management Section will arrange changes in generation schedules that are necessary to keep the pool level within the limiting elevations, 123.0 and 126.0. However, if there is an unexpected change in the inflow and a breakdown in communications makes it impossible for the powerhouse operating personnel to contact someone in the Water Management Section the following procedures will be followed until communications can be reestablished: a. If there is an increase in the inflow which indicates that additional discharge is necessary to hold the pool at not higher than elevation 126.0 and the existing power schedule does not call for full plant capability, the operator should call SEPA and request agreement to such increased generation as necessary to prevent discharge through the spillway up to a maximum of full plant capability determined by safe operating limits for equipment. In case contact with SEPA is impossible, the pool will be maintained below 126.0 by opening spillway gates. If still greater discharge is required, it will be through the spillway to prevent the pool from rising above elevation 126.0. b. If the inflow drops below the predicted amounts so that the existing generation schedule will cause the pool to drop below elevation 123.0, the power plant operators will contact SEPA if possible and try to arrange for a temporary reduction in the schedule. If SEPA cannot be contacted or if conditions on the system will not permit a reduction in the schedule, then the schedule will be followed until communications can be 7-6 reestablished with the district office. If this operation causes the pool to drop below elevation 123.0 the power plant operator will advise the lock operating personnel so that they can take steps to warn navigation interests on the river. In no case will releases be made when the pool is below elevation 122.0 unless specifically directed by the Water Management Section. 7-15. Passing Drift. In order to pass drift through the gated spillway, it may be necessary to occasionally raise the trash gate in Gate 1. The time to raise the trash gate to pass the drift should be as short a duration as practical to prevent unnecessary scouring of the channel below the spillway. The minimum tailwater elevation for passing drift is 123.0 feet. The lockmaster should write all drift passing procedures on the Washing Drift Log Sheet and send a copy to the Water Management Section. A discharge-rating curve for the trash gate is shown on Plate 7-11. 7-16. Mosquito-Control. Since the Robert F. Henry Reservoir is primarily for navigation, controlled fluctuation of the pool in excess of the power pondage is not desirable. Therefore water-level management is not considered as part of the mosquitocontrol program. Mosquito-control operations will consist primarily of clearing the reservoir of undesirable debris and vegetation, periodic inspections for adult mosquitoes and larva, the application of larvicides as necessary, aquatic plant control, and drift removal operations. 7-7 VIII - EFFECT OF WATER CONTROL PLAN 8-01. General. Robert F. Henry Lock and Dam is a peaking project with very little storage capacity between the maximum and minimum operating pool elevations of 126.0 and 123.0. 8.02. Flood Regulation. Robert F. Henry Lock and Dam has no flood control storage and, therefore, has no significant impact on floods. The maximum discharge frequency curve is shown on Plate 8-1, and the headwater and tailwater stage frequency curves are shown on Plate 8-2. The effect of reservoir regulation on the project flood of record, March 1990, and the flood of record at Selma, Alabama, February 1961, is shown on Plates 8-3 and 8-4. Regulation of the standard project flood series is shown on Plate 8-5 and the spillway design flood series on Plate 8-6. 8-03. Droughts and Seasonal Low Flow Regulation. During droughts or seasonal low flow periods the limited storage at the project is beneficial only as a means of reregulating releases from upstream storage reservoirs. The negative effects of low flow are also mitigated as described in paragraph 7-10, Drought Contingency Plan. 8-1 IX - WATER CONTROL MANAGEMENT 9-01. Project Operator. The Robert F. Henry project is a federal structure operated by the U. S. Army Corps of Engineers. It is part of the Alabama River navigation system. 9-02. Operating and Regulating Offices. Within the Mobile District, reservoir operations are under the supervision of Operations Division, and operating instructions are normally issued through the Division Chief. The Water Management Section in the Engineering Division monitors the project for compliance with the approved water control plan. When necessary, the Water Management Section instructs the Project Operator regarding normal procedures and most emergencies. The Robert F. Henry project is tended by operators under direct supervision of a lockmaster who in turn reports to the Project Manager at the BWT/Alabama-Coosa Project Management Office in Tuscaloosa, Alabama. 9-03. Interagency Coordination. The Corps’ cooperative gaging programs with the National Weather Service and the U. S. Geological Survey are used within the basin to supplement the Corps’ gaging activities. Coordination of river forecasts with the National Weather Service is explained in paragraphs 6-2 and 6-3. Coordination of power production with the Southeastern Power Administration is explained in paragraphs 7-05 and 7-05a. Coordinating water management activities with local interest groups such as water development associations, river navigation groups, recreation interests, state and federal agencies and others is accomplished as required on an ad-hoc basis. The BWT/Alabama-Coosa Project Management Office or the Technical Services Branch of Operations Division is often the contact point with the public and local agencies. The Water Management Section evaluates and explains the water management activities on the Alabama River. 9-04. Framework for Water Management Changes. Special interest groups often request modifications of the water management plan. Robert F. Henry Lock and Dam was not built as a storage project and major changes in the regulation plan would require modifying, either the project itself or the purposes for which it was built. However, continued increases in the use of water resources demand constant monitoring and evaluating reservoir operations and reservoir systems to insure their most efficient use. The regulation plan and operating techniques are often reviewed to see if improvements are possible without violating authorized project functions. 9-05. Information Bulletins. The Water Management Section posts the daily River bulletin, weather forecasts, and river forecasts on the section’s e-mail bulletin board. In addition to this data, historical project data, project maps, and other information can be found on the Mobile District-Water Management Section homepage on the internet at http://www.sam.usace.army.mil/sam/en/enhw/enhw.htm. When navigation is restricted due to high water, insufficient depth, or lock closures the Water Management Section and Operations Division coordinate closely in preparing navigation bulletins for these periods. The Corps tries to give users a 4 to 7 day notice of the river conditions; however, with limited project storage and unexpected circumstances on the Alabama River projects it is 9-1 not always possible. During floods the Water Management Section prepares daily flood bulletins in cooperation with the Readiness Branch of Operations Division of the Mobile District Office. The Water Management Section also works with the Public Affairs Office to prepare news releases. During the hurricane season, the Water Management Section posts tropical updates. 9-06. Dam Safety. The Robert F. Henry Dam is a low head project with a 47-foot maximum differential between headwater and tailwater. With the existing pool limitations plus the minimum flow requirements, a head of 47 feet is highly unlikely except during an extreme drought. The reservoir is contained mostly within its natural river banks, and a dam failure would tend to fill the stream channel at most. A dam failure during a major flood would have practically no effect on downstream flooding and possibly could go undetected until the floodwaters recede. a. Notification. If a dam failure is suspected then the observer will contact the Project Manager’s Office. The following flow sheet depicts the notification procedure: P erson O bserving P oten tial F ailure or P roblem C E SA D -E N -E E D am Safety 404-331-6709 D am Safety E N -G S 334-690-2685 334-690-2681 EN 334-690-2611 P roject M anager’s O ffice 205-752-3571 E N -H W 334-690-2737 O P -R R eadiness B r. 334-690-2495 State E M A 205-280-2201 D E D istrict 334-690-2511 L ocal E M A O fficials D E D ivision 404-331-6711 OP 334-690-2576 O ther O ffices W hose E quipm ent or M anpow er M ay B e N eeded PA 334-690-2505 C E SA D -E T -C R 404-331-6795 b. Coordination. The Area Engineer for Operations Division and Water Management Section personnel will notify constituents of the Mobile District Office and local Civil Defense Agencies. This should help prevent delays in communications. The emergency notification procedures document, CESAM Plan 500-1-4, is kept in the Water Management Section office and explains the notification and coordination procedures. 