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Dubuque Levee and Floodwal Certification_PAL Progress ReportMasterpiece on the Mississippi TO: The Honorable Mayor and City Council Members FROM: Michael C. Van Milligen, City Manager SUBJECT: Dubuque Levee and Floodwall Certification - PAL Progress Report DATE: April 28, 2010 Dubuque krtiA All-America City 1 2007 Planning Services Manager Laura Carstens recommends City Council approval to submit the One -Year Progress Report for certification of the Dubuque levee and floodwall system along the Mississippi River, and other related documents. This progress report is required as part of the City's Provisionally Accredited Levee (PAL) Agreement with the Federal Emergency Management Agency (FEMA). The PAL Agreement is part of the new federal program for levee certification. As part of the certification process, the City of Dubuque must adopt and submit to FEMA an official operation and maintenance manual for the levee and flood wall system. Planning Services Manager Laura Carstens recommends that the City Council officially adopt the July 2002 Operation and Maintenance Manual for the Dubuque levee and floodwall system. I concur with the recommendation and respectfully request Mayor and City Council approval. MCVM:jh Attachment cc: Barry Lindahl, City Attorney Cindy Steinhauser, Assistant City Manager Laura Carstens, Planning Services Manager Don Vogt, Public Works Director Gus Psihoyos, City Engineer Michael C. Van Milligen Masterpiece on the Mississippi TO: FROM: SUBJECT: DATE: Michael Van Milligen, City Manager Laura Carstens, Planning Services Manager Dubuque Levee and Floodwall Certification — PAL Progress Report April 29, 2010 Dubuque kraal All- AmericaCily 1 2007 INTRODUCTION This memorandum transmits the One -Year Progress Report for certification of the Dubuque levee and floodwall system along the Mississippi River, and other related documents. This progress report is required as part of the City's Provisionally Accredited Levee (PAL) Agreement with the Federal Emergency Management Agency (FEMA). The PAL Agreement is part of the new federal program for levee certification. The Progress Report is due by May 17, 2010. BACKGROUND Whenever new FEMA flood insurance rate maps (FIRMS) are produced, levees must be evaluated to see if they still provide protection from a 100 year flood event (a 1% annual chance flood). Prior to the Hurricane Katrina disaster, the U.S. Army Corps of Engineers (Corps) evaluated and re- certified the levees. Following Hurricane Katrina, the Corps no longer certifies the levees — with the responsibility now placed on the communities protected by the levees. FEMA representatives informed City staff that if Dubuque's levee and floodwall system is not certified as providing protection from a 100 year flood event, it will be de- certified. If we lose levee certification, new development and expansions in the Mississippi River floodplain would have to comply with floodplain development standards, and existing structures in the Mississippi River floodplain would be required to obtain flood insurance. FEMA representatives informed City staff that PAL Agreements need to be in place prior to the update of these FIRMS. PAL Agreements are for two years. The certification process began with the City of Dubuque signing the PAL Agreement with FEMA on May 17, 2009. Dubuque Levee and Floodwall Certification — PAL Progress Report Page 2 The City has until May 17, 2011 to complete the certification process, make any necessary levee and floodwall system improvements, and submit the necessary documentation for full accreditation of the levee and floodwall system. If the certification process and documents show that our levee and floodwall system still protects Dubuque from a 100 year flood event, the levee and floodwall system would then be certified for approximately ten years. At the end of the two -year certification process, if the required certification forms and data have not been submitted to FEMA, our floodwall will be de- certified. Alternatively, if the engineering work required for certification is submitted on time but shows that the floodwall does not meet FEMA's minimum standards, the floodwall will be de- certified if it is not brought up to FEMA's standards within those same two years. DISCUSSION The Corps of Engineers' Rock Island District is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on March 17, 2010. They have been in contact with Engineering and Public Works staff about the levee and floodwall system on a regular basis. They expect to complete their report in June 2010. The Corps is providing this evaluation at no cost to the City because the agency is evaluating the Upper Mississippi River levee systems that provide or potentially provide protection from the 100 year flood. The goal of this project is to complete rigorous evaluations of all qualifying levee systems according to current Corps engineering technical standards. In accomplishing these evaluations, site visits will be made, levee cross sections will be studied, and seepage analysis computations and historic performance information will be reviewed. Project results will be documented in comprehensive assessment reports on the engineering adequacy of the evaluated levee systems to withstand the 100 year flood. These levee system evaluations will not result in the certification of levees, nor constitute a warranty of performance; however, they will be of significant value to Engineering staff for certification of the levee and floodwall system. The Dubuque levee and floodwall system has protected the city from Mississippi River flood waters for nearly 40 years including historical river crests of 25.4 feet on April 21, 2001 and 23.84 feet on July 1, 1993. The operation and maintenance of the levee and floodwall system is the responsibility of the Public Works Department. The Corps of Engineers and the Public Works staff conduct a yearly inspection of the levee and floodwall system. The City has always received the highest available rating for maintenance of this system. In addition to annual inspections with the Corps of Engineers, semi - annual inspections are performed and a written summary is provided to the Corps of Engineers which identifies current maintenance work on the floodwall, levee and pump stations along the flood control system. Also, the levee and floodwall system is inspected after any Dubuque Levee and Floodwall Certification — PAL Progress Report Page 3 flooding event to ensure that any damage is identified and appropriate repairs are completed in a timely fashion. RECOMMENDATION As part of the certification process, the City of Dubuque must adopt and submit to FEMA an official operation and maintenance manual for the levee and floodwall system. The July 2002 Operation and Maintenance Manual is attached. As part of the certification process, the City of Dubuque must submit to FEMA as -built plans for the levee and floodwall system. The as -built plans will be sent to FEMA in CD format. In addition, the City of Dubuque has compiled plans for the City improvements made to the levee and floodwall system, including the Mississippi Riverwalk and various floodwall pump station projects. These plans also will be sent to FEMA in CD format. Staff recommends that the City Council officially adopt the July 2002 Operation and Maintenance Manual for the Dubuque levee and floodwall system, and then approve submittal of the PAL One -Year Progress Report, the Operation and Maintenance Manual, the as -built plans, and the improvement plans for Dubuque's levee and floodwall system to FEMA. Attachments cc: Don Vogt, Public Works Director Gus Psihoyos, City Engineer John Klostermann, Streets & Sewers Supervisor Bob Schiesl, Assistant City Engineer Deron Muehring, Civil Engineer Kyle Kritz, Associate Planner F: \USERS \LCARSTEN \WP \Dubuque Levee \Dubuque Levee PAL Progress Report Memo to MVM.doc PAL Progress Report May 2010 Map Modernization Quarterly Report Provisionally Accredited Levee Progress Report I. Levee Identification PAL Scenario: 9 PAL Period: Start Date: May 17, 2009 End Date: May 17, 2011 Progress Report due date 12 months after 91st day of PAL Period. Progress Report Due Date: 17 May - 10 FEMA Received Date: Region: VII State /Territory: IA County: Dubuque County Community: City of Dubuque Levee Owner Name: City of Dubuque Contact information: Laura Carstens Project Officer (FEMA): Dawn Kinsey Levee Owner Agency: same Phone #: 563.589.4210 Phone #: 816.283.7055 I II. Status Report: Report By Certification Requirement (44 CFR 65.10) Requirement #: 1 Description• Demonstrate that all levees provide the minimum required freeboard [44 ' CFR 65.10(b)(1)]. Completion Dates and Status: N/A due to USACE Certification? no 30- Jun -10 :Planned : Actual 25% : Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary: state No Activity') USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Demonstrate that all openings have been provided with appropriate Requirement #: 2 Description: closure devices that are a structural part of the system [44 CFR 65.10(b)(2)1• Completion Dates and Status: N/A due to USACE Certification? no 30- Jun -10 :Planned : Actual 25% : Estimated % Work Complete • (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary: state No Activity') USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Page 1 of 5 FEMA 4/27/2010 PAL Progress Report May 2010 Map Modernization Quarterly Report Requirement #: Completion Dates and Status: Demonstrate through engineering analyses that no appreciable erosion of Description: the levee embankment can be expected during the base flood [44 CFR 65.10(b)(3)]. N/A due to USACE Certification? no 30- Jun -10 :Planned : Actual 25% : Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary. state No Activity °.) USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Evaluate through engineering analyses the levee embankment stability Requirement #: 4 Description: [44 CFR 65.10(b)(4)]. Completion Dates and Status: N/A due to USACE Certification? 30- Jun -10 :Planned : Actual 25% : Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary. state No Activity °.) USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Assess the potential and magnitude of future losses of freeboard as a Requirement #: 5 Description: result of levee settlement and demonstrate that freeboard will be maintained [44 CFR 65.10(b)(5)]. Completion Dates and Status: N/A due to USACE Certification? no 30- Jun -10 :Planned : Actual 25% : Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary: state' No Activity °.) USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Page 2 of 5 4/27/2010 PAL Progress Report May 2010 Map Modernization Quarterly Report Page 3 of 5 4/27/2010 Analyze the interior drainage; identify the source(s) of such flooding, the Requirement #: 6 Description: extent of the flooded area, and, if the average depth is greater than one foot, the water - surface elevation(s) of the base flood [44 CFR 65.10(b)(611. Completion Dates and Status: N/A due to USACE Certification? no 30- Jun -10 :Planned : Actual • 25% • Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary: state No Activity.) USACE is working on a comprehensive levee evaluation report. They began work in January 2010. They conducted a site visit and levee inspection on 03/17/10. They expect to complete the report in June 2010. Requirement #: 7 Description: Adopt and submit an official operation manual [44 CFR 65.10(c)]. Completion Dates and Status: 5- May -10 :Planned 5- May -10 : Actual 100% • Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary. state No Activity.) The Dubuque City Council officially adopted the July 2002 Operation and Maintenance Manual for the Dubuque levee and floodwall system on 05/03/10 for submittal to FEMA. Requirement #: 8 Description: Adopt and submit an official maintenance plan [44 CFR 65.10(d)]. Completion Dates and Status: 5- May -10 :Planned 5- May -10 : Actual 100% ' Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary: state No Activity.) The Dubuque City Council officially adopted the July 2002 Operation and Maintenance Manual for the Dubuque levee and floodwall system on 05/03/10 for submittal to FEMA. PAL Progress Report May 2010 Map Modernization Quarterly Report Requirement #• 9 Description • Submit as -built plans of the levee certified by a Professional Engineer [44 CFR 65.10(e)]. Completion Dates and Status: 5 - May - 10 :planned 5- May -10 : Actual 100% : Estimated % Work Complete (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just Summary. state No Activity.) The City of Dubque has compiled the as -built plans of the Dubuque levee and floodwall system certified by a Professional Engineer for submittal to FEMA. In addition, the City has compiled plans for the City imnrnvements made to the Iry P.P. and floodwalt system If the USACE is certifying the levee, Requirement # 10 may be used in lieu of Requirements # 1 -6 & 9 Requirement #: 10 Description • Submit certification and supporting documentation that the levee ' provides protection from the base flood [44 CFR 65.10(e)]. Completion Dates and Status: N/A due to non -USACE Certification? no 17- Apr -11 :Planned : Actual 5% : Estimated % Work Complete Summary: (Significant milestones, problem identification, etc; Reason for slippage of schedule if objectives are not met; If no activity during period, just �': state °No Activity.) The City of Dubuque will need the results of the USA CE's comprehensive levee evaluation report to complete this step. Page 4 of 5 4/27/2010 PAL Progress Report May 2010 Map Modernization Quarterly Report IV. Overall Levee Certification Progress: Estimated Total Progress Completed: Levee Certication Proceeding on Schedule: Schedule: (Attach documentation as required) How Much? 40% Select Units If certification progress is not proceeding as scheduled, please describe problems or issues with the potential to impact completion date or overall ability to certify levee. V. Progress Code: Green (On track for complete 65.10 submission as planned) Yellow (Problems/issues potential to impact 65.10 submission schedule) Red* (Complete 65.10 package submission will likely not meet deadline) * FEMA may require a meeting to discuss inadequate process and determine the next course of action (continue with collection of 65.10 requirements, proceed to de- accredit the levee, or other) Page 5 of 5 4/27/2010 MISSISSIPPI RIVER DUBUQUE, IOWA LOCAL FLOOD PROTECTION PROJECT OPERATION AND MAINTENANCE MANUAL Revised JULY 2002 US Army Corps of Engineers ® Rock Island District KEY EMERGENCY TELEPHONE NUMBERS National Weather Service — Quad Cities Office Website — http: / /www.crh.noaa.gov /dvn/ Rainfall and River Stage Forecasts (563) 386 -3976 National Weather Service — La Crosse Office Website — http: / /www.crh.noaa.gov /arx/ Rainfall and River Stage Forecasts (608) 784 -8275 U. S. Army Corps of Engineers Website — http: / /www.mvr.usace.armv.mil Terry Stieger, Chief of Emergency Management (309) 794 -5325 24 -hour (309) 794 -4200 Email Terry.L.Stieger @usace.army.mil Rodney Delp, Emergency Management Specialist (309)794 -5230 Email Rodney.L.Delp @usace.army.mil Dave Varner, Clinton Flood Area Engineer (309) 794 -5603 Email David.M.Varner@usace.army.mil US Army Corps of Engineers, Rock Island District Attn: EM • Clocktower Building Rock Island, IL 61204 -2004 City of Dubuque John Klostermann (563) 589 -4250 Dubuque Flood Control Works 925 Kemper Boulevard Dubuque, IA 52001 THIS REVISED OPERATION AND MAINTENANCE MANUAL DATED JULY 2002 SUPERCEDES THE PREVIOUS MANUAL DATED AUGUST 1974 DUBUQUE, IOWA U.S. A Rte Y ENGINEER DISTRICT, ROCK ISLAND CORPS OF ENGINEERS CLOCK TOWER BUILDING ROCK ISLAND, ILL INOIS July 2002 DUBUQUE, IOWA MANUAL OF OPERATION AND MAINTENANCE FOR LOCAL FLOOD PROTECTION WORKS Table of Contents Section Subject I GENERAL Authorization 1 1 Local cooperation 2 1 Description 3 1 Ice Harbor Closure 4 2 General Plan 5 2 Joint Inspections 6 2 Change in superintendence • 7 2 II ORDINARY INSPECTIONS, TESTS AND OPERATIONS General regulations 8 3 Project Responsibilities 9 3 Preparation of pumping stations 10 3 -5 III MAINTENANCE AND OPERATION Protective works 11 6 Periodic Patrol 12 6 Continuous Patrols 12 6 Gatewells 14 • 7 -8 Sluice gate operation 15 8 Closure structures 16 8 -9 Harbor closure 17 10 Sandbag closures 18 11 Hawthorne Street pumping station • 19 11 -12 Bee Branch pumping station 20 12 Bee Branch pumping operation 21 12 -13 Harbor closure pumping station 22 13 -14 Pumping station at Maus Park 23 14 Maus Park Pumping Operation 24 14 -15 INSPECTIONS, TESTS, AND OPERATIONS FOLLOWING FLOOD PERIODS General - • 25 16 Levees and floodwalls - 26 16 Drainage structures 27 16 Closure structures = 28 . 16 Post -flood report 29 16 Semiannual report 30 ...17 Report Format 31 17 A — As -Built Drawings (Previously furnished) B - Local Cooperation Agreement C — Title 33 CFR 208.10 D - Flood fighting and emergency measures E - Flood fighting material sources F - Inspection Report Forms FOREWORD Construction of the flood protection project for the City of Dubuque, Iowa, has been completed, and the city has accepted transfer and responsibility therefore. This manual has been prepared to assist the city in complying with the regulations for operation and maintenance as prescribed by the Secretary of the Army in conformance with Section 3 of the 1936 Flood Control Act, as amended. The manual contains a copy of the approved regulations, information on procedures during flood periods, a copy of the assurance of cooperation furnished by the city, and a copy of the report form to be furnished by the city at regular intervals concerning inspection, operation, and maintenance. As -built drawings of the structures, shop drawings, a list of renewal parts, pump characteristics curves, and instructions and special tools required for installation, inspection, and maintenance of pumps and motors have been furnished the city. works; DUBUQUE, IOWA MANUAL FOR OPERATION AND MAINTENANCE OF LOCAL FLOOD PROTECTION WORKS I — GENERAL 1. Authorization. The Federal project for local flood protection at Dubuque, Iowa, was authorized by Public Law 87 -874, to be constructed substantially in accordance with recommendations of the Chief of Engineers in House Document 450, 87 Congress, 2d session. Repairs made following the 2001 flood are authorized under PL 84 -99. 