9-2 EXHIBIT A SUPPLEMENTARY PERTINENT DATA GENERAL Other names of project Dam site location State Basin River Miles above mouth of Alabama River Type of project Jones Bluff Alabama Alabama-Coosa Alabama 245.40 Dam, Reservoir and Power plant Navigation, Power United States of America U. S. Army Corps of Engineers Objectives of regulation Project Owner Operating Agency/ Regulating Agency STREAM FLOW AT DAM SITE (Dam in place) Period of Record Maximum discharge Daily (3/20/90) Minimum discharge Daily (5/29/78) REGULATED FLOODS Maximum flood of project record (Mar. 1990) Peak inflow, cfs Peak outflow, cfs Peak pool elevation, feet above NGVD Maximum flood of continuous record (Feb. - Mar. 1961) Peak inflow, cfs Regulated peak outflow, cfs Regulated peak pool elevation, feet above NGVD Standard project flood series Peak inflow, cfs Regulated peak outflow, cfs Regulated peak pool elevation, feet above NGVD Spillway design flood series Peak inflow, cfs Regulated peak outflow, cfs Regulated peak pool elevation, feet above NGVD RESERVOIR Normal pool elevation, feet above msl Maximum operating pool elevation, feet above msl E-A-1 1975-1996 218,355 138 279,044 220,000 136.8 291,700 278,500 138.6 421,000 410,500 142.3 738,000 725,500 148.0 125.0 126.0 Minimum operating pool elevation, feet above msl Total drainage area above Robert F. Henry dam site Square miles 1 inch of runoff equals, acre-ft Area at pool elevation 125.0, acres Area acquired in fee simple, acres Area acquired by easement, acres Area cleared, acres Maximum elevation of clearing, feet above msl Total volume to elevation 125.0, acre-feet Length at elevation 125.0, miles Shoreline distance at elevation 125.0, miles LOCK Nominal size of chamber, feet Distance center to center of gate pintles, feet Maximum lift, feet Elevation of upper stop-log sill, feet above msl Elevation of upper miter sill, feet above msl Elevation of lower stop-log sill, feet above msl Elevation of lower miter sill, feet above msl Elevation of chamber floor, feet above msl Elevation of top of floor culverts, feet above msl Elevation of top of upper approach walls, feet above msl Elevation of top of upper gate blocks, feet above msl Elevation of top of chamber walls, feet above msl Elevation of top of lower guide walls, feet above msl Freeboard on guide walls when lock becomes inoperative, feet Percent of time inoperative Type of upper gate Height of upper gate, feet Type of lower gate Height of lower gate, feet Type of culvert valves Dimensions of culverts at valves, feet Dimensions of culverts at laterals, feet Elevation of culvert ceilings between valves, feet above msl Minimum submergence of culvert valves, feet Type of filling and emptying system Type of emergency dams Elevation of top of upstream emergency dam, feet above msl Elevation of top of downstream emergency dam, feet above msl Type of operating machinery E-A-2 123.0 16,300 869,333 12,510 4,469 20,000 6,050 130.0 234,200 80.5 368 84 x 600 655 47.0 109.0 109.0 67.0 67.0 66.0 66.0 132.0 143.0 132.0 132.0 1.0 0.4 horizontally framed miter 34 horizontally framed miter 65 reverse tainter 10 x 10 10 x 15.50 74.0 5.0 floor culverts stop logs 126.7 97.9 hydraulic oil pressure SPILLWAY Total length, including end piers, feet Net length, feet Elevation of crest, feet above msl Number of piers, including end piers Width of piers, feet Type of gates Number of gates Length of gates, feet Height of gates, feet Maximum discharge capacity (pool elev. 125.0), cfs Elevation of top of gates in closed position, feet above msl Elevation of low steel of gates in fully open position, feet above msl Elevation of trunnion, feet above msl Elevation of access bridge, feet above msl Elevation of stilling basin apron, feet above msl Length of stilling basin, feet Height of end sill, feet EARTH OVERFLOW DIKES Right Bank Dike Total length, feet Top elevation, feet above msl Top width, feet Side slopes Thickness of riprap on slopes, inches Thickness of filter blanket, inches Maximum swellhead when dike is overtopped, feet Recurrence interval of flood which will overtop dike, years Freeboard, top of dike above normal upper pool, feet Left Bank Dike Total length including lock mound, feet Top elevation, feet above msl Top width, feet Side slopes Recurrence interval of flood which will overtop dike, years Freeboard, top of dike above normal upper pool, feet Freeboard, top of dike above headwater for Standard Project Flood series, feet POWER PLANT Maximum power pool elevation, feet above msl Maximum normal drawdown elevation, feet Temporary/Emergency drawdown elevation, feet Maximum static head, feet Average operating head without spillway discharge, feet E-A-3 646 550 91.0 12 8 tainter 11 50 35 124,500 126.0 143.6 124.0 158.5 66.0 to 81.0 62 to 72 5.0 2,661 135.0 32 1 on 8 24 9 1.4 9 10 12,639 143.0 32 1 on 2.5 9.0 10 0.7 126.0 123.0 122.0 47 29 Rated net head,-feet Operating head with one unit at full gate and pool elevation 125.0, feet Minimum head for generation, feet Length of powerhouse, feet Width of powerhouse including intake structure, feet Type of powerhouse construction Type of intake gates Number of intake gates Height of intake gates, feet Width of intake gates, feet Length of unit bay, feet Number of units Type of turbine Maximum discharge per unit, cfs Capacity of each turbine, hp Elevation of centerline of distributor, feet above msl Generator rating, kW Total installation, kW Dependable plant output during critical period, kW Generator rating, kva Generator speed, rpm Generator, electrical characteristics Elevation of bottom of draft tube, feet above msl Length of draft tube, feet Type of draft tube gates Number of draft tube gates Type of draft tube gate operation Elevation of operating deck, feet above msl Location of switchyard Elevation of switchyard and parking area, feet above msl Transmission voltage, kv Number of transformer bays Number of 3-phase type transformers Capacity of each transformer, kva Average annual energy from plant, million kW-hr. E-A-4 28.2 41.5 15.3 375 160 reinforced concrete tractor 3/unit 30 17 73 4 fixed blade 8,800 23,480 96.0 17,000 68,000 68,000 21,500 73.5 3 phase, 60 Hertz,.95 p.f. 39.0 87 vertical slide 3/unit positioned by gantry 143.0 right bank downstream 143.0 115.0 2 2 44,440 329.6 EXHIBIT B UNIT CONVERSION TABLE AREA CONVERSION UNIT 2 m2 1m 1 1 km2 106 2 1 in 2 1 ft 1 yd2 1 mi 10 10 1 ha 2 1 ac km2 10 1 4 6.45 ha -6 100 0.01 10 -4 6.45 1 10 10 -8 .0929 9.29 10 0.8361 8.36 10-7 2.59 106 2.59 4047 -4 10 -8 9.29 10 -6 8.36 10-5 6.45 ft2 yd2 mi2 1550 10.76 1.196 3.86 1.55 109 1.55 7 10 1 259 0.004047 in2 107 1.196 106 0.3861 1.076 7 1.196 104 3.86 7.7 -4 10 10 6.94 -3 10 2.49 10 1.57 -8 2.3 3.59 10 1296 9 1 3.23 10-7 10 6. 27 107 2.79 3.098 43560 106 4840 2,471 -10 0.111 6 10-4 247.1 1 109 2.47 10-3 144 4.01 0.4047 1.076 ac 10-7 10-5 2.07 1 107 10-4 640 1.56 10 -3 1 LENGTH CONVERSION UNIT cm m km in. ft yd mi cm 1 0.01 0.0001 0.3937 0.0328 0.0109 6.21 10-6 m 100 1 0.001 39.37 3.281 1.094 6.21 10-4 km 105 1000 1 39,370 3281 1093.6 0.621 1 0.0833 0.0278 1.58 10-5 -5 in. 2.54 0.0254 2.54 10 ft 30.48 0.3048 3.05 10-4 12 1 0.33 1.89 10-4 9.14 -4 36 3 1 5.68 10-4 63,360 5280 1760 1 yd 91.44 mi 1.01 0.9144 105 1.61 103 10 1.6093 FLOW CONVERSION UNIT 3 m3/s m /s 1 m3/day 1.16 m3/day 10-5 ft3/s l/s 86,400 1000 35.31 1 0.0116 4.09 ft3/day 3.05 10-4 ac-ft/day 10 6 35.31 gal/min 70.05 8.1 1.58 10-4 10 gal/day 4 0.1835 2.28 10 mgd 7 264.17 22.824 2.64 10- 4 l/s 0.001 86.4 1 0.0353 3051.2 0.070 15.85 2.28 104 2.28 10- 2 ft3/s ft3/day 0.0283 3.28 2446.6 10 -7 1233.5 28.32 3.28 1 10 -4 1.16 8.64 10 -5 104 1 1.984 2.3 448.8 10 -5 5.19 6.46 10 -3 105 7.48 0.646 7.48 10- 6 ac-ft/day gal/min 0.0143 6.3 10 5.451 -5 0.00379 14.276 0.5042 0.0631 2.23 43,560 10 -3 1 192.5 4.42 10 -3 226.28 3.26 1 1440 105 0.3258 1.44 3 gal/day mgd 4.3 10-8 0.0438 10-4 3785 43.82 1.55 1.55 10-6 11,337 1.34 E-B-1 3.07 10 5 3.07 10-6 6.94 694 10-4 10-6 1 10 6 1 10- VOLUME CONVERSION UNIT liters 3 1 m 1000 in3 1.64 3 ft 28.317 gal 3.785 ac-ft million gallon m3 liters 1.23 3.785 in3 0.001 61.02 1 10-2 1.64 10-5 0.02832 3.78 10 6 10 1233.5 6 3785 ft3 10-3 gal 0.0353 61,023 35.31 1 5.79 1728 231 75.3 2.31 10 6 10 8 0.264 8.1 264.17 10-4 4.33 1 7.48 0.134 1 43,560 1.34 ac-ft 3.26 10 5 E-B-2 10 6 8.1 10-3 10 5 million gal 10 -7 2.64 10-7 10 -4 2.64 10-4 1.218 10-8 4.33 10-9 2.296 10 -5 7.48 106 3.07 10-6 106 1 0.3260 3.0684 1 CORPS OF ENGINEERS U. S. ARMY EXHIBIT C STANDING INSTRUCTIONS TO THE PROJECT OPERATOR FOR WATER CONTROL ROBERT F. HENRY LOCK AND DAM PROJECT 1. BACKGROUND AND RESPONSIBILITIES a. General Information. These “Standing Instructions to the Project Operator for Water Control” are written in compliance with Paragraph 9-2 of EM-1110-2-3600 (Engineering and Design, Management of Water Control Systems, 30 November 1987) and with ER1110-2-240 (Engineering and Design, Water Control Management, 8 October 1982). A copy of these Standing Instructions must be kept on hand at the project site at all times. Any deviation from the Standing Instructions will require approval of the District Commander. (1) Project Purposes. The Robert F. Henry Lock and Dam project is operated for Hydropower and Navigation. (2) Chain of Command. The Project Operator is responsible to the Water Control Manager for all water control actions. (3) Structure. The Robert F. Henry Dam is located at Alabama River mile 245.4, Autauga County, Alabama. The dam is a concrete-gravity structure with a concretegravity gated spillway. The Powerhouse is located on the right bank, joined to the spillway on the east or river side. The Lock is located in the left bank between the spillway and the left overbank earth dike. (4) Operation and Maintenance (O&M). All O&M activities are the responsibility of the U. S. Army Corps of Engineers. b. Role of the Project Operator. (1) Normal Conditions (dependent on day-to-day instruction). The Water Control Manager will coordinate the daily water control actions with SEPA. The Project Operator will then receive instructions from SEPA. This communication will be increased to an hourly basis if the need develops. (2) Emergency Conditions (flood, drought, or special operations). During emergency conditions, the Project Operator will be instructed by the Water Control Manager on a daily or hourly basis for all water control actions. In the event that communications with Water Management Section are cut off, the Project Operator will continue to follow the Water Control Plan and contact the Water Management Section as soon as communication is reestablished. E-C-1 CORPS OF ENGINEERS U. S. ARMY 2. DATA COLLECTION AND REPORTING. a. General. Report hourly the pool elevation, tailwater elevation, turbine discharge, spillway discharge, capacity, and general project status on the computer and have it accessible to the Water Control Manager by computer network. b. Normal Conditions. The Project operator will record the following items daily, and will report them by 6:30 AM (0630) to the Water Management Section either by computer network, by fax machine (334-694-4058), or by telephone conversation (334690-2737): (1) Pool elevation in feet above mean sea level at 6 am and 12 midnight (0600 and 2400) for the period since the last report. (2) Precipitation in hundredths of an inch. (3) Average plant discharge in cubic feet per second for the first 4 hours of each day and for the 24 hours of the previous day. (4) Average turbine discharge for the 24 hours of the previous day. (5) Inflow to the lake in cubic feet per second for the first 4 hours of each day and for the 24 hours of the previous day. (6) Current day’s scheduled and previous day’s actual generation in megawatt-hours. Include the schedule for the current day’s generation. (7) Total generating capacity of the plant in megawatts. (8) Rainfall at 6 AM of the current day for the gages at Damascus, Shucktown, and Arundel. Stage and rainfall at 4 PM of the previous day and 6 AM of the current day for the gages at Marion Junction and Centreville. Gages may be added or deleted as requested by the Water Management Section. c. Regional Hydro-meteorological Conditions. The project operator will be informed by the Water Control Manager of any regional hydro-meteorological conditions that may impact water control actions. 3. WATER CONTROL ACTION AND REPORTING a. Normal Conditions. During normal conditions, all releases will be made through the turbine units. The Project Operator will follow the Robert F. Henry Water Control Manual for normal water control actions and will report directly to the Water Control Manager. E-C-2 CORPS OF ENGINEERS U. S. ARMY b. Emergency Conditions. During high flows, the operator at Robert F. Henry will follow the instructions for spillway gate settings given by the Project Operator at Millers Ferry and according to the Gate Operating Schedule. The generating units will be shut down when the operating head decreases to approximately 15.3 feet. During low flow conditions, the Project Operator will contact the Water Control Manager if the pool elevation reaches 122.5. If unable to reach Water Management Section, generating units will be shut down at elevation 122.0, and the Project Operator will notify Water Management and SEPA as soon as possible. In no case will releases be made when the pool is below elevation 122.0 unless specifically directed by the Water Management Section. The Project Operator will follow the Robert F. Henry Water Control Manual for emergency water control actions and will follow the Emergency Action Plan for emergency notification procedures. c. Inquiries. All significant inquiries received by the Project Operator from citizens, constituents, or interest groups regarding water control procedures or actions must be referred directly to the Water Control Manager. d. Water Control Problems. The Project Operator must immediately notify the Water Control Manager, by the most rapid means available, in the event that an operational malfunction, erosion, or other incident occurs that could impact project integrity in general or water control capability in particular. E-C-3 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA LOCATION MAP APPENDIX G PLATE 2-1 40 35 30 25 20 15 10 5 0 525 600 140 POOL ELEVATION IN FEET NGVD 130 CORPS OF ENGINEERS AREA IN 1,000 ACRES 120 110 CAPACITY 100 AREA 90 80 70 0 75 150 225 300 375 450 CAPACITY IN 1,000 ACRE-FEET ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA AREA-CAPACITY CURVES U.S. ARMY APPENDIX G PLATE NO. 2-4 60 CORPS OF ENGINEERS U.S. ARMY ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA RESERVOIR REAL ESTATE ACQUSITION AREA SHEET 1 OF 2 APPENDIX G PLATE NO. 2-5 CORPS OF ENGINEERS U.S. ARMY ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA RESERVOIR REAL ESTATE ACQUSITION AREA SHEET 2 OF 2 APPENDIX G PLATE NO. 2-6 U.S. ARMY CORPS OF ENGINEERS CO O SA W ATTEE R IV E R C O N A S A U G A R IV E R O O S T A N A U L A R IV E R C a r te r s D a m Rome W e is s D a m RI VE IV R SA SA ETO W AH R IV E R LL C AP O OO O B irm ing ham A lla to o n a D a m R ER H . N e e ly H enry D am VE R TA L o g a n M a r t in D a m A tlanta Lay D am CA HA BA RI H a r r is D a m M itc h e ll D a m W a lt e r B o u ld i n D a m R ob ert F . H en ry D am M a r t in D a m Jordan D am M o ntg o m e ry R IV ER M ille r s F e r r y D a m AL AB AM A C la ib o r n e D a m C orp s D am s N o n -C orp s D a m s M o bile G u lf o f M e x ic o ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA ALABAMA-COOSA-TALLAPOOSA RIVER BASIN APPENDIX G PLATE NO. 4-1 CORPS OF ENGINEERS U.S. ARMY ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA RESERVOIR MAP SEDIMENTATION RANGES APPENDIX G PLATE NO. 4-2 U.S. ARMY CORPS OF ENGINEERS ROBERT F. HENRY POOL SEDIMENTATION RANGE 01A ELEVATION, FEET, NGVD RIGHT BANK Nov-74 LEFT BANK Sep-88 140 120 100 80 60 40 20 0 -200 200 600 1000 1400 1800 STATION, FEET ROBERT F. HENRY POOL SEDIMENTATION RANGE 08A ELEVATION, FEET, NGVD Nov-74 Sep-88 RIGHT BANK LEFT BANK 150 100 50 0 -100 0 100 200 300 400 500 600 700 800 900 STATION, FEET ROBERT F. HENRY POOL SEDIMENTATION RANGE 17A ELEVATION, FEET, NGVD Nov-74 Nov-88 RIGHT BANK LEFT BANK 150 140 130 120 110 100 -100 0 100 200 300 400 500 600 700 STATION, FEET ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SEDIMENTATION SURVEYS Comparison of 1974 Original Survey and 1988 Resurvey APPENDIX G PLATE NO. 4-3 ABOVE WEISS DAM WEISS TO HENRY DAM HENRY TO LOGAN MARTIN DAM LOGAN MARTIN TO CONFLUENCE TALLAPOOSA RIVER ALA. RIVER ABOVE R. F. HENRY L&D 8 4 2 3 5 7 2 ENTIRE BASIN ABOVE R. F. HENRY L&D 40 4.90 5.34 5.25 5.36 5.28 5.32 5.39 4.89 5.27 5.31 4.76 5.12 5.05 5.11 5.30 5.36 5.32 5.23 5.17 March 6.57 6.12 6.19 6.38 6.59 6.62 6.43 6.53 6.29 6.41 April 5.22 5.00 4.70 4.61 5.53 5.10 5.11 5.08 4.69 5.00 May 4.7 4.29 4.71 4.49 4.52 4.23 3.93 4.51 3.83 4.35 June 4.02 3.66 4.06 4.00 3.68 4.18 3.89 4.16 3.85 3.94 July 4.91 4.69 4.98 4.69 5.01 4.90 4.79 5.00 5.04 4.89 August 4.3 3.56 3.73 3.50 3.40 3.86 3.92 3.86 3.77 3.76 September 3.94 3.67 4.25 4.27 3.73 3.87 3.91 3.69 4.01 3.92 October 3.72 2.93 3.56 3.31 3.00 2.84 2.84 3.24 2.64 3.12 November 4.16 3.83 4.42 4.26 4.14 4.04 4.03 4.10 3.94 4.10 December 5.07 4.63 5.03 5.18 5.48 5.14 5.41 5.21 5.08 5.13 Annual 57.66 52.04 56.09 54.99 55.55 55.36 54.94 56.09 53.26 55.06 ETOWAH RIVER ABOVE ALLATOONA DAM ALLATOONA DAM TO CONFLUENCE 5 4 January 5.74 February NO. OF STATIONS COOSA RIVER OOSTANUALA RIVER CORPS OF ENGINEERS NORMAL MONTHLY AND ANNUAL PRECIPITATION IN INCHES ALABAMA RIVER BASIN ABOVE ROBERT F. HENRY LOCK AND DAM ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D ALABAMA RIVER, ALABAMA NORMAL MONTHLY AND ANNUAL PRECIPITATION U.S. ARMY APPENDIX G PLATE NO. 4-4 (1) Based on normals for the period 1961-90 by the National Weather Service. CORPS OF ENGINEERS U.S. ARMY 340 320 300 DISCHARGE IN THOUSAND CFS 280 260 240 220 200 180 160 140 120 1939 1940 1941 1942 100 80 60 40 20 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 1943 1944 1945 1946 100 80 60 40 20 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1947 1948 1949 ALABAMA-COOSA BASIN WATER CONTROL MANUAL 80 60 40 ROBERT F. HENRY LOCK AND DAM 20 ALABAMA RIVER, ALABAMA 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec HYDROGRAPHS AVERAGE DAILY DISCHARGE AT SELMA 1939-1949 APPENDIX G PLATE NO. 4-5 CORPS OF ENGINEERS U.S. ARMY 340 320 300 DISCHARGE IN THOUSAND CFS 280 260 240 220 200 180 160 140 120 1950 1951 1952 1953 100 80 60 40 20 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 1954 1955 1956 1957 100 80 60 40 20 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1958 1959 1960 ALABAMA-COOSA BASIN WATER CONTROL MANUAL 80 60 40 ROBERT F. HENRY LOCK AND DAM 20 ALABAMA RIVER, ALABAMA 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec HYDROGRAPHS AVERAGE DAILY DISCHARGE AT SELMA 1950-1960 APPENDIX G PLATE NO. 4-6 CORPS OF ENGINEERS U.S. ARMY 340 320 300 DISCHARGE IN THOUSAND CFS 280 260 240 220 200 180 160 140 120 1961 1962 1963 1964 100 80 60 40 20 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1966 1965 1967 1968 80 60 40 20 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1969 1970 1971 80 ALABAMA-COOSA BASIN WATER CONTROL MANUAL 60 40 ROBERT F. HENRY LOCK AND DAM 20 0 ALABAMA RIVER, ALABAMA Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec HYDROGRAPHS AVERAGE DAILY DISCHARGE AT SELMA 1961-1971 APPENDIX G PLATE NO. 4-7 CORPS OF ENGINEERS U.S. ARMY 340 320 300 DISCHARGE IN THOUSAND CFS 280 260 240 220 200 180 160 140 120 1972 1973 1974 1975 100 80 60 40 20 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 1976 1977 1978 1979 100 80 60 40 20 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1980 1981 1982 ALABAMA-COOSA BASIN WATER CONTROL MANUAL 80 60 40 ROBERT F. HENRY LOCK AND DAM 20 ALABAMA RIVER, ALABAMA 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec HYDROGRAPHS AVERAGE DAILY DISCHARGE AT SELMA 1972-1982 APPENDIX G PLATE NO. 4-8 CORPS OF ENGINEERS U.S. ARMY 340 320 300 DISCHARGE IN THOUSAND CFS 280 260 240 220 200 180 160 140 120 1983 1984 1985 1986 100 80 60 40 20 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 1987 1988 100 1989 1990 80 60 40 20 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 340 320 300 DISCHARGE IN THOUSANDS CFS 280 260 240 220 200 180 160 140 120 100 1991 1992 1993 ALABAMA-COOSA BASIN WATER CONTROL MANUAL 80 60 ROBERT F. HENRY LOCK AND DAM 40 20 ALABAMA RIVER, ALABAMA 0 Jan Jan Mar Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec HYDROGRAPHS AVERAGE DAILY DISCHARGE AT SELMA 1983-1993 APPENDIX G PLATE 4-9 APPENDIX G Year 1929 1930 1931 1932 1933 1934 1935 1936 1937 1938 1939 1940 1941 1942 1943 1944 1945 1946 1947 1948 1949 1950 Jan Feb Mar Apr May Jun Jul Aug 18600 30400 20600 39500 76500 15100 24510 88790 79510 15330 16620 21620 23150 19910 60490 22540 19780 88750 78960 18070 67890 22490 33400 41400 18700 67800 59600 10870 27800 93800 50850 12800 47920 43330 19580 35150 36600 44720 49810 86190 37790 70780 78300 30470 149000 49300 18900 27900 56400 46580 55270 32430 43460 38770 58370 38110 26860 61520 78470 72970 38380 61340 49780 62420 42070 43230 41200 25100 29400 32700 43600 14540 42120 93690 41070 107400 32210 26230 16910 28080 47880 95690 39130 52600 54770 48120 42880 22350 60600 18200 15100 23800 21800 11190 25170 18840 56300 19370 18380 16400 12480 14000 20970 39650 40370 44340 26550 15120 46630 18010 21900 9680 10600 14300 13600 17590 15880 11020 16370 15280 21320 14170 8187 21160 12150 14740 13950 34200 17530 11090 21920 14880 17200 9780 7950 22100 13300 11380 11310 9549 12420 25610 12180 46240 23950 14160 13770 11120 12190 21250 13430 16200 28270 19920 12700 10800 8420 15100 11400 153200 13200 14640 10980 21360 47770 13050 16920 19960 15510 10880 10860 16470 10720 22150 16560 19320 Sep 11700 12600 7380 11000 11700 11990 11400 10290 14720 12190 15180 9663 9955 12750 10740 9679 9448 14170 9717 10640 15690 27770 Oct 13400 12600 6720 13400 10530 31760 8274 12820 14480 8926 12140 8729 8215 11620 8776 8518 9842 10180 8503 10600 10770 12470 Nov 78900 24700 6050 20500 10550 15610 11290 10020 15390 9012 9985 9313 6495 10510 10370 9044 10530 14330 17060 48660 14750 11820 Dec 33100 13500 27200 76800 9473 15280 13040 17860 13560 9172 10630 14500 23170 26930 11930 11920 26330 14970 24140 91300 13990 13850 40975 21505 14751 30408 28204 18125 21605 34479 30759 24601 35225 21779 16322 22979 27304 29289 23385 