2. Local cooperation. The authorizing legislation for the project requires that the city of Dubuque give assurances satisfactory to the Secretary of the Army that it will: a. Provide without cost to the United States lands , easements, and, rights -of -way necessary for the construction of the project; b. Hold and save the United States free from damages due to the construction c. Maintain and operate all the works after completion in accordance with regulations prescribed by the Secretary of the Army; d. Modify or relocate buildings, utilities, sewers, and other facilities where necessary in the construction of the project, including necessary widening of levees to provide for roadways; and e. Obtain legal control over pondage areas and prevent encroachment until substitute areas or increased pumping capacity have been provided. A local cooperation agreement for the.2001 PL 99 repairs was signed on September 6, 2001. A copy of agreement furnished by the city is included in this manual as Appendix B. 3. Description. The project consists of levees and floodwalls giving protection against a Mississippi River flood, which would have a 0.5 percent chance of occurring per year. Included are ponding areas for temporary storage of rainfall runoff, gravity outlets for discharge into the river at low stages, and pumping plants for use when gravity drainage is not possible. Gatewells are provided in drains and sewers that pass through the levees and walls. To reduce the number of drains passing through the protective structures, some drains have been connected to interceptor sewers, which discharge through the gated structures. Where the levees and walls cross streets or roads that are necessary to be retained for access, gated closure structures through or ramps over the protective structures are provided. The repairs made following the 2001 flood included riprap replacement in several locations. Riprap was lost or dislodged during the high water event. 1 4. Ice Harbor Closure. A closure has been provided across the entrance to the commercial harbor, known also as the Ice Harbor. It consists of two sections of hydraulic sand fill and I -walls between which is a steel miter gate with concrete abutments and miter sill. This structure is founded on wood piling; it contains a pumping plant. During high river stages, the gate will be closed and the harbor will act as a ponding area, which will be kept at a nondamaging level by pumping. 5. General Plan. The general plan of the project and cross sections of the levees, floodwalls, and harbor closure structure are shown on the as -built drawings, previously furnished. 6. Joint Inspection. The Corps of Engineers Clinton Flood Area Engineer or his authorized representative and the city's superintendent shall make an annual joint inspection of the project. The Flood Area Engineer will initiate these inspections and will coordinate with the city's superintendent on acceptable inspection dates. See Section appendix E for listing of points -of- contact, addresses, and telephone numbers. Inspection Schedule. The following annual schedule is recommended. Date Action October/November Corps of Engineers conducts joint inspection with the project superintendent. December Corps of Engineers forwards a report to the city with the inspection results. April thru June Independent inspection and corrective actions are undertaken by the city. July report submitted by the city to the Corps of Engineers outlining actions undertaken to correct deficiencies noted in Corps' inspection report. Periodic Inspection. Periodic inspections shall be made by the city's project superintendent as specified below: a. At intervals not exceeding six (6) months. b. After a high water event or at such times deemed necessary by the project superintendent. _ 7. Change in superintendence. In the event of a change of superintendence for operating and maintaining the project, the name, address, and telephone number of the new Superintendent should be furnished the District Engineer. '2 II — ORDINARY INSPECTIONS, TESTS AND OPERATIONS 8. General regulations. Ordinary maintenance of the project works shall follow an established schedule of maintenance work for each six -month period and shall include maintenance work found necessary in periodic inspections. A copy of the general - regulations for maintenance and operation approved by the Secretary of the Army in accordance with authority contained in Section 3 of the 1936 Flood Control Act, Public Law No. 738, Seventy - fourth Congress, as amended and supplemented, is made part of this manual as Appendix B. Instructions in these regulations will serve as a guide for ordinary inspections, tests, and operations to insure the effectiveness of the project. As least once each year trial runs should be made on closure structures, gates, and each year trial runs should be made on closure structures, gates, and pumping stations for assurance that these features are operable when needed. Applicable paragraphs covering the project features are: Levees 208.10(b)(1) Floodwalls 208.10(c)(1) Drainage structures 208.10(d)(1) Closure structures 208.10(e)(1) Pumping plants 208.10(f)(1) Miscellaneous facilities 208.10(h)(1) 9. Project Responsibilities. It is imperative that the Superintendent and other city officials charged with project responsibilities recognize that the city should be self - sufficient in flood emergencies. This requires the city to maintain an adequate stock of equipment, supplies, and materials, which may not always be available from general sources in the city. At least twice each year responsible officials should make a careful review of the supply of items needed and of the general plan to be followed in an emergency. As a minimum requirement, the following shall be available: a. Convenient and dependable sources for riprap and embankment materials and the equipment necessary to deliver these materials to any point on the project. b. An ample supply of sandbags and sand for use at locations which require emergency sandbagging during a flood c. A readily available source of polyethylene, 4 to 6 mils in thickness, for use in emergency sandbagging and in assuring watertight conditions at closure structures. 10. Preparations of pumping stations. The four pumping stations are located in the line of protection at Hawthorne Street, at Bee Branch, in the south abutment of the harbor closure, and at Maus Park. Paragraph 208.10(f)(1) of the Flood Control Regulations specifies detailed requirements for periodic inspection and trial operation of all operating equipment in the pumping stations to insure availability of the stations for instant use. Detailed procedures for preparatory work and trial operations to assure proper performance of the pumping equipment during flood periods follow. 3 d. Preparatory operations. (1) Motors. Check oil level indicators and fill to proper height as necessary. (2) Pumps. Fill lubricators with grease and operate in accordance with instructions on the front of the lubrication reservoir. e. Trial operations. (1) Rotate each pump shaft by hand to ascertain that the shaft and impeller are not binding. The hand - off - automatic selector switch should be in "Off' position for this test. (2) Check the main circuit breaker to see that it is in the "On" position. (3) Turn the hand - off - automatic selector switch to "Hand" position. With the selector switch in the position, each pump can be operated independently of the float switch by using the stop and start buttons on the motor control panel. (4) Check motor frames for warmth to determine if motor heaters are operating. The heaters are turned off automatically when the motor is running. (5) Start and stop each pump by pushing the respective start and stop buttons located on the motor control panel. Don not run the pumps in- the -dry condition for prolonged periods of time as serious damage can result. Pumps may operate up to 2 minutes in- the -dry in accordance with the manufacturer's recommendations providing they are properly lubricated with oil and grease. It is necessary to test -run the pumps once a month to keep the shafts and bearings smooth and rust -free. These monthly test - runs must be no longer than time interval stated if the pumps are operated in- the -dry condition, that is, with no water in the sump. Before each monthly test -run is performed, the pumps and motor must be properly lubricated in accordance with the instructions in the lubrication reservoir. overheating. (6) Check motor and pump performance for undue noise, vibration, or (7) Rotate the float control pulley by hand to ascertain that the float is free to travel in the float guide tube. (8) Return the hand - off - automatic selector switch to the automatic position. This will put the storm pumps in automatic operation under control of the float switch. (9) Draw the stormwater pump circuit breakers out to the test position. In this position, the controls are operable, but the breaker is not connected to the power source or to the pump motors. (10) With the stormwater pump circuit breakers in the test position; check the settings of the float control switch by rotating the float control pulley by hand to simulate the pump chamber operating elevations shown for each station. Due to delay relays in the starting circuits, the pump circuit breakers will not close immediately when the desired elevation is reached, so it will be necessary to pause until the corresponding pump circuit breaker closes before turning the float pulley to the next higher elevation. Adjust float control switch settings as required. f. Upon completion of the above test, the controls shall be set as follows: (1) Main circuit breaker in "On" position. (2) Stormwater pump selector in "Off' position. 5 III — MAINTENANCE AND OPERATION 11. Protective works. The levees provide for a very high degree of protection. It should be realized, however, that these structures are vulnerable in a number of ways, especially during high river stages. Overtopping of a levee during a flood equal to the design flood could occur by degradation of the levee from excessive erosion by wave wash. Current scour and seepage through the levees or under them also threaten their stability. Wave wash or current scour could conceivably occur even at lower stages. To be prepared to cope with such occurrences, personnel charged with responsibility for maintenance and operation should become familiar with the general regulations in Appendix B. Supplementing these regulations are detailed instructions of flood fighting, with illustrations and typical photograph, included as Appendix C. 12. Periodic patrols. Periodic patrols of the levees and floodwalls should be made by responsible personnel for assurance that these structures are not being encroached upon, that the levees are not being degraded, and that undesirable growth of vegetation is not taking place on or near the structures. 13. Continuous Patrols. When the river reaches a stage of 24 feet, continuous patrolling of the levees and floodwalls should begin. The locations of potential danger zones should be ascertained to permit prompt action and correction of any condition, which endangers the integrity of the levee or stability of the floodwalls. It should be noted that stages mentioned in this manual are based on the Dubuque gage with zero elevations 585.5.. 6 14. Gatewells. Following is a list of fourteen gatewells in the project, the size of gates, and the rising river stage indicating that the gates should be closed. The locations by stationing may be determined from the as -build drawings of the project furnished the city. The following table replaces that in the original O &M manual. Location Station Size Closing Stage Hawthorne St 80 +10N Twin 84" x 84" 14.0 Pump station Roosevelt Street 46 +61N 84" RCP See note A Hamilton Street 39 +78N 48" RCP 14.0 Dock Street 27 +05N 48" RCP 14.0 Bee Branch 38 +35 Twin 144" x 144" 12.5 Pump station Eighth St sewer 68 +06 78" RCP 12.5 Cooling water 68 +49 48" welded steel See note 1 emergency discharge pipe Power Co. intake 69 +20 66" x 66" See note 2 V -C Chemicals 88 +20 24" RCP 23.0 Power Co. discharge 92 +77 78" RCP 22.0 Fischer Cold Strg 108 +30 24" RCP See note B Dodge St sewer 131 +20 84" RCP 12.5 Maus Park pump 169 +24 48" RCP 16.0, See note station San pressure sewer 181 +00 30" RCP See note D Note 1. This is a butterfly valve located in the power company's seal well and is to be closed when the gate at station 92 +77 is closed. The power company's condenser system pumps will provide the head necessary to discharge the cooling water over the levee through the emergency discharge line. Note 2. Personnel from the power company will regulate the intake water by opening and closing the gate as required. The gate should be closed if a rupture occurs in the flume landward of the gatewell. Note 3. Not applicable. Note A. This is a pressure gravity line due to its high elevation inverts. This gate is to be left open unless a break occurs. Note B. This gate is no longer to be regulated. This section of I -wall is being covered with earthen fill. The gate will be left in the closed position at all times. The gate can be returned to service in the future if ever necessary. Note C. This gatewell closure is revised to 16.0 in lieu of 12.5 in the original O &M manual. Note D. This gatewell was taken out of service. The 30" pipe no longer routes through the levee. The gate - closing operations must be completed by the time rising river levels reach the stage indicated above. The City Engineer or the Superintendent should evaluate the daily rise of the river and the time and manpower needed to close the gates at each of the stages `indicated above. The following paragraph provides information on gate - operating procedures and operating time for opening and closing the gates. 15. Sluice gate operation. The sluice gates and pedestal lifts for the interior drainage system and pumping stations were supplied by ARMCO. All gates, except for those on the cooling water emergency discharge line, station 68 +49, and the sanitary pressure sewer, station 181 +00, have hand -wheel lifts. The latter have butterfly valves rather than sluice gates, and have manually operated hand -wheel flood stands. The cable and drum operation of the sluice gates in the Bee Branch pumping station have been retained from a precedent local project. The following information on the pedestal lifts covers the operations characteristics of the models on the project. Maximum crank turns for Model Gear ratio 1 foot of gate movement CPE -12 12:1 576 CPE -4 4:1 192 CPE -2 2:1 96 16. Closure structures. The tabulation below lists the size, location, and river stage and elevation of the sills of thirteen single -leaf closure structures. The miter -gated harbor closure is considered in paragraph 17. 8 The following table replaces that in the original O &M manual. Station Vicinity Gate size River Stage 44 +32A 9' x 18' 24.5, See note E 50 +32A 9' x 18' 24.5, See note E 52 +13A 8' x 16' 24.5, See note E 86 +15A 8' x 16' 24.5, See note E 88 +38A 9' x 18' 24.5, See note E 69 +28 8'4" x 4'6" 25.5 71 +87 8' x 18' 25.9 105 +29 8' x 18' See note F 110 +31 8' x 13'9" See note F 116 +32 12' x 18' 21.5 124 +38 12'4" x 4'6" 21.1, See note E 126 +70 12'4" x 4'6" 21.1 15 +72W 12' x 18' 21.4 Note E. These-gates have been rehabilitated by the City. Note F. These gates no longer exist. The gates were removed during the riverwalk project and were infill with concrete and then covered with earthen fill. The gates should be inspected each spring to insure that the rubber seals are not worn, that the hinges are not binding, and that all the necessary hardware is available. The gates should be closed and bolted in place, and the seals should be inspected for watertightness and flexibility at this time. 9 17. Harbor closure. The harbor closure is located across the entrance to a commercial harbor, known also as the Ice Harbor. It consists of a structural steel miter gate with concrete abutments and a miter sill, located between two sections of hydraulic sandfill and I- walls. This structure is founded on wood piling. It contains gate- operating machinery and a pumping plant with two units, each rated 3300 gpm at 25.25 H total dynamic head. During high river stages, the gate will be closed and the harbor will act as a ponding area, kept at a non - damaging level by pumping. The circuit breakers for the entire structure are located in the pumping station in the south abutment. They must be closed to activate the equipment being tested. a. Preparatory operations — miter gate. (1) Gate operating machinery. Check oil cups and grease fittings; fill with lubricants recommended by manufacturer. Grease sheave base under sweep of gate operating beam. (2) Miter gate. Check grease fittings; fill with lubricants recommended by manufacturer. Check pintle grease pipes for ruptures and evidence of escaping lubricant. Such rupture and lubricating failure may ultimately cause binding of the pintle bearing and prevent closing the gate. (3) Periodic tests. Intervals not to exceed 90 days. From the control panel on top of the south abutment the leaves may then be swung to partial or complete closure as desired. Bring leaves to recessed position and deactivate station. Open circuit breaker inside pump station. b. Flood conditions — miter gate. To decrease the length of interruption of passage through the structure, there may be a tendency to postpone closing of the gate and initiating of ponding potential until a river stage of 16 feet or even 20 feet is reached. As the flow into the harbor from a heavy, prolonged rainstorm greatly exceeds the capacity of the pumps, the following rules are recommended for guidance: Do not close gate. (1) River stage 16 feet (a) Local heavy showers, river stage forecast 17 feet: (b) Local heavy showers, river stage forecast over 18 feet: Close gate, pump harbor. down to 10 -foot stage. (c) No precipitation, river stage forecast over 18 feet: Close gate, pump harbor down to 10 -foot stage. 