38232 29079 35429 33310 21381 Monthly Min Max 11700 9680 6050 11000 9473 10870 8274 9549 10980 8926 9985 8729 6495 10510 8776 8518 9448 10180 8503 10600 10770 11820 149000 49300 29400 76800 76500 46580 55270 93800 79510 107400 58370 46240 26860 61520 78470 95690 49810 88750 78960 91300 78300 43230 Yearly Min Max 6240 7340 5560 6840 7910 6970 7000 7470 8090 7670 8390 7800 3940 7940 7510 7080 7220 8250 6660 5050 8230 7710 204000 161000 68000 158000 162000 107000 92300 177000 117000 190000 151000 9000 71400 123000 165000 151000 102000 137000 151000 201000 130000 78400 ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D ALABAMA RIVER, ALABAMA MEAN MONTHLY AND ANNUAL FLOWS (1929-1950) U.S. ARMY PLATE NO. 4-10 *USGS gage at Selma, AL 30.65 miles downstream from damsite. Annual CORPS OF ENGINEERS Alabama River near Robert F. Henry Lock and Dam* Mean Monthly and Annual Flows (1929-1950) APPENDIX G Year 1951 1952 1953 1954 1955 1956 1957 1958 1959 1960 1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 Average Jan Feb 18930 38050 50180 41070 18260 7253 20920 24930 20650 28360 14330 60570 39520 42430 36360 20710 32830 67940 30450 25770 35919 26460 33680 74360 37130 74590 33020 49820 48940 38060 26670 27710 26320 35830 27530 51700 44440 54150 51740 43800 33350 70820 38330 54460 37520 36790 34360 31480 47020 49820 45980 63910 106000 62690 56630 51530 69820 37960 62860 19990 52080 85460 123800 58640 57510 49240 60110 66710 22160 34160 23400 9841 22610 33090 39020 46750 32800 34340 23810 49280 33730 43824 51399 45316 Mar Apr May Jun Jul 17880 19470 54400 14970 19270 17350 29080 26360 16240 15180 24640 17070 43180 55490 13790 48850 24700 33060 34050 15070 26746 11880 15110 14810 11370 13960 9182 17230 13120 28860 9870 21870 13380 23340 14180 16070 14820 13430 14200 15620 21630 15844 13580 9239 13570 7520 12370 8865 14340 23820 10240 7820 22380 12750 19650 13490 12840 9868 29040 10300 11460 10410 15400 Aug 10640 11070 9821 7655 11700 6640 8079 12020 8730 9210 11000 8952 12200 13590 10540 11400 24560 12660 11290 13840 13809 Sep 9427 9651 11070 6416 7771 9656 10510 12490 9911 8900 15050 9944 8915 9650 9852 12180 26470 8131 15390 13750 11797 Oct Nov Dec 7570 8646 9843 5602 6999 10220 17230 11810 12210 13870 8660 11820 10260 21760 14530 21020 17300 8463 14220 14090 8414 9013 6015 8633 8434 34090 10300 15400 9638 8524 17280 8979 15060 10600 27490 31940 12240 10790 41540 17600 34310 6572 9608 19710 40550 11640 18150 13950 85590 15830 21590 31830 13440 23620 62450 22700 18650 11836 15654 24926 Annual 23336 23499 28653 15657 18635 20636 28333 23066 20251 21634 37053 28798 25703 39901 35284 28244 27510 23701 22984 Monthly Min Max 7570 8414 9013 5602 6999 6640 8079 10300 8730 7820 8524 8952 8915 9650 9852 9868 9841 8131 10790 74360 74590 54400 41070 51700 54150 70820 54460 36790 49820 106000 69820 62860 123800 58640 66710 62450 67940 46750 Yearly Min Max 4120 4670 5120 3510 5200 5020 5540 7200 7200 6360 7060 7110 6820 7680 7470 7250 5780 5770 5520 138000 100000 111000 75800 120000 126000 147000 110000 57400 96800 279000 125000 104000 198000 96000 125000 79800 88300 89000 CORPS OF ENGINEERS Alabama River near Robert F. Henry Lock and Dam* Mean Monthly and Annual Flows (1951-1970) ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D ALABAMA RIVER, ALABAMA MEAN MONTHLY AND ANNUAL FLOWS (1951-1970) U.S. ARMY PLATE NO. 4-11 *USGS gage at Selma, AL 30.65 miles downstream from damsite. APPENDIX G Year 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1992 1993 1994 1995 1996 Average Jan 58293 36989 52948 38811 36332 7681 52573 38652 52054 14207 10075 41534 25926 35099 62514 22135 34864 64255 23501 26391 48488 37301 Feb Mar 35275 68404 21521 69638 33102 34425 41191 71396 36718 89236 41646 20453 75315 37471 55013 53233 33839 36742 48176 17244 17984 20810 42313 54395 22480 11406 21243 52866 112455 105496 36677 39848 42235 38781 38953 45670 38913 43434 50453 57509 73305 79036 43753 49881 Apr 52736 71182 15270 103079 81159 32986 49540 70686 35253 9993 6801 17211 11201 42791 25815 32001 19557 31262 49563 14764 31858 38319 May 35726 13832 40289 28555 48553 8016 24771 37742 42568 13224 4926 9998 6134 16500 19881 46882 8226 17909 13840 9992 16347 22091 Jun Jul 19082 10227 16100 21948 15985 13010 13266 19129 11380 6398 4822 11779 5418 53837 8942 19873 14396 9398 12484 7083 13348 14662 24114 21712 5883 6986 17679 10340 7415 12152 11385 13749 15312 5256 10743 4778 42356 8667 15268 9850 8054 33684 6251 9449 13686 Aug 27282 10607 7856 10430 12885 6507 5588 11153 7487 35672 13054 4832 5550 4303 11983 6966 10525 14631 7130 16110 5667 10127 11198 Sep 35988 9613 11073 6558 18590 6036 7192 5914 9811 8965 6698 4122 5349 15513 12958 5558 10049 15355 5826 13285 5538 12887 10585 Oct Nov Dec Annual Monthly Min Max Yearly Min Max 46355 7004 21145 5241 19857 11043 5515 9749 7929 9351 10184 3917 5359 9553 30674 7767 7957 10682 5529 22569 45455 26106 11619 36866 6732 29914 12756 6911 15714 26912 12366 12501 20637 5506 19826 28717 9222 15242 49969 9486 16341 42056 29024 27206 23021 13638 19451 12467 17071 68886 77552 19530 17711 27080 8590 12859 35812 17860 22437 56644 16642 36159 36176 29773 27436 20143 35280 30594 14457 31375 34628 25956 15392 10939 18194 12450 32070 32595 23241 26266 21676 26657 25611 7004 5883 5241 12885 6036 5515 5914 7487 8965 6398 3917 5349 4303 11983 5558 7957 8226 5529 12484 5538 68404 71182 52948 103079 89236 41646 75315 77552 52054 48176 27080 54395 25926 53837 112455 46882 56644 64255 49563 57509 2742 1484 138 1871 1657 1735 2507 1737 2227 1152 1463 1162 2174 3833 3601 4831 5207 4128 3933 6318 125749 120206 106931 194130 129580 106698 122696 131798 125081 109878 71673 122946 71391 139177 218355 99896 115000 110372 104870 149436 14421 19781 28372 25035 7988 61524 2695 123793 ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D ALABAMA RIVER, ALABAMA MEAN MONTHLY AND ANNUAL FLOWS (1975-1996) U.S. ARMY PLATE NO. 4-12 *Robert F. Henry project discharge data. CORPS OF ENGINEERS Alabama River near Robert F. Henry Lock and Dam* Mean Monthly and Annual Flows (1975-1996) CORPS OF ENGINEERS 140 ELEVATION IN FEET NGVD 130 120 110 100 90 80 APPENDIX G 70 0 50 100 150 200 250 DISCHARGE IN CUBIC FEET PER SECOND ALABAMA RIVER, ALABAMA TAILWATER RATING CURVE U.S. ARMY PLATE NO. 5-2 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D CORPS OF ENGINEERS ELEVATION IN FEET NGVD 30 20 10 0 10000 20000 30000 DISCHARGE IN CFS 40000 50000 60000 ALABAMA-COOSA BASIN WATER CONTROL MANUAL Gage Zero Elevation is 151.02 feet NGVD ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA RATING CURVE FOR CATOMA CREEK NEAR MONTGOMERY, AL Station No. 02421000 U.S. ARMY APPENDIX G PLATE NO. 5-3 0 CORPS OF ENGINEERS U.S. ARMY NWS Form 612-20 U. S. Department of Commerce -- National Weather Service REPORTING INSTRUCTIONS RAINFALL STATION TIMES OF OBSERVATION 1. Your regular daily observation of precipitation should be taken at 7 a.m. each day. (EMPTY NON-RECORDING RAIN GAGE AFTER EACH 7 A.M. OBSERVATION.) 2. Special observations when made should be taken at 1 p.m., and 7 p.m. These special observations should be taken ONLY when a report is required in accordance with instructions (see below). WHEN TO REPORT 1. Make an initial report at 7 a.m., 1 p.m., or 7 p.m., whenever 0.50 or more of precipitation has accumulated in the rain gage. 2. After the first report has been made CONTINUE REPORTING AT EACH OBSERVATION TIME (1 p.m., 7 p.m., 7 a.m.) as long as any additional precipitation has occurred since your previous report. 3. If you have made a final report, but it begins to rain again in less than 24 hours start reporting again, just as though you had not stopped. That is, you should not consider the storm to be over until there has been no precipitation for 24 hours. WHAT TO REPORT Your report should include the following information in the order listed (Numbers refer to NWS Form 1089): (1) Time of observation (hour). (2) Amount of precipitation in gage at time of observation, in figures (inches and hundredths). (3) Character of precipitation as it fell (rain, snow, sleet, etc.). (4) Amount of precipitation measured at PREVIOUS 7 A.M. OBSERVATION, in figures (inches and hundredths). This information should be sent ONLY in your first report of a series of reports. The amount when sent, should always be preceded by “previous 7 a.m.” In subsequent reports omit this section entirely. (5) Weather at time of observation (clear, cloudy, raining, snowing, etc.). (6) Depth of snow or ice on ground, in figures (nearest inch). The figure showing depth should always be followed by the word “Inch” or “Inches.” If there is no snow on the ground omit this section entirely. (7) Remarks. Any general comments which you feel would be of real value to the forecaster, such as: If snow is melting state whether slowly or rapidly. If thunderstorm or unusually heavy shower occurred within short period of time, give time of beginning and ending, etc. If instructed, include temperature readings. (8) Last name of observer. PREPARATION ON REPORT 1. The special River Rainfall Report card (NWS Form 1089) furnished will assist you in arranging your report in the proper order. This form has numbered blocks for each of the items to be reported by river and rainfall observers. 2. You should enter the designated information in blocks 1 through 6, 12, and 13. Each report must be complete. our report will then be ready for transmission in message form as follows (Indicate on card whether report has been telephoned, faxed, or e-mailed). Sample messages: (First of a series) -- “7 A.M. 0.75 SNOW PREVIOUS 7 A.M. 0.25 CLOUDY 6 INCHES MELTING RAPIDLY JONES” (Subsequent reports) -- “1 P.M. 0.30 RAIN CLOUDY 4 INCHES MELTING RAPIDLY JONES” “7 P.M. 1.20 SHOWERS CLEAR THUNDERSTORM 4 P.M. JONES” SENDING THE REPORT 1. If you report by e-mail address message to: ____________________________________________________________ 3. All messages should be sent COLLECT. 4. In an emergency, when all lines of communication are out, contact our local or state police who may be able o transmit your report by police radio. 2. If you report by telephone or fax, call: _________________________ NOTES 1. Promptly after each observation, mail the River Rainfall Report card which you have filled out to _______________________________ ____________________________________________________________ _________________________________________________________________ _______________________________________________________ 3. SPECIAL INSTRUCTIONS: ________________________________ ____________________________________________________________ ____________________________________________________________ 2. When additional supplies are needed, notify ____________________________________________________________ ____________________________________________________________ ________________________________________________________________ ________________________________________________________________ ________________________________________________________________ ________________________________________________________________ ____________________________________________ ALABAMA-COOSA-TALLAPOOSA RIVER BASIN ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA NWS RAINFALL STATION REPORTING INSTRUCTIONS APPENDIX G PLATE NO. 5-4 CORPS OF ENGINEERS U. S. ARMY GATE OPENING SCHEDULE SPILLWAY DISCHARGE IN CFS GATE NUMBER POOL ELEVATION STEP NO. 11 10 9 8 7 6 5 1 2 3 4 5 6 7 8 1 1 1 1 1 1 1 1 C 1 1 1 1 1 1 1 C C 1 1 1 1 1 1 C C C 1 1 1 1 1 C C C C 1 1 1 1 C C C C C 1 1 1 C C C C C C 1 1 9 10 11 12 13 14 15 16 2 2 2 2 2 2 2 2 1 2 2 2 2 2 2 2 1 1 2 2 2 2 2 2 1 1 1 2 2 2 2 2 1 1 1 1 2 2 2 2 1 1 1 1 1 2 2 2 17 18 19 20 21 22 23 24 3 3 3 3 3 3 3 3 2 3 3 3 3 3 3 3 2 2 3 3 3 3 3 3 2 2 2 3 3 3 3 3 2 2 2 2 3 3 3 3 2 2 2 2 2 3 3 3 4 3 2 1 123.5 124 124.5 125 125.5 126 C C C C C C C 1 C C C C C C C C C C C C C C C C C C C C C C C C 101 202 303 404 506 607 708 809 102 204 306 408 509 611 713 815 103 205 308 411 513 616 719 821 103 207 310 414 517 620 724 827 104 208 313 417 521 625 729 833 105 210 315 420 525 630 734 839 1 1 1 1 1 1 2 2 1 1 1 1 1 1 1 2 C C C C C C C C C C C C C C C C C C C C C C C C 1416 2023 2630 3236 3843 4450 5057 5664 1427 2038 2650 3261 3873 4484 5096 5708 1437 2054 2670 3286 3902 4518 5134 5751 1448 2069 2690 3310 3931 4552 5173 5793 1459 2084 2709 3335 3960 4585 5211 5836 1469 2099 2729 3359 3988 4618 5248 5878 2 2 2 2 2 2 3 3 2 2 2 2 2 2 2 3 C C C C C C C C C C C C C C C C C C C C C C C C 6996 8328 9661 10993 12325 13657 14989 16322 7050 8392 9735 11077 12419 13762 15104 16447 7103 8456 9808 11161 12513 13866 15218 16571 7156 8519 9881 11244 12606 13969 15331 16694 7208 8581 9953 11326 12699 14071 15444 16816 7260 8643 10025 11408 12790 14173 15555 16938 OPENING IN RATCHET STEPS ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-3 CORPS OF ENGINEERS U. S. ARMY GATE OPENING SCHEDULE STEP NO. 11 10 9 8 GATE NUMBER 7 6 5 4 SPILLWAY DISCHARGE IN CFS GROSS HEAD 32.0 30.0 3 2 1 44.0 42.0 40.0 38.0 36.0 34.0 20157 21196 22235 23275 24314 25353 19693 20709 21724 22740 23755 24770 19219 20210 21201 22192 23183 24173 25164 26155 18732 19698 20664 21630 22596 23561 24527 25493 18233 19173 20113 21053 21993 22933 23873 24813 17719 18632 19546 20460 21373 22287 23200 24114 17190 18076 18962 19849 20735 21621 22508 23394 27112 28068 29025 29981 30938 31894 32851 33807 26425 27358 28290 29222 30154 31087 32019 32951 25721 26628 27535 28443 29350 30257 31165 32072 24996 25878 26759 27641 28523 29405 30287 31169 24250 25105 25961 26816 27671 28527 29382 30238 28.0 26.0 24.0 22.0 16644 17502 18360 19218 20077 20935 21793 22651 16080 16909 17738 18567 19396 20225 21054 21883 15495 16294 17093 17891 18690 19489 20288 21087 19492 20260 18662 19397 23480 24308 25136 25964 26793 27621 28449 29278 22683 23484 24284 25084 25884 26685 27485 28285 21858 22629 23400 24172 24943 25714 26485 27256 21001 21742 22482 23223 23964 24705 25446 26187 20107 20816 21525 22235 22944 23653 24363 25072 20.0 18.0 16.0 OPENING IN RATCHET STEPS 25 26 27 28 29 30 31 32 4 4 4 4 4 4 4 4 3 4 4 4 4 4 4 4 3 3 4 4 4 4 4 4 3 3 3 4 4 4 4 4 3 3 3 3 4 4 4 4 3 3 3 3 3 4 4 4 3 3 3 3 3 3 4 4 3 3 3 3 3 3 3 4 C C C C C C C C C C C C C C C C C C C C C C C C 33 34 35 36 37 38 39 40 5 5 5 5 5 5 5 5 4 5 5 5 5 5 5 5 4 4 5 5 5 5 5 5 4 4 4 5 5 5 5 5 4 4 4 4 5 5 5 5 4 4 4 4 4 5 5 5 4 4 4 4 4 4 5 5 4 4 4 4 4 4 4 5 C C C C C C C C C C C C C C C C C C C C C C C C 41 42 43 44 45 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 2 3 4 5 C C C C C C C C C C 29718 30441 31251 32109 32937 28384 29808 30191 31020 31821 27317 28275 29093 29892 30663 26228 26929 27952 28719 29460 25101 25643 26762 27497 28206 23926 24362 25516 26217 26893 22694 23055 24207 24872 25513 21393 21699 22822 23449 24054 46 47 48 49 50 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 2 3 4 5 C C C C C 33377 34100 34911 35769 36597 31919 33344 33727 34556 35356 30724 31682 32500 33299 34070 29501 30202 31225 31993 32733 28235 28777 29896 30631 31340 26914 27351 28504 29205 29881 25529 25890 27042 27706 28348 24066 24371 25495 26122 26727 51 52 53 54 55 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 1 2 3 4 5 37037 37760 38570 39429 40257 35455 36880 37263 38092 38892 34131 35089 35907 36706 37477 32775 33476 34498 35266 36007 31369 31911 33030 33765 34474 29903 30339 31493 32193 32870 28364 28725 29876 30541 31183 26739 27044 28168 28795 29399 56 57 58 59 60 61 62 63 64 65 66 6 6 6 6 6 6 6 6 6 6 6 5 6 6 6 6 6 6 6 6 6 6 5 5 6 6 6 6 6 6 6 6 6 5 5 5 6 6 6 6 6 6 6 6 5 5 5 5 6 6 6 6 6 6 6 5 5 5 5 5 6 6 6 6 6 6 5 5 5 5 5 5 6 6 6 6 6 5 5 5 5 5 5 5 6 6 6 6 5 5 5 5 5 5 5 5 6 6 6 5 5 5 5 5 5 5 5 5 6 6 5 5 5 5 5 5 5 5 5 5 6 41123 41989 42855 43721 44588 45454 46320 47186 48052 48918 49784 39729 40565 41402 42239 43076 43912 44749 45586 46423 47260 48096 38283 39090 39896 40702 41509 42315 43121 43928 44734 45540 46347 36782 37556 38331 39106 39880 40655 41430 42204 42979 43754 44529 35216 35957 36699 37441 38183 38924 39666 40408 41149 41891 42633 33577 34284 34991 35698 36406 37113 37820 38527 39234 39942 40649 31854 32525 33196 33866 34537 35208 35879 36550 37221 37892 38563 30032 30665 31297 31930 32562 33195 33827 34460 35092 35725 36357 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-4 CORPS OF ENGINEERS U. S. ARMY GATE OPENING SCHEDULE STEP NO. 11 10 9 8 GATE NUMBER 7 6 5 4 SPILLWAY DISCHARGE IN CFS 3 2 1 30.0 28.0 26.0 24.0 22.0 20.0 GROSS HEAD 18.0 16.0 14.0 12.0 10.0 8.0 6.0 4.0 OPENING IN RATCHET STEPS 67 68 69 70 71 72 73 74 75 76 77 7 7 7 7 7 7 7 7 7 7 7 6 7 7 7 7 7 7 7 7 7 7 6 6 7 7 7 7 7 7 7 7 7 6 6 6 7 7 7 7 7 7 7 7 6 6 6 6 7 7 7 7 7 7 7 6 6 6 6 6 7 7 7 7 7 7 6 6 6 6 6 6 7 7 7 7 7 6 6 6 6 6 6 6 7 7 7 7 6 6 6 6 6 6 6 6 7 7 7 6 6 6 6 6 6 6 6 6 7 7 6 6 6 6 6 6 6 6 6 6 7 50651 51517 52383 53249 54115 54981 55847 56714 57580 58446 59312 48933 49770 50607 51443 52280 53117 53954 54791 55627 56464 57301 47153 47959 48766 49572 50379 51185 51991 52798 53604 54410 55217 45303 46078 46853 47627 48402 49177 49952 50726 51501 52276 53050 43375 44116 44858 45600 46341 47083 47825 48567 49308 50050 50792 41356 42063 42770 43478 44185 44892 45599 46306 47014 47721 48428 39234 39905 40576 41247 41917 42588 43259 43930 44601 45272 45943 36990 37623 38255 38888 39520 40153 40785 41418 42050 42683 43315 78 79 80 81 82 83 84 85 86 87 88 8 8 8 8 8 8 8 8 8 8 8 7 8 8 8 8 8 8 8 8 8 8 7 7 8 8 8 8 8 8 8 8 8 7 7 7 8 8 8 8 8 8 8 8 7 7 7 7 8 8 8 8 8 8 8 7 7 7 7 7 8 8 8 8 8 8 7 7 7 7 7 7 8 8 8 8 8 7 7 7 7 7 7 7 8 8 8 8 7 7 7 7 7 7 7 7 8 8 8 7 7 7 7 7 7 7 7 7 8 8 7 7 7 7 7 7 7 7 7 7 8 60188 61064 61940 62816 63693 64569 65445 66321 67197 68073 68949 58147 58994 59840 60686 61533 62379 63226 64072 64918 65765 66611 56032 56848 57663 58479 59295 60110 60926 61741 62557 63373 64188 53834 54618 55401 56185 56968 57752 58536 59319 60103 60886 61670 51542 52292 53043 53793 54543 55293 56044 56794 57544 58294 59045 49143 49859 50574 51289 52005 52720 53435 54151 54866 55581 56297 46622 47300 47979 48657 49336 50015 50693 51372 52051 52729 53408 43955 44595 45235 45875 46514 47154 47794 48434 49074 49714 50353 89 90 91 92 93 94 95 96 97 98 99 9 9 9 9 9 9 9 9 9 9 9 8 9 9 9 9 9 9 9 9 9 9 8 8 9 9 9 9 9 9 9 9 9 8 8 8 9 9 9 9 9 9 9 9 8 8 8 8 9 9 9 9 9 9 9 8 8 8 8 8 9 9 9 9 9 9 8 8 8 8 8 8 9 9 9 9 9 8 8 8 8 8 8 8 9 9 9 9 8 8 8 8 8 8 8 8 9 9 9 8 8 8 8 8 8 8 8 8 9 9 8 8 8 8 8 8 8 8 8 8 9 69841 70733 71625 72517 73409 74301 67473 68335 69197 70058 70920 71782 65019 65849 66680 67510 68340 69171 70001 70832 71662 72493 73323 62468 63266 64064 64861 65659 66457 67255 68053 68851 69649 70446 59808 60572 61336 62100 62864 63628 64392 65156 65920 66683 67447 57025 57753 58482 59210 59938 60667 61395 62123 62852 63580 64309 54099 54790 55481 56172 56863 57554 58245 58936 59626 60317 61008 51005 51656 52308 52959 53611 54262 54913 55565 56216 56868 57519 51367 51976 52586 53195 53804 47556 48121 48685 49249 49813 43413 43928 44443 44958 45473 100 101 102 103 104 105 106 107 108 109 110 10 10 10 10 10 10 10 10 10 10 10 9 10 10 10 10 10 10 10 10 10 10 9 9 10 10 10 10 10 10 10 10 10 9 9 9 10 10 10 10 10 10 10 10 9 9 9 9 10 10 10 10 10 10 10 9 9 9 9 9 10 10 10 10 10 10 9 9 9 9 9 9 10 10 10 10 10 9 9 9 9 9 9 9 10 10 10 10 9 9 9 9 9 9 9 9 10 10 10 9 9 9 9 9 9 9 9 9 10 10 9 9 9 9 9 9 9 9 9 9 10 74150 74976 75803 76630 77457 78283 79110 79937 80764 81590 82417 71241 72035 72829 73624 74418 75212 76007 76801 77595 78389 79184 68208 68968 69729 70489 71250 72010 72771 73531 74292 75052 75813 65034 65759 66484 67209 67934 68659 69384 70109 70834 71559 72284 61696 62384 63072 63760 64448 65136 65824 66511 67199 67887 68575 58168 58816 59465 60113 60762 61411 62059 62708 63356 64005 64653 54411 55018 55624 56231 56838 57444 58051 58658 59264 59871 60478 50375 50936 51498 52060 52621 53183 53745 54306 54868 55430 55991 45986 46498 47011 47524 48037 48549 49062 49575 50087 50600 51113 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-5 CORPS OF ENGINEERS STEP NO. 11 10 U. S. ARMY GATE OPENING SCHEDULE GATE NUMBER 9 8 7 6 5 4 3 SPILLWAY DISCHARGE IN CFS GROSS HEAD 16.0 14.0 12.0 10.0 2 1 26.0 24.0 22.0 20.0 18.0 83255 84093 84931 85768 86606 87444 88282 89120 89958 90795 91633 79989 80794 81599 82404 83209 84014 84819 85624 86429 87233 88038 76583 77354 78125 78895 79666 80437 81208 81978 82749 83520 84290 73019 73754 74489 75224 75959 76694 77428 78163 78898 79633 80368 69272 69969 70666 71364 72061 72758 73455 74152 74849 75546 76244 65310 65968 66625 67282 67940 68597 69254 69911 70569 71226 71883 61092 61707 62322 62937 63552 64166 64781 65396 66011 66626 67240 56561 57130 57699 58268 58837 59407 59976 60545 61114 61683 62253 51632 52152 52672 53191 53711 54231 54750 55270 55789 56309 56829 8.0 6.0 4.0 OPENING IN RATCHET STEPS 111 112 113 114 115 116 117 118 119 120 121 11 11 11 11 11 11 11 11 11 11 11 10 11 11 11 11 11 11 11 11 11 11 10 10 11 11 11 11 11 11 11 11 11 10 10 10 11 11 11 11 11 11 11 11 10 10 10 10 11 11 11 11 11 11 11 10 10 10 10 10 11 11 11 11 11 11 10 10 10 10 10 10 11 11 11 11 11 10 10 10 10 10 10 10 11 11 11 11 10 10 10 10 10 10 10 10 11 11 11 10 10 10 10 10 10 10 10 10 11 11 10 10 10 10 10 10 10 10 10 10 11 122 123 124 125 126 127 128 129 130 131 132 12 12 12 12 12 12 12 12 12 12 12 11 12 12 12 12 12 12 12 