1 0 (2) River stage 17 feet (a) River stage forecast over 18 feet: Close gate, pump harbor down to 10 -foot stage. The stage - equalizing gate located on the river face of the north abutment must be closed to prepare the harbor for pondage. c. Recessing the miter gate. After a flood peak, the river may recede to, and for some time even fluctuate about, some intermediate level lower than the 18 -foot flood stage while the harbor is still at some discretionary lower stage based on local experience and evaluation of precipitation forecast. As the gate cannot be operated under unbalanced pressure, the stage - equalizing gate located on the river face of the north abutment must be opened some three days before a non - damaging river stage is anticipated. After stage equalization, the gate may then be recessed and the station closed down by reversing the order of steps taken to close the gate. 18. Sandbag closures. In the event of extreme high water, stage of 29.5 or higher, a sandbag closure will have to be placed across the tracks of the Illinois Central Railroad and the Chicago, Milwaukee, St. Paul and Pacific Railroad at approximate station 180 +96. At approximate station 4 +50NA near the Eagle Point Bridge, a similar closure must be places across the tracks of the Chicago, Milwaukee, St. Paul and Pacific Railroad at 31.5 -foot stage. Coordination with officials of both railroads must be carried out prior to closure. The sandbag closures should have a minimum top width of 2 feet and a minimum base width three times the height of the closure. 19. Hawthorne Street pumping station. When the river approaches the gate closing stage of 14 feet, the station operator should review the manufacturer's operating instructions as furnished under the original construction contract. He then closes the main circuit breaker, closes the sluice gates in the gravity outlet, and starts the pumps as described in paragraph 10. The controls are set for three sequences of pump operation as follows: Sequence A. Pump No. 1 starts at El. 601.5. Pump No. 2 starts at El. 602.0 and runs in parallel with pump No 1 Pump No. 3 starts at El. 602.5 and runs in parallel with pumps Nos. 1 and 2. Each pump stops at El. 600.0 Sequence B. Pump No. 2 starts at El. 601.5. Pump No. 3 starts at El. 602.0 and runs in parallel with pump No. 2. Pump No. 1 starts' at El. 602.5 and runs in parallel with pumps Nos. 2 and 3. Each pump strops at El. 600.0 Sequence C. Pump No. 3 starts at El. 601.5. Pump No. 1 starts at El. 602.0 and runs in parallel with pump No. 3. Pump No. 2 starts at El. 602.5 and runs in parallel with pumps Nos. 3 and 1. Each pump stops at El. 600.0 11 When the river recedes to El. 599.5 a. Open the sluice gates in the gravity outlet. b. Repeat, in reverse order, the steps taken to activate the station. c. Turn pump control switch to "Off' position. d. Retain main circuit breaker in `On" position. e. Inspect, oil and grease plant equipment, restore tools to proper places, and replace supplies. f. Remove fire hazards. 20. Bee Branch pumping station. This open -air pumping station and and he ad acent contr the of shed have been retained from a preceding local project, modified arg nch addition of a 24 -inch axial flow pump, rated 20,000 gpm at 25.4 feet TDH. New 6 The h4- butterfly valves and operators have been provided for the two 90,000 gpm pumps. inch pump has an automatic siphon breaker. It will use the preceding level control. The winch - operated sluice gates and the two older pumps have for years been started and operated by manual controls. This procedure will remain in force. When the 24 -inch pump is turned on it will operate automatically to keep the ponding area at El. 592. Preparatory and trial -run operation are standard procedures described in paragraph 10. 21. Bee Branch Pumping Operation. When the river approaches the gate - closing stage of 14 feet, the station operator should review the manufacturer's operating instructions furnished under the construction contract and determine that the 72 -inch sluice gate in the 8 Street manhole is closed, diverting the flow into the ponding area. He will then: a. Close the Bee Branch sluice gates. b. Close the main circuit breaker. c. Push the start button on the motor control panel. d. If it rains, start the 60 -inch pumps. The maximum ponding stage is El. 602.0. When the river recedes to the 14 -foot stage and continues falling: a. Open the sluice gates in the gravity outlet. b. Repeat, in reverse order, the steps taken to activate the station. c. Turn pump control switch to "Off" position. 12 d. Retain main circuit breaker in "On" position. e. Open the 72 -inch sluice gate in the 8 Street diversion manhole f Inspect, oil, and grease plant equipment, restore tools to proper places, and replenish supplies. g. Remove fire hazards. 22. Harbor closure pumping station. a. Preparatory and trial — run operations. These are standard procedures described in paragraph 10. b. Flood conditions. There is a tendency to retain access to the harbor as long as practicable, and hence to delay as late as permissible before the harbor is converted into a ponding area. Consequently, some discretion is warranted in selecting the river stage at which the miter gate must be closed and the pumps set in operation. As described in paragraph 17b(1), stages of 16 to 17 feet may be considered, depending on precipitation and the forecast of ultimate flood crest. It is not advisable to delay closing of the gate until the damaging 18 -foot stage has arrived because the runoff from a heavy local rainstorm greatly exceeds the capacity of the pumps. When the river approaches the selected gate closing stage, the station operator should review the manufacturer's operating instructions as - furnished under the construction contract. He then takes the following steps. (1) Close the equalizing sluice gate on the river face of the north abutment. (2) Close the miter gate (3) Open the sluice gate in the pumping station intake (4) Close the main circuit breaker. (5) Push the start button on the motor control panel. When the river is receding towards the non - damaging stage, it will require about 72 hours to equalize the pressures on the miter gate so that it may be opened. Thus it will require experience and good judgment in selecting the best time to close down the pumping station. It is recommended that this would be three days before the non - damaging river stage is anticipated, and the necessary steps are in the reverse order from starting the station, thus: a. Push the stop button on motor control panel. b. Retain main circuit breaker in the "On" position. c. Turn pump control switch to "Off' position. 13 d. Open the equalizing sluice gate on the river face of the north abutment. e. When the gate pressures are equalized, at or below the non - damaging stage, open the miter gate as described in paragraph 17. f. Inspect, oil, and grease plant equipment, restore tools to proper places, and replenish supplies. g. Remove fire hazards. 23. Pumping station at Maus Park. When the river stage is predicted to exceed 18.0 feet, close the gravity gate at river stage 16.0 and start both pumps. Place pumps on automatic operation, which will take the forebay down to elevation 596.0 when the forebay reaches elevation 596.5, pump No. 1 will start and pump No. 2 will start at elevation 597.5 and pump the forebay back down to elevation 596.0. The pumping station operator should review the manufacturer's operating instructions as furnished under the original construction contract so that he can closely monitor the operation of the pumping equipment at the start of pumping. The following procedures govern the placing in service and operation of the pumping station during floods. a. Assure that the main circuit breaker is in the "On" position. b. Turn the storm pump control switch from the "Off" position to automatic.. c. Close gravity sluice gate. d. When the pumps start to operate, maintain the station as follows: (1) Keep the trashrack clear of debris. (2) Assure that pumps receive proper lubrication and correct any conditions indicated by undue noise, vibration, or overheating. 24. Maus Park Pumping Operation. When the river stage is falling and falls below river stage 16.0 feet (elevation 601.0), pumps shall be taken out of operation. With the continuation of receding stages, the following operations shall be accomplished at the station. a. Open sluice gates on gravity sewer. b. Retain main circuit breaker in the "On" position. c. Turn stormwater pump control switch to "Off' position. 14 d. Inspect, oil, and grease plant equipment, restore tolls to proper places, and replenish supplies. e. Remove fire hazards. 15 IV — INSPECTIONS, TESTS, AND OPERATIONS FOLLOWING FLOOD PERIODS 25. General. Immediately following a flood period or as soon as conditions permit, the Superintendent should initiate a general cleanup of all flood control facilities, make a general inspection of the project, and repair all damage to the project works. Demobilization of flood control activities should include the release of emergency personnel, an inventory of supplies, and cleaning, storing, and replenishment of equipment and supplies. Procedures will revert to ordinary maintenance. 26. Levees and floodwalls. As soon as practicable following high -water periods, the Superintendent shall initiate a program for repair of all damage to the levee and the riverbanks adjacent to the floodwalls. The repair program should include replacing embankment or riverbank materials in eroded areas, relaying or replacing of riprap in disturbed areas, resodding or reseeding of damaged sodded areas, and the correction of any settlement or bank - caving conditions affecting the stability of the floodwalls. 27. Drainage structures. As river levels drop to the stages indicated in the tabulation in paragraph 16, the sluice gates should be opened as soon as possible. Immediately following the flood period, all gates and structures should be the subject of inspection and cleaning to assure that they can function properly and to determine the extent of any damage, which may have occurred. Necessary repair should be completed as soon as possible. 28. Closure structures. When floodwaters fall below the elevation of the sills of each closure structure as shown in the tabulation in paragraph 16, the gates should be opened as soon as possible. If the post -flood inspection reveals defects or damage to any components of the closure structures, such as the toe drains, slope protection, or concrete abutments, the condition should be corrected as soon as possible. 29. Post -flood report. After each flood, the Superintendent shall compile a post -flood report and forward one copy to the District Engineer, U.S. Army Engineer District, Clock Tower Building, Rock Island, Illinois 61201. The report should be a complete flood history. It should include a log of operations, a daily tabulation of river stages; a discussion of pertinent factors in operation and maintaining the project, and any other useful information. Operation and maintenance factors should include problems encountered, weather conditions encountered (including effects of ice on operation), damage incurred, repairs required, and other significant factors which occurred during the operation and maintenance of the project during the flood period. The report should also include a summary of the time and cost of manpower and the quantities and costs of supplies and equipment, which the protective effort required. The post -flood report, if properly recorded, well- documented, and readily available to responsible officials, can prove invaluable in planning for future floods. 16 30. Semiannual report. In addition to the post -flood report, paragraph 208.10(6) of the general regulations, Appendix B, the Superintendent is required to submit a semiannual report to the District Engineer, covering inspection, maintenance, and operation of the protective works. The importance of regularly scheduled inspections and preventive maintenance activities is stressed as being the principal insurance against major problems arising during floods. 31. Report Format. A copy of a suggested report form, which indicates the project features that should be inspected and reported on, is shown as Appendix F. The inspections and report should be made in the spring before the normal high -water season and in the fall. 17 As -Built Drawings A P P E N D I X A INDEX OF DRAWINGS SHEET NO. DWG 076 TITLE OF DRAWING SHEET NO. DWG NO. TITLE OF DRAWING SHEET NO. DWG. NO. TITLE OF DRAWING ' GBEML WAR NUS NAMI3IME STREET RRNING STAM ON ' 11LN1 4 0 n.n Inn. 11 •D r 00 1 . uM ELAA An NDNU n - - .. Al. _ , 4 DIM D[Dm r.17 . ORNef.110 1.4u1A01312MI1211.0 I4,, • • 771 .0 .110111.131 ne A. .0,. n. • 4 A3..1 31.4111 a . • ULW1•DII11D0MU • I.,. • • .D. DETAILS DETAILS n DBRE GATES 1q. n IG0 • I1.D11 Mu] Dn un 13341.1111171117 DI “.11 001 1.11107.110 0.1177 DATE 11.7.17101 Ato 11v- BEE RANCH PINPI14 STATI W AM POOI AL AREA An ..1. 1w .D ung1.>°I. n MISCELLANEOUS 11 r r .7.. 1.1101 Lon •0/3 ALTERATIONS TO DIVA. MIT 0.117. AS 012,1 01/1 .4104 MA 0/0 la .rlC A r It 16/. .III rN NALL ALM.. 210 DETAILS MIKA MU ton AD/ 4 ViloscAlin 11 1.010.1 III ul. 7311 MAILS AI WIMUNM 111 . • R.O®IILLS 37A ID /.A Mr33fUXWU].[MIV,C100 - SETA1U A. ..0 Ell.. 10.70.7 DL 042/1.100017 - ILTM MST 011 YD LFl[A NOTES: R1V[R _e0UN01NGS M - e Sr S.z To ae0.z� �• - «• s[Pr rI ED ..0 11201110. RnO.LL ALIEN • ELIA SAM • Mr N[LLIATDN DETAILS ..I. 192010111.1. ILI.. - MNM MAIM C11ESEULS A ORAINACE STRUCTURES 3. PLY-1 LD11LT ..0 .10.12 n. C SPOIL ARCA NO.2 CITALANDFILL ' O SPOIL MILE N4 N./ .r.wA.� mrrrDL .uNn KANSAS MINNESOTA VICINITY MAP 3 u 1.. . xe... T� PROJECT LOCATION WIxoNAIN MISSOURI ( 330303 eWR 13 W.nl+ 73.73- 7- 4G S U S " WIS. AC v 4 . . e ms ' J �so oGO�oaris IOWA .. �oaa0000c ° a ©� �� pOS]. -Inr n - r r Q U ILLINOIS E 6 I6 1W Ar Cm Made' rA 6J3O4 :add /,/• OLP - I 6 % r6 Jn .N✓3x .OLP -/J.. M S.s /a✓w.A7 c6Mm)c {MI6 70 1070 114/6 •/- 0.04 C0•r.cN3.33 [ •[•.4. n Row.. 130 /• of 3/33.I. -Add sp/14rv.. CORDS 01 ENGINEERS. U. A ARMY ann. 7.171.017.20.2014. MISSISSIPPI RIVER DUBUQUE, IOWA LOCAL FLOOD PROTECTION GENERAL PLAN • .39TAmx x.. OFFSET DISTANCES IN FEET FROM C.B.L. TO IF, OF NEW OR IMPROVED LEVEE STATION sfEaorA 3.33 e 11.473.1 324420741.4110) ]44.4e4(Bq • 2..40N OFFSET AOL IOR ]OR 2. II ISA FOR SR STATION OW7N 77 136 .NAA OFFSET 002R SOR SOR SOAL 1033. SOL STATION T .4276 73.830 4, 11A(AND) ISAL ILA •.]L 3AR 32•ase3(000 p FOR FLOOOwALL ALIGNMCNT sec 04.3 -1 • 4 Cl) roR FL000WALL ALIGNMENT See OLP -1 341 ® Ion FLOODWALL ALIGNMCNT see oLP -1 342 6343 / 0 FOR IL0ODWALL ALIGNMENT SEC 01.1 2 43 see 0LP-I Io s 3. 0 /3 P. WS DETAILS OF TRAVERSE CURVES. AND A C.B.L. TS SHOWN FROM ANC A OEIMATe CONSTR T UC • Lev. ]S• R]veRWARD FROM A . • .• LANDWARD • •• El V.W.111 1-SEP -1001 0111 1:proIsclsele 1s1P11s001.0y1 MISSISSIPPI RIVER. 100 0u0u00E LRCu FL000 PROTECTIOS PLBI-09 LEVEE REPAIRS 2001 COVER SHEET N W u.5. AHYY 0450 50 OIISIOICT ROLR P15 *01). w 1111 0015 MsIoma err DIN Ore. Syr NPP wesa °n DW err 04 SEP 2001 scalsl AS 5H01111 Maisel cm: F1 Sol Ici tot. Ammer Lel o 77 Ka sL .A lens 1/6�n/ META ne uru`w 1 rrrrrnY Mahn hate rum 9. Seat crm.i n i�z er " l L_ 1 - 7•0f b °aa INDEX OF DRAWINGS SHEET REF. NO. SHEET NO. TITLE OF DRAWINGS 10 1 COVER SHEET %2 2 VICINITY MAP, INDEX AND LOCATION PLAN C7 3 LEVEE PLAN AND PROFILE STA.8 +00N TO STA.95 +00N C2 4 LEVEE PLAN AND PROFILE STA.9S +0oN TO STA.70 +00N c3 5 LEVEE PLAN AND PROFILE STA 78 +00N TO STA 61 +00N 64 6 LEVEE PLAN AND PROFILE STA. +00N TO STA.31 +00N C5 7 LEVEE PLAN AND PROFILE STA. 80 +23.64 TO 5TA. 94 +00 C6 8 TYPICAL 4' WALKWAY SECTION C7 9 LEVEE PLAN AND PROFILE STA. 64+00 TO 517.80 +23.64 co 10 LEVEE SECDON AND LEVEE SECTION AT STA. 66 +20 TO 67 +70 C9 11 GATEWELL PLAN AND SECTION STA.131 +20 CIO 12 LEVEE PLAN AND PROFILE STA 61 +00N TO 5TA. 27 +00N C11 13 HEADWALL SECTIONS, STA. 53 +50, 40 +00 AND 27 +00 P So 6 5 4 3 2 RIPRAP PLACEMENT ALONG WALKWAY STA. 93+00 THRU STA. 93 +70. SEE SHEET C5 RIP - 4P PLACEMENT ALONG WALK Y 5TA. 1+000 THRU STA. 31 0N. SEE 50661 C4 I O W A G R IPRAP PLACEMENT ALONG WALKWAY STA. 73+00N THRU STA. 101+004. SEE SHEETS 01.. C5,AND C3 d�l ® .010111.10M 7 pO.A r0« - A T, 0011 1.10 LAS Masao WIS. RIPRAP PLACEMENT AT REE OUTLET STRUCTURES E 596615 C10 700 C11 M @9 WAWA ru5ir • [1151 IM - r OF OT SUM 1,0110 6.0 moss Nu • MIMI WWI UN 11.110 1W 9111111 O RIVEN art ILLINOIS u E LEVEE REPAIR AND RIPRAP PLACEMENT STA. 63+20 THRU STA. 67 +70 AND RIPRAP AT AND CB RIPRAP PLACEMENT ALONG GATEWELL STA. 131+20. SEE SHEET C9 � • o � a III qiimma PROJECT LOCATION VICINITY MAP is . M is NOTES: 1 RIVER SOUNDINGS NILE 5702 TO 5022, '5014000 20,SCPT. IS15, ARC A 9115!. AT 7112 ROCK ISLAND DISTRICT 01.11[[. sneer NO.20.11 POOL 12 A R c D I E F H US ET1 1 n e Corps "o4e+r titan° A 1 x 5 8 � � Reference Number: X2 8 P 5 4 STA 6.00NA END ROADWAY SURFACING PLACE RIPRAP IN THIS LOCATION. FULL LEVEE HEIGHT. STA. 100+002 RIPRAP REPAIR AREA SEE SHEET 06 (i .0 RI* EXISTING SHEET PILE CUT -OFF WALL P.0.1..1019 0N. 0 +00NA O BERM m � CONC. ELK. BLDG. Zi! Q 1 1 � P I t _ — MISSISSIp PI 60614 LIMITS -- QUARRY II PL 1 +33E !IA B 41" LINf�� EXISTING 4' WALK PLAN C I ]UCC ix [CT RIVER 2 e PROFILE 0 +00NA Rat 101 +4GA11. 