12 12 12 11 11 12 12 12 12 12 12 12 12 12 11 11 11 12 12 12 12 12 12 12 12 11 11 11 11 12 12 12 12 12 12 12 11 11 11 11 11 12 12 12 12 12 12 11 11 11 11 11 11 12 12 12 12 12 11 11 11 11 11 11 11 12 12 12 12 11 11 11 11 11 11 11 11 12 12 12 11 11 11 11 11 11 11 11 11 12 12 11 11 11 11 11 11 11 11 11 11 12 76964 77684 78404 79125 79845 80565 81285 82006 82726 83446 84167 72562 73241 73920 74599 75278 75958 76637 77316 77995 78674 79353 67876 68511 69146 69781 70417 71052 71687 72322 72957 73593 74228 62841 63429 64017 64605 65193 65781 66369 66957 67545 68134 68722 57365 57902 58439 58976 59513 60050 60587 61123 61660 62197 62734 51309 51789 52270 52750 53230 53710 54190 54670 55151 55631 56111 44435 44851 45267 45683 46098 46514 46930 47346 47762 48178 48594 36281 36621 36960 37300 37639 37979 38318 38658 38997 39337 39676 133 134 135 136 137 138 139 140 141 142 143 13 13 13 13 13 13 13 13 13 13 13 12 13 13 13 13 13 13 13 13 13 13 12 12 13 13 13 13 13 13 13 13 13 12 12 12 13 13 13 13 13 13 13 13 12 12 12 12 13 13 13 13 13 13 13 12 12 12 12 12 13 13 13 13 13 13 12 12 12 12 12 12 13 13 13 13 13 12 12 12 12 12 12 12 13 13 13 13 12 12 12 12 12 12 12 12 13 13 13 12 12 12 12 12 12 12 12 12 13 13 12 12 12 12 12 12 12 12 12 12 13 84888 85610 86332 87054 87776 88497 89219 89941 90663 91385 92106 80033 80714 81395 82075 82756 83436 84117 84797 85478 86158 86839 74864 75501 76138 76774 77411 78047 78684 79320 79957 80594 81230 69311 69900 70490 71079 71668 72258 72847 73437 74026 74615 75205 63272 63810 64348 64886 65424 65962 66500 67038 67576 68114 68652 56592 57073 57555 58036 58517 58998 59479 59961 60442 60923 61404 49010 49427 49844 50261 50677 51094 51511 51927 52344 52761 53178 40017 40357 40697 41038 41378 41718 42058 42399 42739 43079 43419 144 145 146 147 148 149 150 151 152 153 154 14 14 14 14 14 14 14 14 14 14 14 13 14 14 14 14 14 14 14 14 14 14 13 13 14 14 14 14 14 14 14 14 14 13 13 13 14 14 14 14 14 14 14 14 13 13 13 13 14 14 14 14 14 14 14 13 13 13 13 13 14 14 14 14 14 14 13 13 13 13 13 13 14 14 14 14 14 13 13 13 13 13 13 13 14 14 14 14 13 13 13 13 13 13 13 13 14 14 14 13 13 13 13 13 13 13 13 13 14 14 13 13 13 13 13 13 13 13 13 13 14 92850 93593 94337 95080 95823 96567 97310 98054 98797 99540 100284 87540 88241 88941 89642 90343 91044 91745 92446 93147 93848 94549 81886 82541 83197 83853 84508 85164 85820 86475 87131 87786 88442 75812 76419 77026 77633 78240 78846 79453 80060 80667 81274 81881 69206 69760 70314 70868 71423 71977 72531 73085 73639 74193 74747 61900 62395 62891 63387 63882 64378 64873 65369 65865 66360 66856 53607 54036 54465 54894 55324 55753 56182 56611 57041 57470 57899 43770 44120 44471 44821 45172 45522 45872 46223 46573 46924 47274 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-6 CORPS OF ENGINEERS U. S. ARMY GATE OPENING SCHEDULE STEP NO. 11 10 9 8 GATE NUMBER 7 6 5 4 SPILLWAY DISCHARGE IN CFS 3 2 1 18.0 16.0 14.0 12.0 10.0 8.0 GROSS HEAD 6.0 4.0 2.0 0.5 41978 42231 42485 42738 42991 43245 43498 43752 44005 44259 44512 20989 21116 21242 21369 21496 21622 21749 21876 22003 22129 22256 OPENING IN RATCHET STEPS 155 156 157 158 159 160 161 162 163 164 165 15 15 15 15 15 15 15 15 15 15 15 14 15 15 15 15 15 15 15 15 15 15 14 14 15 15 15 15 15 15 15 15 15 14 14 14 15 15 15 15 15 15 15 15 14 14 14 14 15 15 15 15 15 15 15 14 14 14 14 14 15 15 15 15 15 15 14 14 14 14 14 14 15 15 15 15 15 14 14 14 14 14 14 14 15 15 15 15 14 14 14 14 14 14 14 14 15 15 15 14 14 14 14 14 14 14 14 14 15 15 14 14 14 14 14 14 14 14 14 14 15 101029 101774 102519 103264 104009 104754 105498 106243 106988 107733 108478 95251 95953 96656 97358 98060 98763 99465 100167 100870 101572 102274 89099 89756 90413 91070 91727 92384 93041 93698 94355 95012 95669 82490 83098 83706 84314 84923 85531 86139 86747 87356 87964 88572 75302 75858 76413 76968 77523 78079 78634 79189 79744 80300 80855 67353 67849 68346 68842 69339 69836 70332 70829 71326 71822 72319 58329 58759 59189 59619 60049 60479 60910 61340 61770 62200 62630 47625 47977 48328 48679 49030 49381 49732 50084 50435 50786 51137 166 167 168 169 170 171 172 173 174 175 176 16 16 16 16 16 16 16 16 16 16 16 15 16 16 16 16 16 16 16 16 16 16 15 15 16 16 16 16 16 16 16 16 16 15 15 15 16 16 16 16 16 16 16 16 15 15 15 15 16 16 16 16 16 16 16 15 15 15 15 15 16 16 16 16 16 16 15 15 15 15 15 15 16 16 16 16 16 15 15 15 15 15 15 15 16 16 16 16 15 15 15 15 15 15 15 15 16 16 16 15 15 15 15 15 15 15 15 15 16 16 15 15 15 15 15 15 15 15 15 15 16 109232 109987 110741 111495 112249 113003 113758 114512 115266 116020 116774 102985 103696 104407 105119 105830 106541 107252 107963 108674 109385 110096 96334 96999 97664 98329 98995 99660 100325 100990 101655 102320 102985 89188 89804 90420 91035 91651 92267 92883 93499 94114 94730 95346 81417 81979 82541 83104 83666 84228 84790 85352 85914 86476 87039 72822 73324 73827 74330 74833 75336 75838 76341 76844 77347 77850 63065 63501 63936 64372 64807 65243 65678 66113 66549 66984 67420 51493 51848 52204 52559 52915 53270 53626 53981 54337 54692 55048 177 178 179 180 181 182 183 184 185 186 187 17 17 17 17 17 17 17 17 17 17 17 16 17 17 17 17 17 17 17 17 17 17 16 16 17 17 17 17 17 17 17 17 17 16 16 16 17 17 17 17 17 17 17 17 16 16 16 16 17 17 17 17 17 17 17 16 16 16 16 16 17 17 17 17 17 17 16 16 16 16 16 16 17 17 17 17 17 16 16 16 16 16 16 16 17 17 17 17 16 16 16 16 16 16 16 16 17 17 17 16 16 16 16 16 16 16 16 16 17 17 16 16 16 16 16 16 16 16 16 16 17 117538 118301 119065 119828 120592 121355 122119 122882 123646 124409 125172 110816 111536 112255 112975 113695 114415 115135 115854 116574 117294 118014 103659 104332 105005 105679 106352 107025 107699 108372 109045 109718 110392 95969 96593 97216 97839 98463 99086 99709 100333 100956 101580 102203 87608 88177 88746 89315 89884 90453 91022 91591 92160 92729 93298 78359 78868 79377 79886 80394 80903 81412 81921 82430 82939 83448 67861 68301 68742 69183 69624 70064 70505 70946 71387 71828 72268 55408 55768 56128 56488 56847 57207 57567 57927 58287 58647 59007 188 189 190 191 192 193 194 195 196 197 198 18 18 18 18 18 18 18 18 18 18 18 17 18 18 18 18 18 18 18 18 18 18 17 17 18 18 18 18 18 18 18 18 18 17 17 17 18 18 18 18 18 18 18 18 17 17 17 17 18 18 18 18 18 18 18 17 17 17 17 17 18 18 18 18 18 18 17 17 17 17 17 17 18 18 18 18 18 17 17 17 17 17 17 17 18 18 18 18 17 17 17 17 17 17 17 17 18 18 18 17 17 17 17 17 17 17 17 17 18 18 17 17 17 17 17 17 17 17 17 17 18 93865 94432 94998 95565 96132 96699 97265 97832 98399 98965 99532 83955 84462 84969 85476 85983 86490 86997 87504 88011 88517 89024 72707 73146 73585 74024 74463 74902 75341 75780 76219 76658 77097 59365 59724 60082 60441 60799 61158 61516 61874 62233 62591 62950 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-7 CORPS OF ENGINEERS GATE OPENING SCHEDULE STEP GATE NUMBER NO. 11 10 9 8 7 6 5 4 3 2 1 10.0 SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 STEP NO. 11 10 GATE OPENING SCHEDULE GATE NUMBER 9 8 7 6 5 4 3 OPENING IN RATCHET STEPS 2 1 10.0 U. S. ARMY SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 OPENING IN RATCHET STEPS 199 200 201 202 203 204 205 206 207 208 209 19 19 19 19 19 19 19 19 19 19 19 18 19 19 19 19 19 19 19 19 19 19 18 18 19 19 19 19 19 19 19 19 19 18 18 18 19 19 19 19 19 19 19 19 18 18 18 18 19 19 19 19 19 19 19 18 18 18 18 18 19 19 19 19 19 19 18 18 18 18 18 18 19 19 19 19 19 18 18 18 18 18 18 18 19 19 19 19 18 18 18 18 18 18 18 18 19 19 19 18 18 18 18 18 18 18 18 18 19 19 18 18 18 18 18 18 18 18 18 18 19 100068 100604 101139 101675 102211 102746 103282 103818 104354 104889 105425 89503 89983 90462 90941 91420 91899 92378 92858 93337 93816 94295 77512 77927 78342 78757 79172 79587 80002 80417 80832 81247 81662 63289 63627 63966 64305 64644 64983 65321 65660 65999 66338 66677 44752 44991 45231 45470 45710 45950 46189 46429 46668 46908 47147 22376 22496 22615 22735 22855 22975 23095 23214 23334 23454 23574 243 244 245 246 247 248 249 250 251 252 253 23 23 23 23 23 23 23 23 23 23 23 22 23 23 23 23 23 23 23 23 23 23 22 22 23 23 23 23 23 23 23 23 23 22 22 22 23 23 23 23 23 23 23 23 22 22 22 22 23 23 23 23 23 23 23 22 22 22 22 22 23 23 23 23 23 23 22 22 22 22 22 22 23 23 23 23 23 22 22 22 22 22 22 22 23 23 23 23 22 22 22 22 22 22 22 22 23 23 23 22 22 22 22 22 22 22 22 22 23 23 22 22 22 22 22 22 22 22 22 22 23 125970 126574 127177 127781 128385 128988 129592 130195 130799 131402 132006 112671 113211 113751 114291 114831 115370 115910 116450 116990 117530 118069 97576 98044 98511 98979 99446 99914 100381 100849 101316 101784 102251 79671 80052 80434 80816 81197 81579 81961 82343 82724 83106 83488 56336 56606 56875 57145 57415 57685 57955 58225 58495 58765 59035 28168 28303 28438 28573 28708 28843 28978 29113 29247 29382 29517 210 211 212 213 214 215 216 217 218 219 220 20 20 20 20 20 20 20 20 20 20 20 19 20 20 20 20 20 20 20 20 20 20 19 19 20 20 20 20 20 20 20 20 20 19 19 19 20 20 20 20 20 20 20 20 19 19 19 19 20 20 20 20 20 20 20 19 19 19 19 19 20 20 20 20 20 20 19 19 19 19 19 19 20 20 20 20 20 19 19 19 19 19 19 19 20 20 20 20 19 19 19 19 19 19 19 19 20 20 20 19 19 19 19 19 19 19 19 19 20 20 19 19 19 19 19 19 19 19 19 19 20 106054 94857 106683 95420 107311 95982 107940 96545 108569 97107 109198 97670 109827 98232 110456 98794 111084 99357 111713 99919 112342 100482 82149 82636 83123 83610 84097 84584 85071 85559 86046 86533 87020 67074 67472 67870 68267 68665 69063 69461 69858 70256 70654 71051 47429 47710 47991 48272 48554 48835 49116 49397 49678 49960 50241 23714 23855 23996 24136 24277 24417 24558 24699 24839 24980 25120 254 255 256 257 258 259 260 261 262 263 264 24 24 24 24 24 24 24 24 24 24 24 23 24 24 24 24 24 24 24 24 24 24 23 23 24 24 24 24 24 24 24 24 24 23 23 23 24 24 24 24 24 24 24 24 23 23 23 23 24 24 24 24 24 24 24 23 23 23 23 23 24 24 24 24 24 24 23 23 23 23 23 23 24 24 24 24 24 23 23 23 23 23 23 23 24 24 24 24 23 23 23 23 23 23 23 23 24 24 24 23 23 23 23 23 23 23 23 23 24 24 23 23 23 23 23 23 23 23 23 23 24 132617 133229 133840 134452 135064 135675 136287 136898 137510 138122 138733 118617 119164 119711 120258 120805 121352 121899 122446 122993 123540 124087 102725 103199 103672 104146 104620 105094 105567 106041 106515 106988 107462 83875 84261 84648 85035 85422 85809 86195 86582 86969 87356 87743 59308 59582 59855 60129 60402 60676 60949 61223 61496 61770 62043 29654 29791 29928 30064 30201 30338 30475 30611 30748 30885 31022 221 222 223 224 225 226 227 228 229 230 231 21 21 21 21 21 21 21 21 21 21 21 20 21 21 21 21 21 21 21 21 21 21 20 20 21 21 21 21 21 21 21 21 21 20 20 20 21 21 21 21 21 21 21 21 20 20 20 20 21 21 21 21 21 21 21 20 20 20 20 20 21 21 21 21 21 21 20 20 20 20 20 20 21 21 21 21 21 20 20 20 20 20 20 20 21 21 21 21 20 20 20 20 20 20 20 20 21 21 21 20 20 20 20 20 20 20 20 20 21 21 20 20 20 20 20 20 20 20 20 20 21 112931 113519 114108 114696 115285 115874 116462 117051 117639 118228 118817 101008 101535 102061 102588 103114 103640 104167 104693 105220 105746 106273 87476 87932 88388 88843 89299 89755 90211 90667 91123 91579 92035 71424 71796 72168 72540 72913 73285 73657 74029 74402 74774 75146 50504 50767 51031 51294 51557 51820 52083 52347 52610 52873 53136 25252 25384 25515 25647 25779 25910 26042 26173 26305 26437 26568 265 266 267 268 269 270 271 272 273 274 275 25 25 25 25 25 25 25 25 25 25 25 24 25 25 25 25 25 25 25 25 25 25 24 24 25 25 25 25 25 25 25 25 25 24 24 24 25 25 25 25 25 25 25 25 24 24 24 24 25 25 25 25 25 25 25 24 24 24 24 24 25 25 25 25 25 25 24 24 24 24 24 24 25 25 25 25 25 24 24 24 24 24 24 24 25 25 25 25 24 24 24 24 24 24 24 24 25 25 25 24 24 24 24 24 24 24 24 24 25 25 24 24 24 24 24 24 24 24 24 24 25 139358 139984 140609 141235 141860 142485 143111 143736 144361 144987 145612 124646 125205 125765 126324 126883 127443 128002 128561 129121 129680 130240 107947 108431 108915 109400 109884 110369 110853 111337 111822 112306 112791 88138 88534 88929 89325 89720 90116 90511 90907 91302 91698 92093 62323 62603 62882 63162 63442 63721 64001 64281 64560 64840 65120 31161 31301 31441 31581 31721 31861 32001 32140 32280 32420 32560 232 233 234 235 236 237 238 239 240 241 242 22 22 22 22 22 22 22 22 22 22 22 21 22 22 22 22 22 22 22 22 22 22 21 21 22 22 22 22 22 22 22 22 22 21 21 21 22 22 22 22 22 22 22 22 21 21 21 21 22 22 22 22 22 22 22 21 21 21 21 21 22 22 22 22 22 22 21 21 21 21 21 21 22 22 22 22 22 21 21 21 21 21 21 21 22 22 22 22 21 21 21 21 21 21 21 21 22 22 22 21 21 21 21 21 21 21 21 21 22 22 21 21 21 21 21 21 21 21 21 21 22 119412 120007 120603 121198 121794 122389 122985 123580 124176 124771 125367 106805 107338 107871 108403 108936 109468 110001 110534 111066 111599 112132 92496 92957 93419 93880 94341 94802 95264 95725 96186 96647 97109 75523 75899 76276 76653 77029 77406 77782 78159 78536 78912 79289 53403 53669 53935 54202 54468 54734 55001 55267 55533 55799 56066 26701 26834 26968 27101 27234 27367 27500 27633 27767 27900 28033 276 277 278 279 280 281 282 283 284 285 286 26 26 26 26 26 26 26 26 26 26 26 25 26 26 26 26 26 26 26 26 26 26 25 25 26 26 26 26 26 26 26 26 26 25 25 25 26 26 26 26 26 26 26 26 25 25 25 25 26 26 26 26 26 26 26 25 25 25 25 25 26 26 26 26 26 26 25 25 25 25 25 25 26 26 26 26 26 25 25 25 25 25 25 25 26 26 26 26 25 25 25 25 25 25 25 25 26 26 26 25 25 25 25 25 25 25 25 25 26 26 25 25 25 25 25 25 25 25 25 25 26 146240 146868 147495 148123 148751 149378 150006 150634 151261 151889 152517 130801 131362 131924 132485 133047 133608 134169 134731 135292 135854 136415 113277 113763 114249 114736 115222 115708 116194 116680 117166 117653 118139 92490 92887 93284 93681 94078 94475 94872 95269 95666 96063 96460 65400 65681 65962 66243 66523 66804 67085 67365 67646 67927 68208 32700 32841 32981 33121 33262 33402 33542 33683 33823 33963 34104 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-8 CORPS OF ENGINEERS GATE OPENING SCHEDULE STEP GATE NUMBER NO. 11 10 9 8 7 6 5 4 3 2 1 10.0 SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 STEP NO. 11 10 GATE OPENING SCHEDULE GATE NUMBER 9 8 7 6 5 4 3 OPENING IN RATCHET STEPS 2 1 10.0 U. S. ARMY SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 OPENING IN RATCHET STEPS 287 288 289 290 291 292 293 294 295 296 297 27 27 27 27 27 27 27 27 27 27 27 26 27 27 27 27 27 27 27 27 27 27 26 26 27 27 27 27 27 27 27 27 27 26 26 26 27 27 27 27 27 27 27 27 26 26 26 26 27 27 27 27 27 27 27 26 26 26 26 26 27 27 27 27 27 27 26 26 26 26 26 26 27 27 27 27 27 26 26 26 26 26 26 26 27 27 27 27 26 26 26 26 26 26 26 26 27 27 27 26 26 26 26 26 26 26 26 26 27 27 26 26 26 26 26 26 26 26 26 26 27 153155 153793 154431 155069 155707 156345 156983 157621 158259 158897 159535 136986 137556 138127 138698 139268 139839 140410 140980 141551 142122 142692 118633 96863 119127 97267 119621 97671 120116 98074 120610 98478 121104 98881 121598 99285 122093 99688 122587 100092 123081 100495 123575 100899 68493 68778 69063 69349 69634 69919 70205 70490 70775 71061 71346 34246 34389 34532 34674 34817 34960 35102 35245 35388 35530 35673 331 332 333 334 335 336 337 338 339 340 341 31 31 31 31 31 31 31 31 31 31 31 30 31 31 31 31 31 31 31 31 31 31 30 30 31 31 31 31 31 31 31 31 31 30 30 30 31 31 31 31 31 31 31 31 30 30 30 30 31 31 31 31 31 31 31 30 30 30 30 30 31 31 31 31 31 31 30 30 30 30 30 30 31 31 31 31 31 30 30 30 30 30 30 30 31 31 31 31 30 30 30 30 30 30 30 30 31 31 31 30 30 30 30 30 30 30 30 30 31 31 30 30 30 30 30 30 30 30 30 30 31 181519 182171 182823 183475 184127 184779 185430 186082 186734 187386 188038 162356 162939 163522 164105 164688 165271 165854 166437 167020 167603 168186 140604 141109 141614 142119 142624 143129 143634 144139 144644 145148 145653 114803 115215 115627 116040 116452 116864 117276 117689 118101 118513 118925 81178 81469 81761 82052 82344 82635 82927 83218 83510 83801 84093 40589 40735 40880 41026 41172 41318 41463 41609 41755 41901 42046 298 299 300 301 302 303 304 305 306 307 308 28 28 28 28 28 28 28 28 28 28 28 27 28 28 28 28 28 28 28 28 28 28 27 27 28 28 28 28 28 28 28 28 28 27 27 27 28 28 28 28 28 28 28 28 27 27 27 27 28 28 28 28 28 28 28 27 27 27 27 27 28 28 28 28 28 28 27 27 27 27 27 27 28 28 28 28 28 27 27 27 27 27 27 27 28 28 28 28 27 27 27 27 27 27 27 27 28 28 28 27 27 27 27 27 27 27 27 27 28 28 27 27 27 27 27 27 27 27 27 27 28 160179 160822 161466 162110 162754 163397 164041 164685 165329 165973 166616 143268 143844 144420 144995 145571 146147 146723 147299 147875 148450 149026 124074 124572 125071 125570 126068 126567 127066 127564 128063 128562 129060 101306 101713 102120 102527 102934 103342 103749 104156 104563 104970 105377 71634 71922 72210 72498 72786 73074 73361 73649 73937 74225 74513 35817 35961 36105 36249 36393 36537 36681 36825 36969 37113 37257 342 343 344 345 346 347 348 349 350 351 352 32 32 32 32 32 32 32 32 32 32 32 31 32 32 32 32 32 32 32 32 32 32 31 31 32 32 32 32 32 32 32 32 32 31 31 31 32 32 32 32 32 32 32 32 31 31 31 31 32 32 32 32 32 32 32 31 31 31 31 31 32 32 32 32 32 32 31 31 31 31 31 31 32 32 32 32 32 31 31 31 31 31 31 31 32 32 32 32 31 31 31 31 31 31 31 31 32 32 32 31 31 31 31 31 31 31 31 31 32 32 31 31 31 31 31 31 31 31 31 31 32 188696 189355 190014 190672 191331 191990 192649 193307 193966 194625 195283 168775 169364 169953 170543 171132 171721 172310 172899 173489 174078 174667 146164 146674 147184 147694 148205 148715 149225 149735 150245 150756 151266 119342 119759 120175 120592 121008 121425 121842 122258 122675 123092 123508 84388 84682 84977 85271 85566 85860 86155 86450 86744 87039 87333 42194 42341 42488 42636 42783 42930 43078 43225 43372 43519 43667 309 310 311 312 313 314 315 316 317 318 319 29 29 29 29 29 29 29 29 29 29 29 28 29 29 29 29 29 29 29 29 29 29 28 28 29 29 29 29 29 29 29 29 29 28 28 28 29 29 29 29 29 29 29 29 28 28 28 28 29 29 29 29 29 29 29 28 28 28 28 28 29 29 29 29 29 29 28 28 28 28 28 28 29 29 29 29 29 28 28 28 28 28 28 28 29 29 29 29 28 28 28 28 28 28 28 28 29 29 29 28 28 28 28 28 28 28 28 28 29 29 28 28 28 28 28 28 28 28 28 28 29 167260 167904 168548 169191 169835 170479 171123 171766 172410 173054 173698 149602 150178 150754 151329 151905 152481 153057 153633 154208 154784 155360 129559 130058 130556 131055 131554 132052 132551 133050 133548 134047 134546 105785 106192 106599 107006 107413 107820 108227 108635 109042 109449 109856 74801 75089 75377 75665 75953 76240 76528 76816 77104 77392 77680 37400 37544 37688 37832 37976 38120 38264 38408 38552 38696 38840 353 354 355 356 357 358 359 360 361 362 363 33 33 33 33 33 33 33 33 33 33 33 32 33 33 33 33 33 33 33 33 33 33 32 32 33 33 33 33 33 33 33 33 33 32 32 32 33 33 33 33 33 33 33 33 32 32 32 32 33 33 33 33 33 33 33 32 32 32 32 32 33 33 33 33 33 33 32 32 32 32 32 32 33 33 33 33 33 32 32 32 32 32 32 32 33 33 33 33 32 32 32 32 32 32 32 32 33 33 33 32 32 32 32 32 32 32 32 32 33 33 32 32 32 32 32 32 32 32 32 32 33 195949 196615 197280 197946 198612 199277 199943 200608 201274 201940 202605 175262 175858 176453 177048 177644 178239 178834 179430 180025 180620 181216 151782 152297 152813 153328 153844 154359 154875 155391 155906 156422 156937 123929 124350 124771 125192 125613 126034 126455 126876 127297 127718 128139 87631 87929 88226 88524 88822 89119 89417 89715 90012 90310 90608 43816 43964 44113 44262 44411 44560 44709 44857 45006 45155 45304 320 321 322 323 324 325 326 327 328 329 330 30 30 30 30 30 30 30 30 30 30 30 29 30 30 30 30 30 30 30 30 30 30 29 29 30 30 30 30 30 30 30 30 30 29 29 29 30 30 30 30 30 30 30 30 29 29 29 29 30 30 30 30 30 30 30 29 29 29 29 29 30 30 30 30 30 30 29 29 29 29 29 29 30 30 30 30 30 29 29 29 29 29 29 29 30 30 30 30 29 29 29 29 29 29 29 29 30 30 30 29 29 29 29 29 29 29 29 29 30 30 29 29 29 29 29 29 29 29 29 29 30 174350 175001 175653 176305 176957 177609 178260 178912 179564 180216 180868 155943 156526 157109 157692 158275 158858 159441 160024 160607 161190 161773 135051 135555 136060 136565 137070 137575 138080 138585 139090 139595 140099 110268 110681 111093 111505 111917 112330 112742 113154 113566 113979 114391 77971 78263 78554 78846 79137 79429 79720 80012 80303 80595 80886 38986 39131 39277 39423 39569 39714 39860 40006 40152 40297 40443 364 365 366 367 368 369 370 371 372 373 374 34 34 34 34 34 34 34 34 34 34 34 33 34 34 34 34 34 34 34 34 34 34 33 33 34 34 34 34 34 34 34 34 34 33 33 33 34 34 34 34 34 34 34 34 33 33 33 33 34 34 34 34 34 34 34 33 33 33 33 33 34 34 34 34 34 34 33 33 33 33 33 33 34 34 34 34 34 33 33 33 33 33 33 33 34 34 34 34 33 33 33 33 33 33 33 33 34 34 34 33 33 33 33 33 33 33 33 33 34 34 33 33 33 33 33 33 33 33 33 33 34 203257 203909 204561 205212 205864 206516 207168 207820 208472 209123 209775 181799 182382 182965 183548 184131 184714 185297 185880 186463 187046 187629 157442 157947 158452 158957 159462 159967 160472 160976 161481 161986 162491 128551 128963 129375 129788 130200 130612 131024 131437 131849 132261 132673 90899 91191 91482 91774 92065 92357 92648 92940 93231 93523 93814 45450 45595 45741 45887 46033 46178 46324 46470 46616 46761 46907 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-9 CORPS OF ENGINEERS GATE OPENING SCHEDULE STEP GATE NUMBER NO. 11 10 9 8 7 6 5 4 3 2 1 10.0 SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 STEP NO. 11 10 GATE OPENING SCHEDULE GATE NUMBER 9 8 7 6 5 4 3 OPENING IN RATCHET STEPS 2 1 10.0 U. S. ARMY SPILLWAY DISCHARGE IN CFS GROSS HEAD 8.0 6.0 4.0 2.0 0.5 OPENING IN RATCHET STEPS 375 376 377 378 379 380 381 382 383 384 385 35 35 35 35 35 