0900NA '03•CON SCrOCN 90 0019 97MON 96f0019 6 A A B B C c 0 D E F G H H US Army Corpa of Eng Ineera fi a 3 6 a 6 3 29 g $8 0 Y 2 SID se c L fte Shea+ N3mber: c1 EL 6210 E L -- EMI E l - � - -_ —_ _ DESIGN LEVEE — L6209� 820 619— - 610 — - EXISTING LINE LINE LINE W9ITAM (WAT1L BASIN HYDRANT OR TELEPHONE OR TELEPHONE POLE LIGHT .S LEGEND NEW WORK ' -_ DESIGN ��R ...a � FLOOD- MEMO 621 621 UNDERGROUND am 3.6991 OWC9 MOWS POLE LINE (OVERHEAD) SOWER -- p - -- POWER -_w--- WATER AREAS 1114411 EXISTING GROUND AT .-L ANDSIDE. TOE BERM 1c� ELEVATIO (AT 615 610 � jj 4 TOE OF LEVEE) ail 605 —X —X— FENCE 505 — 0 MANHOLE OW MANHOLE O 100 — CATCH 0 FIRE 0 f POWER POWER GUY 095 la STREET ` v J , RIPRAP © 9UIL0IN an • ...� GROUND ¢, LEVEE' IS•RCP. �� j 111 800 .95 990 • EXISTING CE•CLP. ul I L C P 5 4 STA 6.00NA END ROADWAY SURFACING PLACE RIPRAP IN THIS LOCATION. FULL LEVEE HEIGHT. STA. 100+002 RIPRAP REPAIR AREA SEE SHEET 06 (i .0 RI* EXISTING SHEET PILE CUT -OFF WALL P.0.1..1019 0N. 0 +00NA O BERM m � CONC. ELK. BLDG. Zi! Q 1 1 � P I t _ — MISSISSIp PI 60614 LIMITS -- QUARRY II PL 1 +33E !IA B 41" LINf�� EXISTING 4' WALK PLAN C I ]UCC ix [CT RIVER 2 e PROFILE 0 +00NA Rat 101 +4GA11. 0900NA '03•CON SCrOCN 90 0019 97MON 96f0019 6 A A B B C c 0 D E F G H H US Army Corpa of Eng Ineera fi a 3 6 a 6 3 29 g $8 0 Y 2 SID se c L fte Shea+ N3mber: c1 ON- STA4a00W I0B5 TRAVERSE N ANAHE IM HOMES IN IS . PONDINC AREA OCCONDARI REMOVE TWO BURIED FUEL TANKS a\ M NICI N AL S POOL G Fzti I ±� NMPM 9TA p T N I 4 TA oa•aoN MN ROADWAY PIACINO, SEE OW6. LP -I'; T E AND POWER LIN 50 RELOCATED T BE RELOCATED BY OTHER 3o • EPEE. PIPE CATCH BASIN TO BE REMOVED WORK LIMIT 020 B2? 00 509 BLDG TO BE REMOVED BY OTHERS., SOO La00N EXISTING STAIRS WORK LIMIrS o� \ E%ISL INLET �o I N RACE 9NED. I I \` 7 /� \ ( CL:D:A te /% MUNICIPAL / TR CAAj NT / SS /SS EXISTING 4' WALK P •/ •00 FOOT 5T)TION5 ALONG EBBS TRL•IEPSI L or PROFILE RIPRAP REPAIR AREA ITYP1 SEE SHEET CS R / V E F G REMOVE LOOSE RIPRAP FROM BOTTOM OF OUTLET STRUCTURE. EXCAVATED RIPRAP TO BE REUSED ABOVE AND ADJACENT TO OUTLET STRUCTURE BOWLING ALLEY 4 ONRI WORK AREAS EEC BIB BOO R L IMIIIIIIII -- — - -II -- —' — -- —111 . 111111111EMENEESIII itR - . ' N 00. . A _ 4 TO n IN i OE D AIN MS_ TOC DRAIN RISERS I EXIS ..UND g EEL UL I,h II es 'ia nr IeI L. e,i Yas I , .IZ•PIIC ■■' 'e� I FESL N 3 L 9 r' wsln �PI AT IIPT[AP 9• NI v I' L'l3 iI �LL 3�'LLf,O nNN 1 Y15 r / LAN �TEEL - DE TOE DRAIN EL. B02 i 1 � � ,. m.... DDx CULVCPT PUMP S -� Wr ��"- �e� sso, ■ " rE_ °u6. -" I 'EL P05.0 Y.L. 5,52 Em00N L L_ GEND TBaa ON- STA4a00W I0B5 TRAVERSE N ANAHE IM HOMES IN IS . PONDINC AREA OCCONDARI REMOVE TWO BURIED FUEL TANKS a\ M NICI N AL S POOL G Fzti I ±� NMPM 9TA p T N I 4 TA oa•aoN MN ROADWAY PIACINO, SEE OW6. LP -I'; T E AND POWER LIN 50 RELOCATED T BE RELOCATED BY OTHER 3o • EPEE. PIPE CATCH BASIN TO BE REMOVED WORK LIMIT 020 B2? 00 509 BLDG TO BE REMOVED BY OTHERS., SOO La00N EXISTING STAIRS WORK LIMIrS o� \ E%ISL INLET �o I N RACE 9NED. I I \` 7 /� \ ( CL:D:A te /% MUNICIPAL / TR CAAj NT / SS /SS EXISTING 4' WALK P •/ •00 FOOT 5T)TION5 ALONG EBBS TRL•IEPSI L or PROFILE RIPRAP REPAIR AREA ITYP1 SEE SHEET CS R / V E F G REMOVE LOOSE RIPRAP FROM BOTTOM OF OUTLET STRUCTURE. EXCAVATED RIPRAP TO BE REUSED ABOVE AND ADJACENT TO OUTLET STRUCTURE BOWLING ALLEY 4 ONRI WORK AREAS EEC BIB BOO R r `- N h F r..., IN ME Us Army con. PRA P°rJe ,Iona - ct PLACE RIPRAP IN THIS LOCATION. FULL LEVEE HEIGHT. STA. T3+OON ' / / YAPINA ll / 7. CHANC T 2001 IAa8 . Al 0 / _ f ' m� RIPRAP REPAIR AREA = 00, V1 (TM) SEE SHEET C6 . I 1 elf 1 / EXISTING LeveE i # Oil 1., , 42 _ ib Jl� I " � --- �, � 3 0win �� • / 1 EXISTING 4' WALK ee ifs � ' ,? j/ - _ ryas rA`�FPSF _ _ a • 0 I//F/ PI T4.]4.3 -6010~ _ _• ' J 1 _` q A�A Air 7 MPS LIYff9— / 7 ,/,,,,,..z.,& I . 111 . dr / 11. l N TATTASN y / _ • _� i i _ } E %ISTI NC L vEE _ ,1111110 \ I Il' ABLES 1�• • _ � ._ 11 � � 1 C i - � ,7 i .—.--.'----4 �' ,` _ 09r.. 1 N / , 11 T 0. i r 1 1 Pralcl cm: FPI4 er 0ACV25 01 - B - 0023 I90. 0'-00 YA TpI NE / 1 PLAN �I / S '' 1 I I I 1 / N. 108 M0 eo 0? q 1 a ' s uLe IN FEET — - -- !"' EL0E01 i' DESIGN LEVEE -- - ---- ELEVATION ---- - - - - -- _____ 7'""'"/__ ---- --- -- - �^7T „ EL U.S. ANMT ENNC I 0�1 0000 0510 , 1111E 015 T''' __ _ T" I''> Tmr — DESIGN FLOOD -ELE.VATION 003 ` LEVEE� Bu / - ---- GROUND 1100 2101) Inflva l: 3 /.3. 1333 NI NOII • 000 MISSISSIPPI RIVER. IOVA OUBUOU0 LOCAL FL000 P803ECTIQI 104-09 LEVEE REPAIRS 2001 LEVEE PLAN AND IOFILE STA. 78+OON TO 61 +OON / 9es . /. SOB 900 70+00N 79100N TC+OON GSNON !ARGON Ico r000 SrAT:GNS ALGNG 1009 TSA G: C LIIIE PROFiL1E LEGEND Sheet - RNumber :. C3 re; 4: WORK AREAS P 5 4 2 A A B B D E E F CUR RENT /J. /0 ° 00'00" a R °573. 0'- =30 °53 0o'' L=308.8' T= /59.3' R•C. = //. 6 27./N R. T.= /� *35. 1965 TRAVERSE 7 1964 'TRAVERSE CONTRACTORS WORK LIMITS--> STA.20+00 N L '`) EXISTING 4' WALK RIPRAP REPAIR AREA ITYP) SEE SHEET C6 PLAN 100 200 1 SCAu_E iN rEE / CONTRACTORS � WORK LIMITS P.I. SFA. 'B'7• OA` - 20 P. I. STA. 2B +60.3 1. LANDWARD STA. 30 +00 OFFSET MST. IN FEET FROM C.B.L. AND TANGENTS TO tOF NEW LEVEE STATION C.B.L. CB.LTO LEVEE TO LEVEE TANGENT TO TAN. 14 +35.9N 14.5R 0 145 13TOO 19.OR 16.1 35.1 I - I +SON 16.OR 0.5 16.5 1l.+27.IN 16.78 0 16.7 R-RIVERWARD LEGEND A WORK AREAS A I 8 1 C 1 0 1 E 1 F 1 C H fl US Army Corp. oP Enolneers s a a 2 2 5 8 IER A 6 X 2 2 Sc 0. RN Nu �. ewPNSHM PILING CLUSTER', P INOOSING E ORR LIMITS TRANSITON EXPLOSIVES MAGAZ�2 fR3 n TO 9! RCAIOVEO 81 DTH sm.e2.e c P: BEGS w,v R EMOVE EXISTING CONCRETE SLAB o'wn o�ia CATEWELL SEE DWG. OLP-3 a. STEEL HDPPER RELOCATED . BT OTHERS P WINCN eE B OTM[ P,I �, • \ ` • r .E�� ; 14•R C.P. L WEI NEAR CGNVEVOR 1 'W' �� A,ea +. s.pfA aC `� 3 . . . 3.32.' BR. .d s� • Le r GTAT.ONS - , :P..cf.I IL Npn Fi ,.E•.E ORKLMSTS II STA. t19.4.1 S1A10,-,T DUSTIN 4' WALK 1•••N 62•03 a .30 a 33 +3 a .33 . T P3-33 A9•00 90400 m n0 ++ n0 PI VIA 90.'0' 0A • ' / ,, ) o .3a. 0e11,R NAM /// 10.nlsen 3 iOF WALL ` - o / 1 EN ro W f . 9 SNEET PILE 4 Q n I 4•F'` EXISTING STAIRS RT. OF WALL ' � I � — SIGTM FLAG• ELEVATIO s -- — 12•NF W � E 'ISTIN U VEE la� •.,NH macR �/A;.?%h:�% r ��R/T % -`° � 'UFL nnln IS' I.C.R�•�IV — ' ■ EL.E0G.2 LW.NJSIDE TOE C ■ MANO4E 10 BOX SEWED II II PLACE 5' WIDTH OF NEW 18 RIPRAP ALONG HEADWALL SIDES AND 10' ABOVE TOP COMPLETELY REMOVE BROKEN SIDEWALK. UPSTREAM OF STAIRS. AND PLACE NEW RIPRAP TO ACHIEVE UNIFORM SLOPE PLACE RIPRAP ENTIRE AREA. DOWNSTREAM OF STAIRS. SEE SHEET C6 Y3 REFERENCE: 1. FIELD BOOR N-FC- 20-PAGCS Sa -Sa go •ELBIe3 EI SLELa.T LEGEND WORK AREAS US Army Corp. UQ gond 8 9 8 3 5 i Sr,e.t R NGTHOr C5 To, 3goari mom ewPNSHM PILING CLUSTER', P INOOSING E ORR LIMITS TRANSITON EXPLOSIVES MAGAZ�2 fR3 n TO 9! RCAIOVEO 81 DTH sm.e2.e c P: BEGS w,v R EMOVE EXISTING CONCRETE SLAB o'wn o�ia CATEWELL SEE DWG. OLP-3 a. STEEL HDPPER RELOCATED . BT OTHERS P WINCN eE B OTM[ P,I �, • \ ` • r .E�� ; 14•R C.P. L WEI NEAR CGNVEVOR 1 'W' �� A,ea +. s.pfA aC `� 3 . . . 3.32.' BR. .d s� • Le r GTAT.ONS - , :P..cf.I IL Npn Fi ,.E•.E ORKLMSTS II STA. t19.4.1 S1A10,-,T DUSTIN 4' WALK 1•••N 62•03 a .30 a 33 +3 a .33 . T P3-33 A9•00 90400 m n0 ++ n0 PI VIA 90.'0' 0A • ' / ,, ) o .3a. 0e11,R NAM /// 10.nlsen 3 iOF WALL ` - o / 1 EN ro W f . 9 SNEET PILE 4 Q n I 4•F'` EXISTING STAIRS RT. OF WALL ' � I � — SIGTM FLAG• ELEVATIO s -- — 12•NF W � E 'ISTIN U VEE la� •.,NH macR �/A;.?%h:�% r ��R/T % -`° � 'UFL nnln IS' I.C.R�•�IV — ' ■ EL.E0G.2 LW.NJSIDE TOE C ■ MANO4E 10 BOX SEWED II II PLACE 5' WIDTH OF NEW 18 RIPRAP ALONG HEADWALL SIDES AND 10' ABOVE TOP COMPLETELY REMOVE BROKEN SIDEWALK. UPSTREAM OF STAIRS. AND PLACE NEW RIPRAP TO ACHIEVE UNIFORM SLOPE PLACE RIPRAP ENTIRE AREA. DOWNSTREAM OF STAIRS. SEE SHEET C6 Y3 REFERENCE: 1. FIELD BOOR N-FC- 20-PAGCS Sa -Sa go •ELBIe3 EI SLELa.T LEGEND WORK AREAS US Army Corp. UQ gond 8 9 8 3 5 i Sr,e.t R NGTHOr C5 P 5 4 3 STA. 100+00N (ELEV. 600.0}1 STA. 73+00N (ELEV. 595.0.) SECTION PLACE 18" OF NEW RIPRAP ON EXISTING BEDDING /RIPRAP SLOPE. 00 NOT EXCAVATE FILL V01D5 WITH NEW RIPRAP 2 2 SCALE IN FEET 6 C6 AIM A% AM AI AM 6 C2 C6 3 C6 4 C6 5 C6 SECTION CI SCALE IN FEET TOP OF LEVEE: STA. 100+00N (ELEV. 621.O.1 0 • PLACE NEW 18 RIPRAP VARIES 4' ISTING 4' EX SIDEWALK VAVAVA STA. 73+00N (ELEV. 610.0.) VARIES EXISTING GRANULAR MATERIAL. DO NOT EXCAVATE EXISTING RIPRAP TO REMAIN BLEND NEW AND EXISTING RIPRAP STATION: 73+OON TO 1O1+O0N (11 AREAS) 1+OON TO 3+OON (2 AREAS) 93+00 TO 93 +70 (TOTAL AREA) NOTE: SECTION 'A' APPLIES ONLY TO SELECTIVE AREAS WITHIN THE STATIONS INDICATED. AS SHOWN ON THE PLANS. ACTUAL LOCATIONS FOR REPAIR WILL BE DESIGNATED IN THE FIELD BY THE CONTRACTING OFFICER A A 1 B I C c I D E I F O US Army Corp of Eno:neer. of Vr ° II fi e 6 S 1 g e • 6 55008 R NYt e i r 1 C6 / EL.6t2 DESIGN VEE EL • Ie.N DESIGN .E ELEVA _ ION < ; — i t i IE& FI � FLOD O a ON - - -Y -- l gd VEE Mil ■� 1 �� = �� TOE DRAIN ,.B.3B� RISER _ — _ DESIG laxly I111111W •N0 Box EXISTING X 011, 2 PIP e111 \ L BOLO RI - _�- A.IM__ 1 PLUNL — NI� I DE TOE iZAIN INTAKE � ,y> 1. =I - DOLING WATER 7 NM 1161111 El U 7 2 6 5 4 3 A B RIPRAP REPAIR AREA STA. 63 +20 TO 67 +70 REMOVE DEBRIS AND EXISTING VEGETATION WITHIN WORK LIMITS RN LINIT3 TA' ace POWER PLANT MO TAT 2,710117, sL M RO. .w C C.1 PP.CFIL * N,L PUW • PLACE 0' WIDTH OF NEW 10' RIPRAP ALONG HEADWALL SIDES AND 20' ABOVE TOP. REMOVE ALL LOOSE RIPRAP FROM BOTTOM OF OUTLET STRUCTURE ,EWER WORN LIMIR>/ 73+00 z NLE CML 1\. CL.,I0F 9, r 3,A' Ir 20 LEGEND WORK AREAS 1 F I I H !1 US Army Cory* of Cnein UI E E 6 gEd ' $ 8 • SLL 0 n se 6 Reference NuODer: C7 Poet 13 5 4 A ! B ! I D ! E ! F A I B 1 C REMOVE EXCESS MATERIAL AND REINSTALL TO RESHAPE SUBCRADE NEW IB' RIPRAP 5' FILL WITII EXCESS MATERIAL TO DESIRED GRADE NEW 6' BEDDING VARIES 10' - 501 10 10 VARIES SECTION F SCALE I. FEET SCALE IN FEET \ V V `.. rL LEVEE EX151100 I0' RIPRAP ON 6' BEDDING TO REMAIN ABOVE ELEV. 012.0 In' PLACE MP OF NEW RIPRAP ON 6. OF BEDDING ON EXISTING GROUND LINE A C CB STA. 63 +20 TO STA. 66 +20 10 20' STA. 66 +20 TO STA. 67 +70 SECTION n C7J,C8 10 20' EXISTING RIPRAP TO REMAIN G I DES100 LEVEE ELEV. 619.1 6' EXISTING BEDDING I MATERIAL N U5 Army Corps aF Enoimeare y 6 5 0 2 5 5 4 i §b' 0 I i F154! 6 .k /SS /SS /PP/ A% 7E" HEADWALL FLAPGATE Ner iI ",Rc, New 2GR.CP- A GATEWELL Contro/ Tr'orerse } '3'e..af� 7 / PLAN suLe ree- I e PLACE RIPRAP TO ELEV. 604.0 ON UPSTREAM SI OF GATEWELL AND ALONG RIVE SLOPE. 00 NOT EXCAVAT T -WALL Preenst MN Srrt.42 !s 'rt SerOvaR Ca o Caves /, 'GrTV B/ Cond :f 0 E rinrerse ,. 70! 61 E SECTION f/F /R.5 cls 10 0 it SCALC � recr STA, 131 +20 PLACE RIPRAP TO ELEV. 604.0 ON UPSTREAM SIDE OF GATEWELL AND ALONC RIVERSIDE SLOPE 26 =0� See This J3ear F ELEV. 604.0 dos: I, B! ;ecP heod 4Sce.0e2:.ls owg. OLP-3 sa O H p 3 6 0 6 5 0 me 9: c Do $ Q+ Reperen N C9 Sree1.11a1 13 A A C D E F G H RP-8 tii� REMOVE flIPRAP . BOVOM EVA T RREUSED D FR BOTTOM RI PRAP TO R BE TO BE REUSED ABOVE AND AP ADJACENT TO OUTLET STRUCTURE REMOVE LOOSE RIPRAP FROM BOTTOM OF OUTLET STRUCTURE. EXCAVATED TO BE REUSED ABOVE AND ADJACENT ADJACENT TO OUTLET STRUCTURE �0 ` 1 1 1.078 - C , , GATEWELL 'I I «l Ras E,oln Corp e Di e eN ir ° 1 P. ,-'`.,._.�' -v ".571:%70'.4.01.7“. a..e C CI J- P£ O S TA CHANNEL Morino Tbrver , C1 ri.rl/n9 rnlr•/1 WORK LIMITS '� / wm't har 4ri �4 _ .- ,.rr e../ // - r.. CONTRACTORS ✓� K. P� j am - �� i e p GATEWELL 'A' GATEWELL 'B' �� ✓ Jam ✓ / ; \ • a s CONTRACTORS �. � ��._ —.� / / ' ` - . WORK LIMITS - %Sir / erA.00.a0u ° � ry _ _ - 1 . 11 111.11111.111 7 \ . OZ ]TA. S0.00N j P. t. ]'A-00RT'N / / U/ �a t ` II I /91 \` l / - 9415 TRW RS - - / %� 9TA.M• 00N \ � S A. i1 +OONPT arA,.o.00u CONTRACTORS 11 - �,, ' A4S1]ST WORK LIMITS • • / � N AI t P.1. ]TA.]e.e2.ISN TA' M' - 10' • i0/ l f / tie Um c to i ,v I ` CONTRACTORS 8 • 7 i I I ' c e liA WORK LIMITS X ' 4 i i ii o e eG. �,9 y3 aVN, OON Q %� I.� NW rte, N. 041 ; \I .:Y/ 1 '0 GG��"'GTa I N O U S T R I A LI:i; P A R K ; A R£. A G PLAN ' y ]B sz. as u.l 9, DW TIM MO .�e wul.w ��a wnw z 03 E - 2 eta am ifl ELAM.. "7'7 L,,.,. DESIGN LEVEE ELIEVATION - eL.axao ,,,. ais 0. / 5 , / 7 1 ,.,.../,., rr.^'v,•�sT?^r^nv,, - DESIGN F_OOC r �, /. ., ELEVATION ,.. . „,,,,,,,,,,,,,,,,,,,,,,,, ,....... ,,....,,,, ,,. ,,, ,,. ,,. y .,, y ,,,,..,. / ...�,,,�,,,,,,.�,,.,,,.,�,,,., ” , • -EXIS 7ING GROUND ar, LEVEE ,,,_,. " ... em s 1 e0] EA' R.GP ' eW e0O w 3 ]W ii r---- C.P. ]W MISSISSIPPI RIVER. 101IA DUBUQUE LOCAL FL000 P101ECTIW PLB4 -99 LEVEE REPAIRS 2001 LEVEE PLAN AND PROFILE STA. 61+OON TO STA. 27+00N RA. AS.4014 3 T4.27.05N O ITLCT INC. CL. SOS OUT CT INY. C. ]4122 OUTLET INY.CL Sp]_ ]Ye N 1. ON 50-.00N 51 OON S0100 93.00N 40 +DON OS.00N !O .00N 21 00N 100 FOOT ]TAT IONS ALONG MS TRAVERSE LINE LEGEND Re{etienRe NunbeY: CIO Sheet it et ta /�/ �/ / /�� /i /� WORK AREA A A C D E F G H PLACE lir RIPRAP ABOVE HEADWALL STRUCTURE. DO NOT EXCAVATE GEO — 6/0 — 600 - 5.90 — A PLACE 19 RIPRAP ABOVE HEADWALL STRUCTURE. - DO NOT EXCAVATE 7apEeist N.W. Et 602.2/ 10' fnv. • .592.811 En/S fiPftr E/.59.1,2t A 1 a rip rap i .•••0"" "161 54600.2 Ski 2 04 5/.600.475 6.3.94-78N c • .0estan Flood - E/.620./ la.27004N • .64620.2 Sta.3.94:7184 . • - El. 6/1.0 -1—EIROM 1 ' In 5 5 ;imp , 42 1 .. / avaz/ . 6 .,, R. ,, , A 0/ream) I. 01.1 imp:El-603.8 - 50 51.595.0 .9/a.27.04/4 steit4e 1 -- . • 79, x /.800.0 . -- — VO 4593./ .Sia:39.7519' ',e—aso,..- - • _ 4/30,g Or AZ.,.4! Wifheabber gaskeis - ft --..--.— /np.E/. 8.93.6 GATEWELL 'B' AND 'C' D SECTION 10 0 10 20 • //'t I SCALE IN FEET 40'3 E/. 920.5 /2' Gaieweif Canc. Canneeb:72 Co//ar 'C'onaCongeding 0ollar d Seepage Rav 10 GATEWELL 'A' SECTION (47 igica SCALE IN FEET 0 10 20 55 43.5' E 84 /3.C.A • .593:// 82.7' _---1 wh'n rabbergashets, 67,79117.-2 Eas444.1.1.t .46/0 47 E1.593.97 Local Cooperation Agreement • WITNESSETH THAT: AGREEMENT BETWEEN THE UNITED STATES OF AMERICA and THE CITY OF DUBUQUE, IOWA for REHABILITATION OF FLOOD CONTROL WORKS DAMAGE TO DUBUQUE FLOOD CONTROL SYSTEM MISSISSIPPI RIVER DUBUQUE COUNTY, IOWA THIS AGREEMENT, entered into this (0 day of , 2001, by and between THE DEPARTMENT OF THE ARMY (hereinafte referred to as the "Government") acting by and through the District Engineer, Rock island, U.S. Army Corps of Engineers, and the CITY OF DUBUQUE, IOWA (hereinafter referred to as the "Local Sponsor "), acting by and through Mr. Terrance M. Duggan, Mayor, City of Dubuque, Iowa. - WHEREAS, the Government is authorized to assist in the repair or restoration of flood control improvements threatened or destroyed by recent floods pursuant to Public Law 99, 84th Congress, and, WHEREAS, the Sponsor has requested, in writing, the Govemment to repair or restore certain flood control works or Federally authorized hurricane or shore protective structure damaged by recent flooding or coastal storms in accordance with Public Law 99, 84th Congress and established policies of the U.S. Army Corps of Engineers; and, WHEREAS, the work to be undertaken (hereinafter referred to.as the Project) is described in a report entitled, Project Information Report, Rehabilitation of Damaged Flood Control Works, Dubuque, Iowa, prepared by the District Engineer, U.S. Army Engineer District, Rock Island, IL, dated August 10, 2001, and approved by the Division Engineer, Mississippi Valley Division on August 15, 2001; and WHEREAS, the Local Sponsor hereby represents that it has the authority and legal capability to furnish the non - Federal cooperation hereinafter set forth and is willing to participate in the Project in accordance with the terms of this Agreement; NOW, THEREFORE, the Government and the Local Sponsor agree as follows: • • ARTICLE I - DEFINITIONS AND GENERAL PROVISIONS For purposes of this agreement: A. The term "Project" shall mean restoring levee to its original cross sections and reinstalling adequate size riprap. B. The term "total project costs" shall mean all costs incurred by the Local Sponsor and the Government directly related to construction of the Project. Such costs shall include but not, necessarily be limited to: actual construction costs, including supervision and inspection costs; costs of contract dispute settlements or awards; and the cost of investigations to identify the existence of hazardous substances as identified in Article XIA.; but shall not include any costs for operation and maintenance; any increased costs for betterments; or the costs of lands, easements, rights -of -way, borrow, or relocations. C. The term "betterment" shall mean the design and construction of a Project feature accomplished on behalf of, or at the request of, the Local Sponsor in accordance with standards that exceed the standards that the Government would otherwise apply for accomplishing the Project. ARTICLE II - OBLIGATIONS OF THE GOVERNMENT AND LOCAL SPONSOR A. The Government, subject to receiving funds appropriated by the Congress of the United States and using funds provided by the Local Sponsor, shall expeditiously construct the Project, applying those procedures usually followed or applied in Federal projects, pursuant to Federal laws, regulations, and policies. The Local Sponsor shall be afforded the opportunity to review and comment on all contracts, including relevant plans and specifications, prior to the issuance of invitations for bids. The Contracting Officer will, in good faith, consider the comments of the Local Sponsor, but award of contracts, modifications or change orders, and performance of all work on the Project (whether the work is performed under contract or by Government personnel), shall be exclusively within the control of the Contracting Officer. B. As further specified in Article III, the Local Sponsor shall provide all lands, easements, and rights -of -way, including suitable borrow and dredged or excavated material disposal areas, and perform all relocations determined by the Government to be necessary for construction, operation, and maintenance of the Project. C. The Local Sponsor shall hold and save the Government free from all damages arising from the construction, operation, and maintenance of the Project and any Project - related betterments, except for damages due to the fault or negligence of the Government or the Government's contractors. 2 • • D. The Local Sponsor agrees to participate in and comply with the policies and procedures of the U.S. Army Corps of Engineers Rehabilitation and Inspection Program. E. The Local Sponsor may request the Government to accomplish betterments. The Local Sponsor shall -be- solely responsible for any increase in costs resulting from the betterments and all such increased costs will be paid in advance by the Local Sponsor in accordance with Article IV. ARTICLE III - LANDS, RELOCATIONS, AND PUBLIC LAW 91 -646 A. The Government shall provide the Local Sponsor with a description of the anticipated real estate requirements and relocations for the Project. Thereafter, the Local Sponsor shall furnish all lands, easements, and rights -of -way, including suitable borrow dredged or excavated material disposal areas, and perform any relocations, as may be determined by the Government in that description, or in any subsequent description, to be necessary for the construction, operation, and maintenance of the Project. The necessary lands, easements, and rights -of -way may be provided incrementally for each construction contract. All lands, easements, and rights -of -way determined by the Government to be necessary for work to be performed under a construction contract must be furnished prior to the advertisement of that construction contract. B. The Local Sponsor shall comply with the applicable provisions of the Uniform Relocation Assistance and Real Property Acquisitions Policy Act of 1970, Public Law 91 -646, as amended by Title IV of the Surface Transportation and Uniform Relocation Assistance Act of 1987 (Public Law 100 -17), and the Uniform Regulations contained in 49 CFR Part 24, in acquiring lands, easements, and rights of way, and performing relocations for construction, operation, and maintenance of the Project, and inform all affected persons of applicable benefits, policies, and procedures in connection with said Act. ARTICLE IV - OPERATION AND MAINTENANCE A. After the Contracting Officer has determined that construction of the Project is complete and provided the Local Sponsor with written notice of such determination, the Local Sponsor shall operate and maintain the completed Project, at no cost to the Government, in accordance with specific directions prescribed by the Government in Engineer Regulation 500 -1 -1 and any subsequent amendments thereto. B. The Local Sponsor hereby gives the Government a right to enter, at reasonable times and in a reasonable manner, upon land that the Local Sponsor owns or controls for access to the Project for the purposes of inspection, and, if necessary, for the purpose of completing, operating, and maintaining the Project. If an inspection shows 3 • • the Local Sponsor for any reason is failing to fulfill the Local Sponsor's obligations under this Agreement without receiving prior written approval from the Government, the Government will send a written notice to the Local Sponsor. If, after 30 calendar days from receipt of such notice, the Local Sponsor continues to fail to perform, then the Government shall have the right to enter, at reasonable times and in a reasonable manner, upon lands the Local Sponsor owns or controls for access to the Project for the purposes of completing, operating, and maintaining the Project, or to deny further assistance under Public Law 84 -99. No action by the Government shall operate to :_ relieve the Local Sponsor of responsibility to meet the Local Sponsor obligations as set forth in this Agreement, or to preclude the Government from pursuing any other remedy at law or equity to assure faithful performance pursuant to this Agreement. ARTICLE V - FEDERAL AND STATE LAWS In the exercise of the Local Sponsor's rights and obligations hereunder, the Local Sponsor agrees to comply with all applicable Federal and state laws and regulations. ARTICLE V! - RELATIONSHIP OF PARTIES The Government and the Local Sponsor act in an independent capacity in the performance of their respective functions under this Agreement, and neither party is to be considered the officer, agent, nor employee of the other. ARTICLE VII - OFFICIALS NOT TO BENEFIT No member of or delegate to the Congress, or resident commissioner, shall be admitted to any share or part of this Agreement, or to any benefit that may arise therefrom. ARTICLE VIII - COVENANT AGAINST CONTINGENT FEES The Local Sponsor warrants that no person or selling agency has been employed or retained to solicit or secure this Agreement upon agreement or understanding for a commission, percentage, brokerage, or contingent fee, excepting bona fide employees or bona fide established commercial or selling agencies maintained by the Local Sponsor for the purpose of securing business. For breach or violation of this warranty, the Government shall have the right to annul this Agreement without liability, or, in the Government's discretion, to add to the Agreement or consideration, or otherwise recover, the full amount of such commission, percentage, brokerage, or contingent fee. 4 • • ARTICLE IX - TERMINATION OR SUSPENSION If at any time the Local Sponsor fails to carry out its obligations under this Agreement, the District Engineer shall terminate or suspend work on the Project, unless the District Engineer determines that continuation of work on the Project is in the interest of the United States or is necessary in order to satisfy agreements with any other non - Federal interests in connection with this Project. However, deferral of future performance under this agreement shall not affect existing obligations or relieve the parties of liability for any obligation previously incurred. In the event that either party elects to terminate this Agreement pursuant to this Article, both parties shall conclude their activities relating to the Project and proceed to a final accounting in accordance with Article IV of this Agreement. In the event that either party elects to defer future performance under this Agreement pursuant to this Article, such deferral shall remain in effect until such time as either the Government or Local Sponsor elects to proceed with further construction or terminates this Agreement. ARTICLE X - HAZARDOUS SUBSTANCES A. After execution of this Agreement and upon direction by the Contracting Officer, the Local Sponsor shall perform, or cause to be performed, such investigations for hazardous substances as are determined necessary by the Government of the Local Sponsor to identify the existence and extent of any hazardous substances regulated under the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) 42 U.S.C. Sections, 9601 -9675, on lands necessary to Project construction, operation, and maintenance. All actual costs incurred by the Local Sponsor that are properly allowable and allocable to performance of any such investigations for hazardous substances shall be included in total project costs and cost shared as a construction cost. B. In the event it is discovered through an investigation for hazardous substances or other means that any lands, easements, rights -of -way, or disposal areas to be acquired or provided for the Project contain any hazardous substances regulated under CERCLA, the Local Sponsor and the Government shall provide prompt notice to each other, and the Local Sponsor shall not proceed with the acquisition of lands, easements, rights -of -way, or disposal areas until mutually agreed. C. The Government and the Local Sponsor shall determine whether to initiate construction of the Project, or, if already in construction, to continue with construction of the Project, or to terminate construction of the Project for the convenience of the Government in any case where hazardous substances regulated under CERCLA are found to exist on any lands necessary for the Project. Should the Government and the Local Sponsor determine to proceed or continue with the construction after considering any liability that may arise under CERCLA, the Local Sponsor shall be responsible, as 5 • • between the Government and the Local Sponsor, for any and all necessary clean up and response costs, to include the costs of any studies and investigations necessary to determine an appropriate response to the contamination. Such costs shall not be considered a part of the total project costs as defined in this Agreement. In the event the Local Sponsor fails to provide any funds necessary to pay for clean up and response costs or to otherwise discharge the Local Sponsor's responsibilities under this paragraph upon direction by the Government,' the Government may either terminate or suspend work on the Project or proceed with further work as provided in Article X of this Agreement. D. The Local Sponsor and Government shall consult with each other to assure that responsible parties bear any necessary clean up and response costs as defined in CERCLA. Any decision made pursuant to paragraph C of this Article shall not relieve any party from any liability that may arise under CERCLA. E. As between the Government and the Local Sponsor, the Local Sponsor shall be considered the operator of the Project for purposes of CERCLA liability. To the maximum extent practicable, the Local Sponsor shall operate and maintain the Project in a manner that will not cause liability to arise under CERCLA. ARTICLE XI - NOTICES A. All notices, requests, demands, and other communications required or permitted to be given under this Agreement shall be deemed to have been duly given if in writing and delivered personally, given by prepaid telegram, or mailed by first - class (postage prepaid), registered, or certified mail, as follows: If to the Local Sponsor: John Klostermann Operations and Maintenance Department 925 Kerper Boulevard Dubuque, Iowa 52001 -2338 . If to the Government: District Engineer U.S. Army Engineer District, Rock Island Clocktower Building P.O. Box 2004 Rock Island, Illinois 61204 -2004 6 B. A party may change the address to which such communications are to be directed by giving written notice to the other party in the manner provided in this Article. C. Any notice, request, demand, or other communication made pursuant to this Article shall be deemed to have been received by the addressee at such time as it is either personally delivered, or, seven calendar days after it is mailed, as the case may be. IN WITNESS HEREOF, the parties hereto have executed this Agreement, which shall become effective upon the date it is signed by the District Engineer. THE DEPARTMENT OF THE ARMY THE CITY OF DUBUQUE, IOWA BY: 1 WILLIA J. BAYLES Colonel, U.S. Army District Engineer DATE: C_i Sav o sev ( • • BY: 7 Terranl M. Duggan Mayor, City of Dubuque, DATE: 1 BARRY LINDAHL do hereby certify that I am the principal legal officer of the CITY OF DUBUQUE, IOWA, that the CITY OF DUBUQUE, IOWA, is a legally constituted public body with full authority and legal capability to perform the terms of the Agreement between the Department of the Army and the CITY OF DUBUQUE, IOWA, in connection with the Project, and to pay damages, if necessary, in the event of the failure to perform, in accordance with Section 221 of Public Law 91 -611, and that the persons who have executed this Agreement on behalf of the CITY OF DUBUQUE, IOWA, have acted within their statutory authority. IN WITN SS HEREOF, I have made and executed this certification this 2 7 day of _ .. 6U( , 2001 [SIGNED] [TITLE] C•rporation Counsel CERTIFICATE OF AUTHORITY 8 • CERTIFICATION REGARDING LOBBYING The undersigned certifies, to the best of his or her knowledge and belief that: (1) No Federal appropriated funds have been paid or will be paid, by or on behalf of the undersigned, to any person for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, an officer or employee of Congress, or an employee of a member of Congress ederal grant, the making of any Federal Federal contract, the making of any Federal loan, the 9 entering into of any cooperative agreement, and the ext grant, loan, or Lion, a renewal, amendment, or modification of any Federal contract, agreement. (2) If any funds other than Federal appropriated funds have been paid or will be paid to any person for influencing or attempting to influence an officer or employee of any agency, a Member of Congress, in connection with this Federal contract, grant, employee of a member of Congress loan, or cooperative agreement, the undersigned ,Sn accordance dance with itinstructions. d Form - LLL, Disclosure Form to Report Lobbying, (3) The undersigned shall require that the language of this certification be included in the award documents for all subawards at all tiers (icludi ) and that all, subgrants, and contracts under grants, loans, and cooperative agreements) subrecipients shall certify and disclose accordingly. This certification is a material representation of fact upon which reliance was placed a when this transaction was made or entered transaction imposed by section 1 title prerequisite for making or entering into this 31, U.S. Code. Any person who fails to file the mo required certification shall re than $100,000 for each e such ct to a civil penalty of not less than $10,000 and not failure. , 2001. .. day `'', DATED this ; � Y of Ter : nce M. Duggan Mayor, City of Dubuque, 33 CFR 208.10 — Local Flood Protection Works Maintenance and Operation of Structures and Facilities A P P N D I X C APPENDIX C 33 CFR 208.10 — LOCAL FLOOD PROTECTION WORKS; MAINTENANCE AND OPERATION OF STRUCTURES AND FACILITIES TABLE OF CONTENTS Section Page a. General C -1 b. Levees C -2 c. Floodwalls C -4. d. Drainage Structures C -4 e. Closure Structures C -5 f. Pumping Plants C -6 g. Channels and Floodways C -7 h. Miscellaneous Facilities C -8 This attachment is a verbatim retype of the Chapter 208.10, Chapter II — Department of the Army Corps of Engineers, Title 33 of the Code of Federal Regulations (CFR), revised as of 1 July 2001. 208.10. Local flood protection works; maintenance and operation of structures and facilities. (a) General. TITLE 33 — NAVIGATION AND NAVIGABLE WATERS CHAPTER II — CORPS OF ENGINEERS DEPARTMENT OF THE ARMY PART 208 — FLOOD CONTROL REGULATIONS MAINTENANCE AND OPERATION OF FLOOD CONTROL WORKS (1) The structures and facilities constructed by the United States for local flood protection shall be continuously maintained in such a manner and operated at such times and for such periods as may be necessary to obtain the maximum benefits. (2) The State, political subdivision thereof, or other responsible local agency, which furnished assurance that it will maintain and operate flood control works in accordance with regulations prescribed by the Secretary of the Army, as required by law, shall appoint a permanent committee consisting of or headed by an official hereinafter called the "Superintendent," who shall be responsible for the development and maintenance of, and directly in charge of, an organization responsible for the efficient operation and maintenance of all of the structures and facilities during flood periods and for continuous inspection and maintenance of the project works during periods of low water, all without cost to the United States. (3) A reserve supply of materials needed during a flood emergency shall be kept on hand at all times. (4) No encroachment or trespass which will adversely affect the efficient operation or maintenance of the project works shall be permitted upon the rights -of -way for the protective facilities. (5) No improvement shall be passed over, under, or through the walls, levees, improved channels or floodways, nor shall any excavation or construction be permitted within the limits of the project right -of -way, nor shall any change be made in any feature of the works without prior determination by the District Engineer of the Department of the Army or his authorized representative that such improvement, excavation, construction, or alteration will not adversely affect the functioning of the protective facilities. Such improvements or alterations as may be found to be desirable and permissible under the above determination shall be constructed in accordance with standard engineering practice. Advice regarding the effect of proposed improvements or alterations on the functioning of the project and information concerning methods of construction acceptable under standard engineering practice shall be obtained from the District Engineer or, if otherwise obtained, shall be submitted for his approval. Drawings or prints showing such improvements or alterations as finally constructed shall be furnished the District Engineer after completion of the work. (6) It shall be the duty of the superintendent to submit a semiannual report to the District Engineer covering inspection, maintenance, and operation of the protective works. (7) The District Engineer or his authorized representatives shall have access at all times to all portions of the protective works. (8) Maintenance measures or repairs which the District Engineer deems necessary shall be promptly taken or made. (9) Appropriate measures shall be taken by local authorities to insure that the activities of all local organizations operating public or private facilities connected with the protective works are coordinated with those of the Superintendent's organization during flood periods. (10) The Department of the Army will furnish local interests with an Operation and Maintenance Manual for each completed project, or separate useful part thereof, to assist them in carrying out their obligations under this part. (b) Levees. (1) Maintenance. The Superintendent shall provide at all times such