35 35 35 35 35 35 34 35 35 35 35 35 35 35 35 35 35 34 34 35 35 35 35 35 35 35 35 35 34 34 34 35 35 35 35 35 35 35 35 34 34 34 34 35 35 35 35 35 35 35 34 34 34 34 34 35 35 35 35 35 35 34 34 34 34 34 34 35 35 35 35 35 34 34 34 34 34 34 34 35 35 35 35 34 34 34 34 34 34 34 34 35 35 35 34 34 34 34 34 34 34 34 34 35 35 34 34 34 34 34 34 34 34 34 34 35 210453 211132 211810 212488 213166 213845 214523 215201 215879 216558 217236 188235 188842 189449 190055 190662 191268 191875 192482 193088 193695 194302 163017 163542 164067 164593 165118 165643 166169 166694 167219 167745 168270 133102 133531 133960 134389 134818 135247 135676 136105 136534 136963 137392 94118 94421 94724 95028 95331 95634 95938 96241 96544 96848 97151 47059 47210 47362 47514 47665 47817 47969 48120 48272 48424 48575 419 420 421 422 423 424 425 426 427 428 429 39 39 39 39 39 39 39 39 39 39 39 38 39 39 39 39 39 39 39 39 39 39 38 38 39 39 39 39 39 39 39 39 39 38 38 38 39 39 39 39 39 39 39 39 38 38 38 38 39 39 39 39 39 39 39 38 38 38 38 38 39 39 39 39 39 39 38 38 38 38 38 38 39 39 39 39 39 38 38 38 38 38 38 38 39 39 39 39 38 38 38 38 38 38 38 38 39 39 39 38 38 38 38 38 38 38 38 38 39 39 38 38 38 38 38 38 38 38 38 38 39 240653 241359 242065 242771 243476 244182 244888 245594 246300 247006 247711 215247 215878 216509 217141 217772 218403 219035 219666 220297 220929 221560 186409 186956 187503 188049 188596 189143 189689 190236 190783 191330 191876 152202 152649 153095 153542 153988 154434 154881 155327 155774 156220 156666 107623 107939 108255 108570 108886 109202 109517 109833 110149 110464 110780 53812 53969 54127 54285 54443 54601 54759 54916 55074 55232 55390 386 387 388 389 390 391 392 393 394 395 396 36 36 36 36 36 36 36 36 36 36 36 35 36 36 36 36 36 36 36 36 36 36 35 35 36 36 36 36 36 36 36 36 36 35 35 35 36 36 36 36 36 36 36 36 35 35 35 35 36 36 36 36 36 36 36 35 35 35 35 35 36 36 36 36 36 36 35 35 35 35 35 35 36 36 36 36 36 35 35 35 35 35 35 35 36 36 36 36 35 35 35 35 35 35 35 35 36 36 36 35 35 35 35 35 35 35 35 35 36 36 35 35 35 35 35 35 35 35 35 35 36 217918 218599 219281 219963 220644 221326 222008 222690 223371 224053 224735 194911 195521 196131 196741 197350 197960 198570 199180 199789 200399 201009 168798 169326 169854 170382 170910 171439 171967 172495 173023 173551 174079 137823 97456 138254 97761 138686 98065 139117 98370 139548 98675 139979 98980 140410 99285 140841 99590 141272 99895 141704 100200 142135 100504 48728 48880 49033 49185 49338 49490 49642 49795 49947 50100 50252 430 431 432 433 434 435 436 437 438 439 440 40 40 40 40 40 40 40 40 40 40 40 39 40 40 40 40 40 40 40 40 40 40 39 39 40 40 40 40 40 40 40 40 40 39 39 39 40 40 40 40 40 40 40 40 39 39 39 39 40 40 40 40 40 40 40 39 39 39 39 39 40 40 40 40 40 40 39 39 39 39 39 39 40 40 40 40 40 39 39 39 39 39 39 39 40 40 40 40 39 39 39 39 39 39 39 39 40 40 40 39 39 39 39 39 39 39 39 39 40 40 39 39 39 39 39 39 39 39 39 39 40 248417 249123 249829 250535 251241 251947 252652 253358 254064 254770 255476 222191 222823 223454 224085 224716 225348 225979 226610 227242 227873 228504 192423 192970 193517 194063 194610 195157 195704 196250 196797 197344 197891 157113 157559 158006 158452 158899 159345 159791 160238 160684 161131 161577 111096 111411 111727 112043 112358 112674 112990 113305 113621 113937 114252 55548 55706 55863 56021 56179 56337 56495 56653 56810 56968 57126 397 398 399 400 401 402 403 404 405 406 407 37 37 37 37 37 37 37 37 37 37 37 36 37 37 37 37 37 37 37 37 37 37 36 36 37 37 37 37 37 37 37 37 37 36 36 36 37 37 37 37 37 37 37 37 36 36 36 36 37 37 37 37 37 37 37 36 36 36 36 36 37 37 37 37 37 37 36 36 36 36 36 36 37 37 37 37 37 36 36 36 36 36 36 36 37 37 37 37 36 36 36 36 36 36 36 36 37 37 37 36 36 36 36 36 36 36 36 36 37 37 36 36 36 36 36 36 36 36 36 36 37 225419 226103 226787 227471 228155 228839 229523 230207 230891 231575 232259 201621 202232 202844 203456 204068 204680 205291 205903 206515 207127 207739 174609 175138 175668 176198 176728 177258 177788 178317 178847 179377 179907 142567 143000 143433 143865 144298 144730 145163 145596 146028 146461 146893 100810 101116 101422 101728 102034 102340 102646 102952 103257 103563 103869 50405 50558 50711 50864 51017 51170 51323 51476 51629 51782 51935 441 442 443 444 445 446 447 448 449 450 451 41 41 41 41 41 41 41 41 41 41 41 40 41 41 41 41 41 41 41 41 41 41 40 40 41 41 41 41 41 41 41 41 41 40 40 40 41 41 41 41 41 41 41 41 40 40 40 40 41 41 41 41 41 41 41 40 40 40 40 40 41 41 41 41 41 41 40 40 40 40 40 40 41 41 41 41 41 40 40 40 40 40 40 40 41 41 41 41 40 40 40 40 40 40 40 40 41 41 41 40 40 40 40 40 40 40 40 40 41 41 40 40 40 40 40 40 40 40 40 40 41 256182 256887 257593 258299 259005 259711 260417 261123 261828 262534 263240 229136 229767 230398 231030 231661 232292 232924 233555 234186 234818 235449 198437 198984 199531 200078 200624 201171 201718 202265 202811 203358 203905 162023 162470 162916 163363 163809 164256 164702 165148 165595 166041 166488 114568 114884 115199 115515 115831 116146 116462 116778 117093 117409 117725 57284 57442 57600 57757 57915 58073 58231 58389 58547 58704 58862 408 409 410 411 412 413 414 415 416 417 418 38 38 38 38 38 38 38 38 38 38 38 37 38 38 38 38 38 38 38 38 38 38 37 37 38 38 38 38 38 38 38 38 38 37 37 37 38 38 38 38 38 38 38 38 37 37 37 37 38 38 38 38 38 38 38 37 37 37 37 37 38 38 38 38 38 38 37 37 37 37 37 37 38 38 38 38 38 37 37 37 37 37 37 37 38 38 38 38 37 37 37 37 37 37 37 37 38 38 38 37 37 37 37 37 37 37 37 37 38 38 37 37 37 37 37 37 37 37 37 37 38 232958 233657 234356 235055 235753 236452 237151 237850 238549 239248 239947 208364 208989 209614 210239 210864 211489 212115 212740 213365 213990 214615 180448 180990 181531 182072 182614 183155 183697 184238 184779 185321 185862 147335 147777 148219 148662 149104 149546 149988 150430 150872 151314 151756 104182 104494 104807 105120 105432 105745 106057 106370 106682 106995 107308 52091 52247 52403 52560 52716 52872 53029 53185 53341 53498 53654 452 453 454 455 456 457 458 459 460 461 462 42 42 42 42 42 42 42 42 42 42 42 41 42 42 42 42 42 42 42 42 42 42 41 41 42 42 42 42 42 42 42 42 42 41 41 41 42 42 42 42 42 42 42 42 41 41 41 41 42 42 42 42 42 42 42 41 41 41 41 41 42 42 42 42 42 42 41 41 41 41 41 41 42 42 42 42 42 41 41 41 41 41 41 41 42 42 42 42 41 41 41 41 41 41 41 41 42 42 42 41 41 41 41 41 41 41 41 41 42 42 41 41 41 41 41 41 41 41 41 41 42 263968 264695 265423 266151 266878 267606 268334 269062 269789 270517 271245 236100 236751 237402 238053 238703 239354 240005 240656 241307 241958 242609 204469 205032 205596 206160 206723 207287 207851 208414 208978 209542 210105 166948 167408 167868 168329 168789 169249 169709 170169 170630 171090 171550 118050 118375 118701 119026 119352 119677 120003 120328 120653 120979 121304 59025 59188 59350 59513 59676 59839 60001 60164 60327 60489 60652 ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA SPILLWAY GATE OPERATION SCHEDULE APPENDIX G PLATE NO. 7-10 CORPS OF ENGINEERS 126 POOL ELEVATION IN FEET NGVD 125 124 123 122 121 APPENDIX G 120 0 300 600 900 1200 1500 1800 2100 2400 DISCHARGE C.F.S. ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA TRASHGATE RATING CURVE U.S. ARMY PLATE NO. 7-11 ALABAMA-COOSA BASIN WATER CONTROL MANUAL CORPS OF ENGINEERS 1000000 9 8 7 6 5 4 DISCHARGE CFS 3 2 100000 9 8 7 6 5 4 3 2 99 98 95 90 80 70 60 50 40 30 20 10 5 2 1 1 0 PERCENT CHANCE EXCEEDANCE 5% CONFIDENCE LIMITS 95% CONFIDENCE LIMITS 1886-1972 RECORDS FROM USGS GAGE 02423000 1975-1994 RECORDS FROM MOBILE DISTRICT WATER MANAGEMENT COMPUTED FREQUENCY ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY L&D ALABAMA RIVER, ALABAMA EXCEEDANCE FREQUENCY MAXIMUM OUTFLOW 1886-1994 U.S. ARMY APPENDIX G PLATE NO. 8-1 10000 U.S. ARMY CORPS OF ENGINEERS EL. 135.0 TOP OF RIGHT BANK OVERFLOW DIKE ELEVATION, FEET NGVD 130 EL. 126.0 TOP OF SPILLWAY GATES 120 110 100 99 98 95 90 80 70 60 50 40 30 20 10 5 2 1 PERCENT CHANCE EXCEEDENCE Annual Maximum Pool Elevation 1975-1996 Annual Maximum Tailwater Stage 1975-1996 ALABAMA-COOSA RIVER BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA MAXIMUM POOL-TAILWATER ELEVATION FREQUENCY CURVE APPENDIX G PLATE NO. 8-2 U.S. ARMY CORPS OF ENGINEERS 140 PEAK POOL 136.75 PEAK TAILWATER 135.43 ELEVATION FEET NGVD 135 POOL 130 125 120 TAILWATER 115 110 105 100 300000 MAX DISCHARGE 220,000 CFS MAX INFLOW 279,044 CFS FLOW RATE C.F.S. 250000 200000 DISCHARGE 150000 INFLOW 100000 50000 0 16 17 18 19 20 21 22 23 24 25 26 DAYS ALABAMA-COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA INFLOW OUTFLOW-POOL TAILWATER HYDROGRAPHS FOR FLOOD OF MARCH 1990 APPENDIX G PLATE NO. 8-3 U.S. ARMY CORPS OF ENGINEERS POOL ELEVATION IN FEET NGVD 140 Peak Pool Elevation 138.6 135 130 125 NORMAL OPERATING POOL EL. 125.0 300 Peak Inflow 291,700 CFS Peak Outflow 278,500 CFS DISCHARGE IN 1000 CFS Peak Natural Flow 283,200 CFS 200 Outflow Inflow Natural Flow 100 0 19 21 23 25 FEBRUARY 27 1 3 5 1961 NOTES: Effect of proposed APC dams not considered. 7 9 11 13 15 17 MARCH ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA INFLOW-OUTFLOW-POOL STAGE HYDROGRAPHS FOR FLOOD OF FEB.-MAR. 1961 APPENDIX G PLATE NO. 8-4 U.S. ARMY CORPS OF ENGINEERS POOL ELEVATION IN FEET NGVD 145 Peak Pool Elevation 142.3 140 135 130 125 NORMAL OPERATING POOL EL. 125.0 120 Peak Inflow 421,000 CFS Peak Outflow 410,500 CFS 400 Peak Natural Flow 406,300 CFS DISCHARGE IN 1000 CFS Inflow Outflow 300 200 Natural Flow 100 0 0 2 4 6 8 10 12 14 16 18 TIME IN DAYS NOTES: Standard project flood series- Flood of March 1929 followed by standard project flood. Hydrographs prior to beginning of standard project flood not shown. Existing and proposed APC dams assumed in operation. ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA INFLOW-OUTFLOW-POOL STAGE HYDROGRAPHS FOR STANDARD PROJECT FLOOD APPENDIX G PLATE NO. 8-5 U.S. ARMY CORPS OF ENGINEERS POOL ELEVATION IN FEET NGVD 150 Peak Pool Elevation 148.0 145 140 135 130 NORMAL OPERATING POOL EL. 125.0 125 Peak Inflow 738,000 CFS Peak Outflow 725,500 CFS 700 Peak Natural Flow 712,400 CFS DISCHARGE IN 1000 CFS 600 Inflow 500 400 300 200 Outflow Natural Flow 100 0 0 2 4 6 8 10 12 14 16 18 20 22 24 TIME IN DAYS NOTES: Spillway design flood series- Flood of March 1929 followed by spillway design flood. Hydrographs prior to beginning of spillway design flood not shown. Spillway- 11-50’ x 35’ Tainter Gates with crest at El. 91.0. Existing and proposed APC dams assumed in operation. ALABAMA - COOSA BASIN WATER CONTROL MANUAL ROBERT F. HENRY LOCK AND DAM ALABAMA RIVER, ALABAMA INFLOW-OUTFLOW-POOL STAGE HYDROGRAPHS FOR SPILLWAY DESIGN FLOOD APPENDIX G PLATE NO. 8-6
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