maintenance as may be required to insure serviceability of the structures in time of flood. Measures shall be taken to promote the growth of sod, exterminate burrowing animals, and to provide for routine mowing of the grass and weeds, removal of wild growth and drift deposits, and repair of damage caused by erosion or other forces. Where practicable, measures shall be • taken to . retard bank erosion by planting. of willows or other suitable growth on areas riverward of the levees. Periodic inspections shall be made by the Superintendent to insure that the above maintenance measures are being effectively carried out and, further, to be certain that: (i) No unusual settlement, sloughing, or material loss of grade or levee cross section has taken place; (ii) No caving has occurred on either the land side or the . river side of the levee which might affect the stability of the levee section; (iii) No seepage, saturated areas, or sand boils are occurring; (iv) Toe drainage systems and pressure relief wells are in good working condition, and that such facilities are not becoming clogged; condition; removed; (v) Drains through the levees and gates on said drains are in good working (vi) No revetment work or riprap has been displaced, washed out, or (vii) No action is being taken, such as burning grass and weeds during inappropriate seasons, which will retard or destroy the growth of sod; (viii) Access roads to and on the levee are being properly maintained; (ix) Cattle guards and gates are in good condition; (x) Crown of levee is shaped so as to drain readily, and roadway thereon, if any, is well shaped and maintained; (xi) There is no unauthorized grazing or vehicular traffic on the levees; (xii) Encroachments are not being made on the levee right -of -way which might endanger the structure or hinder its proper and efficient functioning during times of emergency. Such inspections shall be made immediately prior to the beginning of the flood, season; immediately following each major high water period, and otherwise at intervals not exceeding 90 days, and such intermediate times as may be necessary to insure the best possible care of the levee Immediate steps will be taken to correct dangerous conditions disclosed by such inspections. Regular maintenance repair measures shall be accomplished during the appropriate season as scheduled by the Superintendent. (2) Operation. During flood periods the levee shall be patrolled continuously to locate possible sand boils or unusual wetness of the landward slope and to be certain that: (i) There are no indications of slides or sloughs developing; (ii) Wave wash or scouring action is not occurring; (iii) No low reaches of leave exist which may be overtopped; (iv) No other conditions exist which might endanger the structure. Appropriate advance measures will be taken to insure the availability of adequate labor and materials to meet all contingencies. Immediate steps will be taken to control any condition which endangers the levee and to repair the damaged section. C -3 (c) Flood walls. (1) Maintenance. Periodic inspections shall be made by the Superintendent to be certain that: (i) No seepage, saturated areas, or sand boils are occurring; (ii) No undue settlement has occurred which affects the stability of the wall or its water tightness; (iii) No trees exist, the roots of which might extend under the wall and offer accelerated seepage paths; (iv) The concrete has not undergone cracking, chipping, or breaking to an extent which might affect the stability of the wall or its water tightness; (v) There are no encroachments upon the right -of -way which might endanger the structure or hinder its functioning in time of flood; (vi) Care is being exercised to prevent accumulation of trash and debris adjacent to walls, and to insure that no fires are being built near them; (vii) No bank caving conditions exist riverward of the wall which might endanger its stability; (viii) Toe drainage systems and pressure relief wells are in good working condition, and that such facilities are not becoming clogged. Such inspections shall be made immediately prior to the beginning of the flood season, immediately following each major high water period, and otherwise at intervals not exceeding 90 days. Measures to eliminate encroachments and effect repairs found necessary by such inspections shall be undertaken immediately. All repairs shall be accomplished by methods acceptable in standard engineering practice. (2) Operation. Continuous patrol of the wall shall be maintained during flood periods to locate possible leakage at monolith joints or seepage underneath the wall. Floating plant or boats will not be allowed to lie against or tie up to the wall. Should it become necessary during a flood emergency to pass anchor cables over the wall, adequate measures shall be taken to protect the concrete and construction joints. Immediate steps shall be taken to correct any condition which endangers the stability of the wall. (d) Drainage structures. (1) Maintenance. Adequate measures shall be taken to insure that inlet and outlet channels are kept open and that trash, drift, or debris is not allowed to accumulate near drainage structures. Flap gates and manually operated gates and valves on drainage C -4 structures shall be examined, oiled, and trial operated at least once every 90 days. Where drainage structures are provided with stop log or other emergency closures, the condition of the equipment and its housing shall be inspected regularly and a trial installation of the emergency closure shall be made at least once each year. Periodic inspections shall be made by the Superintendent to be certain that: condition; (ii) Inlet and outlet channels are open; (iii) Care is being exercised to prevent the accumulation of trash and debris near the structures and that no fires are being built near bituminous coated pipes; (iv) Erosion is not occurring adjacent to the structure which might endanger its water tightness or stability. Immediate steps will be taken to repair damage, replace missing or broken parts, or remedy adverse conditions disclosed by such inspections. (2) Operation. Whenever high water conditions impend, all gates will be inspected a short time before water reaches the invert of the pipe and any object which might prevent closure of the gate shall be removed. Automatic gates shall be closely observed until it has been ascertained that they are securely closed. Manually operated gates and valves shall be closed as necessary to prevent inflow of flood water. All drainage structures in levees shall be inspected frequently during floods to ascertain whether seepage is taking place along the lines of their contact with the embankment Immediate steps shall be taken to correct any adverse condition. (e) Closure structure (i) Pipes, gates, operating mechanism, riprap, and headwalls are in good (1) Maintenance. Closure structures for traffic openings . shall .be inspected by the Superintendent every 90 days to be certain that: (i) No parts are missing; (ii) Metal parts are adequately covered with paint; (iii) All movable parts are in satisfactory working order; (iv) Proper closure can be made promptly when necessary; (v) Sufficient materials are on hand for the erection of sand bag closures and that the location of such materials will be readily accessible in times of emergency. Tools and parts shall not be removed for other use. Trial erections of one or more closure structures shall be made once each year, alternating the structures chosen so that each gate will be erected at least once in each 3 -year period. Trial erection of all closure structures shall be made whenever a change is made in key operating personnel. Where railroad operation makes trial erection of a closure structure infeasible, rigorous inspection and drill of operating personnel may be substituted therefore. Trial erection of sand bag closures is not required. Closure materials will be carefully checked prior to and following flood periods, and damaged or missing parts shall be repaired or replaced immediately. (2) Operation. Erection of each movable closure shall be started in sufficient time to permit completion before flood waters reach the top of the structure sill. Information regarding the proper method of erecting each individual closure structure, together with an estimate of the time required by an experienced crew to complete its erection will be given in the Operation and Maintenance Manual which will be furnished local interests upon completion of the project. Closure structures will be inspected frequently during flood periods to ascertain that no undue leakage is occurring and that drains provided to care for ordinary leakage are functioning properly. Boats or floating plant shall not be allowed to tie up to closure structures or to discharge passengers or cargo over them. (f) Pumping plants. (1) Maintenance. Pumping plants shall be inspected by the Superintendent at intervals not to exceed 30 days during flood seasons and 90 days during off -flood seasons to insure that all equipment is in order for instant use. At regular intervals, proper measures shall be taken to provide for cleaning plant, buildings, and equipment, repainting as necessary, and lubricating all machinery. Adequate supplies of lubricants for all types of machines, fuel for gasoline or diesel powered equipment, and flash lights or lanterns for emergency lighting shall be kept on hand at all times. Telephone service shall be maintained at pumping plants. All equipment, including switch gear, transformers, motors, pumps, valves, and gates shall be trial operated and checked at least once every 90 days. Megger tests of all insulation shall be made whenever wiring has been subjected to undue dampness and otherwise at intervals not to exceed one year. A record shall be kept showing the results of such tests. Wiring disclosed to be in an unsatisfactory condition by such tests shall be brought to a satisfactory condition or shall be promptly replaced. Diesel and gasoline engines shall be started at such intervals and allowed to run for such length of time as may be necessary to insure their serviceability in times of emergency. Only skilled electricians and mechanics shall be employed on tests and repairs. Operating personnel for the plant shall be present during tests. Any equipment removed from the station for repair or replacement shall be returned or replaced as soon as practicable and shall be trial operated after reinstallation. Repairs requiring removal of equipment from the plant shall be made during off -flood seasons insofar as practicable. (2) Operation. Competent operators shall be on duty at pumping plants whenever it appears that necessity for pump operation is imminent. The operator shall thoroughly inspect, trial operate, and place in readiness all plant equipment. The operator shall be familiar with the equipment manufacturers' instructions and drawings and with the "Operating Instructions" for each station. The equipment shall be operated in accordance with the above - mentioned "Operating Instructions" and care shall be exercised that proper lubrication is being supplied all equipment, and that no overheating, undue vibration or noise is occurring. Immediately upon final recession of flood waters, the pumping station shall be thoroughly cleaned, pump house sumps flushed, and equipment thoroughly inspected, oiled and greased. A record or log of pumping plant operation shall be kept for each station, a copy of which shall be furnished the District Engineer following each flood. (g) Channels and floodways. (1) Maintenance. Periodic inspections of improved channels and floodways shall be made by the Superintendent to be certain that: (i) The channel or floodway is clear of debris, weeds, and wild growth; (ii) The channel or floodway is not being restricted by the depositing of waste materials, building of unauthorized structures or other encroachments; (iii) The capacity of the channel or floodway is not being reduced by the formation of shoals; (iv) Banks are not being damaged by rain or wave wash, and that no sloughing of banks has occurred; (v) Riprap sections and deflection dikes and walls are in good condition; (vi) Approach and egress channels adjacent to the improved channel or floodway are sufficiently clear of obstructions and debris to permit proper functioning of the project works. Such inspections shall be made prior to the beginning of the flood season and otherwise at intervals not to exceed 90 days. Immediate steps will be taken to remedy any adverse conditions disclosed by such inspections. Measures will be taken by the Superintendent to promote the growth of grass on bank slopes and earth deflection dikes. The Superintendent shall provide for periodic repair and cleaning of debris basins, check dams, and related structures as may be necessary. (2) Operation. Both banks of the channel shall be patrolled during periods of high water, and measures shall be taken to protect those reaches being attacked by the current or by wave wash. Appropriate measures shall be taken to prevent the formation of jams of ice or debris. Large objects which become lodged against the bank shall be removed. The improved channel or floodway shall be thoroughly inspected immediately following each major high water period. As soon as practicable thereafter, all snags and other debris shall be removed and all damage to banks, riprap, deflection dikes and walls, drainage outlets, or other flood control projects repaired. (h) Miscellaneous facilities. (1) Maintenance. Miscellaneous structures and facilities constructed as a part of the protective works and other structures and facilities which function as a part of, or affect the efficient functioning of the protective works, shall be periodically inspected by the Superintendent and appropriate maintenance measures taken. Damaged or unserviceable parts shall be repaired or replaced without delay. Areas used for ponding in connection with pumping plants or for temporary storage of interior run -off during flood periods shall not be allowed to become filled with silt, debris, or dumped material. The Superintendent shall take proper steps to prevent restriction of bridge openings and, where practicable, shall provide for temporary raising during floods of bridges which restrict channel capacities during high flows. (2) Operation. Miscellaneous facilities shall be operated to prevent or reduce flooding during periods of high water. Those facilities constructed as a part of the protective works shall not be used for purposes other than flood protection without approval of the District Engineer unless designed therefore. (Sec. 3, 49 Stat. 1571, as amended; 33 U.S.C. 701c) [9 FR 9999, Aug. 17, 1944; 9 FR 10203, Aug. 22, 1944] Flood Fighting and Emergency Measures June 2002 A P P E N D I X D APPENDIX D FLOOD FIGHTING AND EMERGENCY MEASURES June 2002 TABLE OF CONTENTS Section Page 1. EMERGENCY ACTION PLAN 1 a. General 1 1 b. Notification Flowchart 1 c. Emergency Detection, Evaluation, and Classification d. Responsibilities 1 1 2 e. Preparedness 2 f. Inundation Maps 3 g. Maintaining the Emergency Action Plan 3 h. Emergency Action Plan Format 3 i. Summary 2. FLOOD FIGHTTNG PREPARATION 4 3. LEVEE ACCESS RESTRICTIONS 4 4. EMERGENCY MATERIALS USE 4 t 4 a. Materials, Tools, and Equipment 4 b. Sandbag Construction 5 5 c. Polyethylene Sheeting Construction 6 d. Riprap Construction 7 e. Borrow Material 7 f. Hydraulic Fill 7 g. Water- Inflated Barriers 5. FLOOD FIGHTING TECHNIQUES 7 a. Interior Drainage 7 7 9 b. Overtopping 10 c. Wave Wash 0 d. Current Scour 1 1 e. Seepage 14 f. Sand Boils 14 g. Animal Holes and Dens 15 h. Other Causes of Flood Protection Project Failure 6. OTHER EMERGENCY CONSTRUCTION PROCEDURES 15 TABLE OF FIGURES Figure Description Page 1. CAUSES OF LEVEE FAILURE 16 2. WHAT IS UNDERSEEPAGE, THROUGH SEEPAGE 17 3. EFFECTS OF SAND BOILS 18 4. LANDSIDE SEEPAGE BERMS 19 5. HOW TO CONSTRUCT A SANDBAG EMERGENCY LEVEE 20 6. METHOD OF PLACING POLYETHYLENE IN WET 21 7. EARTH CAPPING 22 8. RINGING SAND BOILS 23 9. RINGING SAND BOILS 24 10. TYPICAL RELIEF WELL 25 11. ADAPTING MANHOLE FOR PUMPING 26 12. PIPE STOPPERS 27 13. CRISAFULLI PUMPS 28 TABLE OF PHOTGRAPHS Photo Description Page 1. CAUSES OF LEVEE FAILURE 29 2. ACCESS ROAD BERM 29 3. TEMPORARY EARTHEN BERM: POLYETHYLENE SHEETING 30 4. TEMPORARY EARTHEN BERM: HIGHWAY CLOSURE 30 5. MANHOLE SANDBAG RING 31 6. INTERIOR DRAINAGE: EMERGENCY PUMPING 31 7.- TEMPORARY LEVEE RAISE: LANDSIDE SLOPE PUSH -UP 32 8. TEMPORARY LEVEE RAISE: SANDBAG PLACEMENT 32 9. ANIMAL DENS AND HOLES 33 10. WAVE WASH: SANDBAG REVETMENT 33 11. RINGING BOILS: RECOMMENDED METHOD 34 12. RINGING BOILS: MONITORING PROCESS 34 15. THROUGH SEEPAGE: SAND LEVEE 35 16. TEMPORARY SEEPAGE: SANDBAGGING 35 17. RAILROAD CLOSURE STRUCTURE 36 18. RAILROAD SANDBAG CLOSURE 36 19. HIGHWAY CLOSURE STRUCTURE 37 20. STREET CLOSURE STRUCTURE 37 21. CONDITIONS DURING FLOOD 38 22. CONDUCT MAINTENANCE BEFORE FLOOD 38 23. PRESSURE RELIEF WELLS 39 24. PRESSURE RELIEF WELLS 39 FLOOD FIGHTING AND EMERGENCY MEASURES 1. EMERGENCY ACTION PLAN a. General. Preparing for Flood Fighting and implementing Emergency Measures during a flood event requires advance planning. An Emergency Action Plan (EAP) is a document that specifically identifies how a Drainage District identifies and responds to emergencies that could adversely affect their flood protection project. A comprehensive EAP includes five basic elements: • Notification flowchart • Emergency detection, evaluation, and classification • Responsibilities. • Preparedness • Inundation maps b. Notification Flowchart. A notification flowchart shows who is to be notified, by whom, and in what priority. Individuals and organizations to list and prioritize may include: • Flood protection project owners • Managers, Superintendents, Commissioners • Local emergency management officials • Flood protection project residents and property owners • Superintendents of neighboring flood protection projects • Federal and state emergency management agencies • The media • National Weather Service c. Emergency Detection, Evaluation, and Classification. Early detection and evaluation of the events that initiate or require an emergency action should be defined. The establishment of procedures for reliable and timely classification of an emergency situation is imperative to ensure that the appropriate course of action is taken based on the urgency of the situation. It is better to activate the EAP while confirming the extent of the emergency than to wait for the emergency to occur. The EAP will identify who is responsible for detecting an emergency or potential emergency situation and who has the authority to activate the EAP. Although some locations may require multiple classifications, there are three typical emergency classifications: • Failure is imminent or has occurred (Condition A) • Potential failure situation is developing (Condition B) • Non-failure emergency condition d. Responsibilities. The EAP should clearly show responsibilities. Responsibilities include but are not limited to: • Develop and maintain the EAP • Identify emergency situations •... Monitor weather and river level forecasts • Initiate the EAP and notification flowchart • Set up the command center • Order equipment and materials • Distribute radios and flood fighting supplies • Notify federal and state emergency management agencies • Notify the media • Notify State and Local emergency management officials to issue warnings or evacuations • Prepare status reports • Criteria for termination of emergency conditions •. Prepare a follow -up evaluation (after- action review) report U.S. Army Corps of Engineers ( USACE) emergency assistance during floods will be of a temporary nature to meet the immediate threat, and will supplement tribal, state, and local efforts. USACE efforts during a flood emergency are not intended to provide permanent solutions to flood problems and are not intended to overcome the lack of adequate flood protection in a locality. e. Preparedness. Preparedness actions are taken to moderate or alleviate the effects of a high water event and to facilitate response to. emergencies. This section identifies actions to be taken before any emergency. The Preparedness section should include solutions to various possible flood problems; estimated material, equipment, and work force requirements for those solutions; and source of materials, equipment, and work force. Consider surveillance and patrolling needs, response during periods of darkness, site accessibility, response during weekends and holidays, response during periods of adverse weather, alternative communication systems, information needs and coordination, and emergency supplies. Account for contingency needs, up to an additional 50 percent, on all material and labor estimates. Inquiries should be made of local sources to assure short- notice availability of adequate supplies of sand, clay, sandbags, polyethylene sheeting, lighting equipment, construction equipment, pumps, labor, labor support services, etc. Identify local source locations and haul roads that will not become isolated from emergency areas during high water. If possible and if necessary, develop technical assistance and flexible contract relationships with local suppliers, haulers, and earthwork equipment suppliers. f. Inundation Maps. An inundation map should delineate the areas that would be flooded at various flood stages, including those areas that would be flooded because of a flood protection project failure. Inundation maps are used both by the flood protection project owners and emergency management officials to facilitate timely notification and evacuation of areas affected by a flood condition. These maps greatly facilitate notification by graphically displaying potential flooded areas based on various flood stages and flood D -2 protection project failure scenarios. Inundation maps show locations for road closures and provide guidance in establishing emergency routes through or around the inundated areas. g. Maintaining the Emergency Action Plan. Without periodic maintenance, the EAP will become out - dated, lose its effectiveness, and no longer be workable. If the plan is not regularly exercised (verified), those involved in its implementation may become unfamiliar with their roles and responsibilities, particularly if emergency response personnel change. A regular exercise program could include orientation seminars, drills, tabletop exercises, function exercises, or even full scale exercises. Update the EAP to assess its workability and efficiency, timeliness of implementation, and to improve weak areas. Once a plan is revised, the updated version, or simply the affected pages, should be distributed to all involved parties. Additionally, reprint and distribute the entire EAP to all parties at least every 5 years. h. Emergency Action Plan Format.2 The suggested format for an EAP appears below. Additional information can be obtained from Federal Emergency Management Agency's "Federal Guidelines for Dam Safety: Emergency Action Planning for Dam Owners," 1998. http : / /www.fema.gov /mit /eap_toc.htm Title Page / Cover Sheet Table of Contents I. Notification Flowchart II. Statement of Purpose III. Project Description IV. Emergency Detection, Evaluation, and Classification V. General Responsibilities Under the EAP VI. Dam Owner Responsibilities VII. Responsibilities for Notification VIII. Responsibility for Evacuation IX. Responsibility for Duration, Security, Termination, and Follow -Up X. EAP Coordinator Responsibility XI. Preparedness XII. Inundation Maps XIII. Appendices A. Investigation and Analyses of Flooding Scenarios B. Plans for Training, Exercising, Updating, and Posting the EAP C. Site - Specific Concerns D. Approval of the EAP i. Emergency Action Plan (EAP) Summary. An EAP must include a method to identify impending emergencies as described above with adequate time to react and implement a solution. A responsible individual must declare an emergency and mobilize resources to implement the solution. Continued monitoring is necessary to insure the problem is solved and new emergencies do not arise. There may be several solutions to each problem. The best course of action would depend on several factors such as the severity of the problem, amount of time to react, available resources to combat the problem, and the level of expertise available to solve the problem. Many of these conditions and their solutions are complex and the responsible superintendent should seek expert technical advice. The remaining sections of this document describe some general procedures that can be utilized during a flood fighting emergency. 2. FLOOD FIGHITNG PREPARATION The superintendent should implement a simple procedure during emergency operations such as thorough inspections of all project features to ensure their serviceability during a flood period, advance measures to ensure availability of adequate labor and materials, and regular patrolling of levees during a flood event. The superintendent should monitor both the river and daily river forecasts issued by the US Weather Service during periods of expected high stages. The Weather Service river forecasts are available on Rock Island District's web page; http://www.mvr.usace.army.mil/. When such forecasts indicate a substantial rise in the river stage, steps should be taken promptly to execute preparations for flood conditions. 3. LEVEE ACCESS RESTRICTIONS Restrict levee access to flood fighting emergency personnel only. Controlling access and vehicle type is important to prevent rutting of levee crown, slopes, and toes. Prohibit vehicular traffic along soft or spongy areas on the landward side of the levee. Prohibit vehicular traffic along the top of the levee, except in extreme emergencies. Close all roads along the landward side of the levee except for emergency vehicles being used to fight the flood. Similarly, close any soft or spongy area, either along the landward slope of the levee or within 100 feet of the base of the levee to all traffic. An effective way to move sandbags and other equipment along the levee system is with lightweight all terrain vehicles (ATVs). ATVs do not generally cause significant damage to levee slopes and crown compared to heavier motorized vehicles. In some cases, small boats operated at idle speed outside of the levee provide an effective and nondestructive means to move materials along the levee system. 4. EMERGENCY MATERIALS USE a. Materials, Tools, and Equipment. It advisable to have a reserve supply of sufficient quality materials, tools, and equipment readily available in adequate quantities to initiate emergency measures. However, a current list of suppliers who can deliver adequate materials, tools, and equipment during an emergency can supplement on hand supplies and allow uninterrupted flood fighting activities. In addition to levee construction materials and equipment, flood fighting personnel should be equipped with protective clothing and equipment. Contact with potentially polluted floodwaters should be avoided. If necessary, hip waders, rubber gloves, small jon boats and life jackets should be on hand. Emergency personnel sometimes set up an aid station near the site and provide medical assistance and tetanus shots. Flood fighting can be strenuous activities. When working with treated bags, use work gloves and avoid contact D -4 with eyes and mouth. Maintain standard site safety protocols such as heavy equipment backup alarms, layered clothing, and proper reflective markings for night work. Supply flood fighters with plenty of water and sun tan lotion. In some instances, superintendents can arrange for volunteer help to set up food locations to supply sandwiches or other meals for emergency personnel. b. Sandbag Construction. Sandbags can be used to raise low spots in a levee, anchor polyethylene sheeting, construct a temporary levee closure, reinforce weak areas in a levee, ring sand boils, or direct a river's flow. They have also been used to make temporary road closures, raise manholes, and plug pipes. There are several uses of sandbags during a flood emergency. Maintaining a stockpile of sandbags and being able to obtain sand and personnel within short notice is an important part in implementing emergency levee operations. Sandbag construction should be considered in situations where there is limited access for heavy equipment and there is sufficient labor. (1) Filling Sandbags. When ordering sandbags, a 850- denier, UV treated, white polypropylene sandbag will usually cost less and outperform a 10 -oz weave burlap sandbag. Sandbags filled off site should be ordered with built -in tie strings to speed up sandbagging efforts. Fill sandbags using only sand, preferably clean free - draining sand, or a predominantly sandy, gravelly material. Coarser material is difficult to shape and bag. Fill bags at least 1/2 full using two or three person teams, sack racks, or sandbag machines. Do not fill bags more than 2/3 full, as overfilled bags amplify labor efforts and leave holes in sandbag barriers. (2) Sandbag Construction. Prepare the barrier alignment by first removing any debris followed by scarifying the ground or excavating a bonding trench, if possible. Place sandbags flat on the ground; fill in low spots first, starting at the downstream end of the area and working upstream. Build sandbag structure upward with a stair - stepped profile; joints overlapped. This will ensure that the sandbag structure width is sufficient to resist high water pressures. Compact and shape each bag by walking on it to eliminate voids and form a tight seal between joints, reducing slippage between layers. Sandbag structures begin to show instability when constructed above three feet in height, with the practical limit for sandbag construction around five feet in height. A sandbag barrier can be reinforced or waterproofed by installing polyethylene sheeting. Install the seepage barrier on the riverward slope of the barrier, held in place with additional sandbags, keying -in and anchoring the sheeting. c. Polyethylene Sheeting Construction. Methods of protecting levee slopes from current scour, wave -wash, seepage, and debris damage are numerous and varied. However, during a flood emergency, availability of materials, cost, and construction capability may preclude the use of all accepted methods of permanent slope protection. Experience has shown that a combination of polyethylene (HDPE) sheeting and sandbags is one of the most expedient, effective, and economical methods of combating slope attack in a flood situation. Polyethylene sheeting and sandbags can be used in a variety of combinations and time becomes the factor that may determine which combination to use. Typically, sheeting should be purchased in 20 -foot wide rolls of 100 -foot length. In order of preference: 6 mil black polyethylene sheeting is the most desirable, 6 mil clear second. Four or 5 mil polyethylene can also be used but is not as strong or durable as the 6 mil thickness. Reinforced sheeting is often more expensive but can be used. (1) Emergency Flood- proofing Buildings. Support sheeting on structures built away from the building if possible so that building walls do not experience heavy floodwater forces that can cause structural damage. Reinforce sheeting with duct tape wherever nails penetrate or the sheeting or rubs sharp objects. Install valves or plugs in sewer lines to prevent back -flow. Set up one or more sump areas and pump water that leaks or seeps in. Even with flood proofing, have a building evacuation plan as structural failure or over- topping can result in a sudden forceful, life threatening entry of floodwater into a building. When the ground around a house is saturated with water, the weight can put enough pressure on a basement wall to cave in the wall. For this reason it is better to flood a basement rather than try to keep the water pumped out of the basement. When sheeting is placed against a building wall, water forces are transmitted to the wall and can damage the wall. The deeper the water the greater the force will be against the wall. A structural engineer may be able to determine the maximum water level that should be allowed to press against a structure. (2) Polyethylene Sheeting and Sandbags Slope Protection — Dry Placement. Ideally, place polyethylene sheeting and sandbag protection on levee slopes before floodwaters cover the slope. The sheeting should be anchored sealed with sand bags along the bottom edge of the sheet and along the seems. Anchor sheeting along the riverward levee toe by one of three methods: backfill over sheeting placed in an excavated bonding trench along the riverside toe, place sheeting flat -out away from toe and push earth over the flap, or place sheeting flat -out from toe and place one or more rows of sandbags over the flap. Unroll sheeting up the riverward slope and over the top to anchor with sandbags. Place sheeting starting downstream and moving upstream, with a minimum two -foot overlap. Use additional sandbags to "hold- down" the sheeting in a grid system. If high velocities, heavy debris, or a large amount of ice is anticipated, use a solid blanket of bags over the sheeting. If current action displaces or damages sheeting and sandbag protection, repair using wet placement techniques. (3) Polyethylene Sheeting and Sandbags Slope Protection — Wet Placement. High water may lead to unexpected levee slope attack, requiring placement or repair of slope protection in wet conditions. Tie sandbags to a fistful -sized ball of sheeting to create anchors along what will become the bottom edge of the protection. Make counterweights to hold the center of the sheeting down using two or more sandbags, depending on current velocity, tied to opposite ends of a length of 'h -inch rope. Cast out the anchor- weighted end of the sheeting into the floodwaters. In most cases, the sheeting will continue to move down slope until the sheeting anchors reach the levee toe. Use sufficient counterweights to slowly sink the sheeting; insuring that no air voids remain between the sheeting and the levee face, otherwise the current may carry away the slope protection. d. Riprap Construction. When substantial erosive forces occur, riprap slope protection can be used to effectively control slope stability and levee integrity. Riprap is costly; must be delivered rapidly and in large enough quantities to protect large affected D -6 areas; and is difficult to control placement, particularly in the wet. Large quantities of sandbags can often substitute riprap temporarily. e. Borrow Material. If possible, select economically viable and environmentally acceptable borrow locations before high water events threaten the local flood protection project. Borrow material location must be accessible to emergency areas in times of flooding. Avoid borrow material containing very wet, fine- grained or highly organic soils. If compaction effort is planned, acquire borrow material with a water content low enough to allow placement and adequate compaction. In emergencies, drying borrow material is not practical due to time constraints. Select borrow sites with adequate drainage so that moisture contents stay as low as possible and site access does not become difficult. f. Hydraulic Fill. Although highly pervious, stockpiled hydraulically dredged sand material may be used for flood fighting. Sand levees require a large footprint due to flatter side slopes. Sand will erode quickly when overtopped. When reinforcing or raising an existing sand levee, clean sand should be used. Adding clay soils to a sand levee landside slope or top should not be done even during an emergency. The clay can block the flow of water through the levee and cause hydrostatic pressures to increase and lead to levee failure. g. Water - Inflated Barriers Water- inflated tubing is a new and effective emergency method of closing a gap, temporarily raising the height of an existing levee, or putting a barrier around a building. Water - inflated barriers are easier to erect than a sandbag.. levee or wall, takes much less time, and requires little storage space when deflated. Before becoming part of the flood fighter's toolkit, water - inflated barriers had several industrial applications such as containment of oil spills, diversion of water for bridge construction, and other large -scale operations. Water- inflated barriers are available in heights from 2 feet to 6 feet. Some are oval, with one or two internal baffles to prevent rolling; others acquire stability using a triangular shape. One hundred feet of a 4 -foot commercial water - inflatable dam costs about $600 (1998 estimate). 5. FLOOD FIGHTING TECHNIQUES This section outlines standard, proven methods of providing protection and emergency repairs during floods in an efficient, economical, and expedient manner. The most common conditions affecting flood protection capability are drainage, overtopping, wave -wash, current scour, under seepage, and through seepage. When floodwaters jeopardize the flood protection project, use a combination of personal initiative and the proven methods described herein to treat each threatening condition with available materials and labor. a. Interior Drainage. Lack of an adequate interior drainage system can cause interior flooding and disrupt emergency access to the levee. Problems arise when river levels increase and floodgates are closed. Customary drainage patterns change since gravity drainage through the levee is no longer possible. Usually in low lying areas within the flood protection project, flooding can occur, drain pipes can break from excessive pressures, and manhole lids can pop up. Rising waters may render sanitary and storm sewer systems as D -7 well as sewage treatment plants inoperative. Excessive rainfall, seepage, or sewerage can overload existing interior drainage systems (pump capacity, ditches, or drainage pipes). An inefficient or improperly planned interior drainage system not only makes levees vulnerable from both sides, but may also nullify any protection afforded by the local flood protection project. An efficient drainage system routes storm, seep, and sewer water to ponding areas and pump stations to safely discharge the interior drainage out of the levee system. (1) Interior Drainage Plan. Integrate into the EAP a plan for interior drainage. Include storm and sanitary sewer line maps, water line maps, abandoned and active sewer outfalls, and the location of abandoned and active septic tanks and drain fields. Show locations where additional pumping capacity can be added and the type, capacity and source of the additional pumps. (2) Preventive Maintenance. Make modifications to the drainage system before high water events. Keep drainage channels and ditches open and clear so interior drainage has a free flow away from the levee toe, through any culverts under roads, and through any ditches. (3) Preventing Backflow. Most pipes that penetrate levee systems are required to have positive closure devices such as heavy duty sluice gates. The gates are generally closed during a flood event. If a gravity drainage pipe penetrates a levee and is not fitted with a sluice gate, backflow can flood the interior of the flood protection system. Flap gates can minimize the backflow if they are in working order. The danger with flap gates is they can become damaged from debris or will not close properly. If they are under water during a flood, they are difficult to repair. For outfall pipes with damaged gates, purchase or construct emergency stoppers or devise alternate methods to prevent backflow. (4) Emergency Pumping. When existing interior drainage systems cannot maintain acceptable internal water levels, emergency pumping actions must be employed. Sandbags, sheeting, and lumber are used to seal off manhole outlets to create emergency gas driven pumping stations. Sanitary sewers may require pumping at selected locations to provide uninterrupted service. Drain larger ponding areas with pumps driven with tractor power take -off (PTO) fittings. Typical agricultural -type pumps are generally supplied with 50 -foot lengths of butyl rubber hose. Take precautions to prevent damage to the hose. Discharge from any pumping activity must be constructed and monitored such that it does not erode or scour the levee. If possible, discharge interior drainage into a structure such as a gatewell. Otherwise, armor or otherwise protect the section of the levee receiving the scouring burden of pump discharge. On 12 inch or larger pump outlet lines, substantial anchorage is required to resist discharge forces. Do not operate such pumps on slopes greater than 20 degrees from horizontal. (5) Manhole Pumping and Sandbag Rings. Even with backflow plugs and emergency manhole pumping, existing sewer lines may cause problems because of seepage into lines, leakage of plugged outfalls, inadequate emergency manhole pumping, and poor location memory of old or abandoned sewer lines. If these leaks result in sufficient pressures, sewer lines may collapse and blow off manhole covers. Battle rising waters in D -8 manholes with additional pumps. When pumps are not available, ring manholes with sandbags as discussed below in the treatment for sand boils. Do not raise the ring dike above the river water surface elevation to minimize high pressures on the sewer system. Do not weigh down manhole covers with sandbags or other items. b. Overtopping. Overtopping refers to a condition where floodwaters begin to flow over the levee crown. Overtopping is a serious potential failure situation that generally occurs over local depressions in the levee crown. Energetic water flowing over the levee crown can erode the levee, creating a breach. Once a levee is breached, it is difficult to secure - leading to flood protection project failure. Therefore, overtopping prevention is imperative. Overtopping is prevented by increasing the levee height. Flood fighters should plan on increasing levee height to at least two feet above the flood crest prediction, by one of the following methods: (1) Earth Capping. Quickly and efficiently, bring low areas up to required grade by earth capping. The existing top of levee should be scarified to provide a good connection to the earth capping and prevent a seepage plan from forming. The earth capping should be compacted into place. For smaller areas or areas with access restrictions, the depression in the levee crown is raised to grade by placing earth filled sacks on a scarified surface and mortaring the sacks in place by tamping interstitial spaces with earth. Use plastic sheeting to protect the finished surface from erosion. Clay levees can be reinforced by increasing levee cross section with earth capping. Existing slopes should be scarified and organic materials removed. Reinforcing material- should be compacted in horizontal layers starting at the bottom of the slope and working up. Maintain the existing landside slope of levee (i.e., do not alter levee slope profiles.) A 1V (Vertical) on 2H (Horizontal) slope is generally accepted as the steepest slope that can easily be constructed and insure stability. A 1V on 3H slope is the steepest slope that can be conveniently- traversed with conventional mowing equipment and walked on during inspection. For sand levees, a 1V on 5H landside slope is considered flat enough to prevent damage from seepage exiting on the landside slope. Riverside slopes flatter than those required for stability may be required to provide protection from wave wash. Typically, sand levees use a 1V on 4H slope toward a river and a 1V on 5H landward slope. Clay levees require a smaller footprint with 1V on 3H for both slopes, typically. (2) Flash Board Capping. Use flashboard capping when field conditions do not allow easier methods of construction. Flashboards can be effective against wave and current erosion and require less space than raising a levee with earth fill or sandbags alone. The flashboards should be reinforced with sandbag support and riverside polyethylene sheeting to block seepage. Construct the board fence by nailing 1" x 12" boarding on 2" x 4" posts that are driven into the levee crown. (3) Box Capping. In extreme cases, the box method of capping may be necessary. The levee crown is raised by placing earth fill on a scarified surface between two braced flashboard fences. Box capping is effective when additional height is required on a relatively narrow crown. c. Wave Wash. Wave wash is the erosion of the riverside slope of a levee by wave action. Waves are generated during storms, excessively high winds, or passing boats. Open reaches without slope protection, such as riprap or fringes of timber or brush, are vulnerable to wave attack. Severe wave wash erosion requires immediate action to protect the levee from a potential failure situation. This situation can occur if sufficient expanse of water is present, the water is deep enough so that the water surface is near the levee crown, flood stage remains constant for a considerable period of time, or if the levee is newly constructed or constructed of materials prone to erosion. The severity and duration of wave wash conditions is dependent on several unknown factors. Therefore, continuous monitoring and an adequate supply of slope protection materials are important. (1) Polyethylene Sheeting and Sandbags Slope Protection. Follow the appropriate instructions provided in sections 4.c(2) or 4.c(3) for constructing polyethylene sheeting and sandbag slope protection in either dry or wet conditions. (2) Riprap. As stated earlier, riprap is a positive means of providing slope protection where large erosive forces, such as severe wave wash and debris flow, cause an immediate threat to levee stability. A riprap revetment is costly; must be delivered rapidly and in large enough quantities to protect large affected areas; and is difficult to control placement, particularly in the wet. (3) Other. Other methods may be possible to protect exposed levee slopes from wave wash or debris damage. Materials that provide a hardened surface or techniques to reduce debris or wave heights can be effective in protecting a levee system. d. Current Scour. As river levels rise, river currents typically increase in velocity . and have the potential to scour or erode the riverside slope of the levee. Scour potential increases along unprotected levee slopes where the levee changes direction, flow obstructions occur near the levee slope (such as structures, trees, sewer outfalls, etc.), and where topographical features create deep channels adjacent to the levee. Patrols can identify scouring conditions by the appearance of eddies, boils, and general turbulence of the water. If erosion is evident, take immediate steps to alleviate the potential failure situation. (1) Polyethylene Sheeting and Sandbags Slope Protection. Follow the appropriate instructions provided in sections 4.c(2) or 4.c(3) for constructing polyethylene sheeting and sandbag slope protection in either dry or wet conditions. Polyethylene sheeting must be placed so that current scour does not occur under the sheeting. This is accomplished by adequately sealing the lower edge and the seems of the sheeting. Weighting the sheeting with sand bags is also effective at keeping the sheeting against the levee to prevent current scour. (2) Rinran. As stated earlier, riprap is a positive means of providing slope protection where large erosive forces, such as severe current scour and debris flow, cause an immediate threat to levee stability. A riprap revetment is costly; must be delivered rapidly and in large enough quantities to protect large affected areas; and is difficult to control placement, particularly in the wet. (3) Levee Overbuild. When other scour protection measures fail, reinforce the levee with additional embankment until the levee is stabilized. (3) Other. Other methods may be possible to protect exposed levee slopes from current scour or debris damage. Materials that provide a hardened surface or techniques to reduce debris or current can be effective in protecting a levee system. e. Seepage. Under - seepage is the percolation of water under the pervious foundations of a levee. Uncontrolled, under - seepage leads to excessive hydrostatic pressures on the landside foundation causing sand boils and piping of material and water. Intense, chronic under - seepage occurs where a thin impervious soil layer overlies a pervious substratum (e.g., sand or point bar deposits) under the levee alignment. Through seepage is percolation of water through the levee embankment, emerging on the landside slope. Through seepage may threaten the stability of the levee by saturating the soil, causing sloughing of the landside slope, or piping levee material causing collapse of the embankment. Seepage usually makes its first appearance in the seep ditch at the landside toe of the levee. As the water rises against the outside of the levee, the seepage flow increases. As long as the wetted area is relatively small, and no movement of the base or loss of materials is observed, no action other than keeping the water drained away from the levee will be necessary. If the levee becomes saturated over a relatively large area, it may become necessary to take other precautions to prevent erosion (raveling and sloughing), overtopping, or other imminent failure. Normally, high water stages do not occur long enough to create seepage problems. However, sudden draw down events, prolonged flood events, or flood events combined with intense precipitation produce seepage - related potential failure situations. Sudden draw down occurs when a prolonged flood stage saturates a major part of the levee embankment, and then the flood stage falls faster than the levee soils can drain. Excess pore. water pressures develop and the riverside slope becomes unstable. Prolonged flood stages can also fully saturate levee embankments, creating a condition of steady seepage. When this occurs, it is critical to maintain as flat as possible landslide slope to reduce shear and maintain landside slope stability. Not only does the rain saturate the embankment, but some soils can swell compounding the loss in shear strength. (1) Cutoff Walls. In order to block excessive seepage through pervious foundation material, levees are often designed with positive cutoff walls. The impervious barriers are constructed beneath the levee by installing steel sheet piling or by backfilling excavated trenches with compacted fill, or other impervious materials. During a flood event, installing a cutoff wall may be impractical except in some instances. Railroad closures are instances where a cut off is required. Railroad ties and tracks are usually constructed over porous ballast. During a flood event, an expedient cut off wall can be constructed by excavating between railroad ties through the ballast and into the imperious material below the ballast. The resulting trench can be backfilled with compacted clay or a sand bentonite mix. This work requires coordination with the railroad. After the cut -off trench is constructed, a flood barrier can be constructed above the trench to raise the level of protection. .. (2) Riverside Impervious Barrier. Typical fluvial geomorphic processes leave a blanket of fine- grained impermeable to semipervious soils overlying highly hydraulically conductive sands and gravels. The greater the extent and thickness of the impermeable blanket riverward of the levee, the greater the reduction in under - seepage flow and under - seepage pressures. Consequentially, riverside borrow sites and areas where the impermeable blanket thins or pinches out entirely are acutely susceptible to under - seepage that can lead to potential failure situations. The installation of an impervious barrier, with erosion protection, along the levee foreshore before arrival of high water is an effective means to reduce under- seepage flow. Likewise, through seepage is somewhat reduced following the installation of polyethylene sheeting and sandbag slope protection on the riverside levee embankment. Similar, although selective, impervious barriers are useful for plugging animal burrows on the riverside levee embankment. Do not construct a landside impervious barrier as this may actually increase under - seepage foundation pressures. Instead, construct a landside seepage berm. (3) Landside Seepage Berm. If space is available, the construction of a permeable landside seepage berm will reduce the risk of the landside top stratum rupturing . to form sand boils or other distress because of under- seepage uplift pressures. Berms are relatively simple to construct and can be used as both a permanent flood protection appurtenance and an emergency operation procedure. Not only will a permeable landside seepage berm add extra weight to counter act upward seepage forces, a berm also protects against landside levee slope sloughing and provides a source of borrow for emergency repairs (e.g., levee raising) so that riverside levee slopes may be maintained. Landside seepage berms constructed of impervious soils can develop increased uplift pressures, and therefore must be constructed to the thickness necessary to provide an adequate safety factor against uplift. Berms constructed from semipervious material must have in -place permeability equal to or greater than .that of the seeping substrate material. Semipervious landside seepage berms will allow some seepage to pass through and emerge on the surface with only sight increases in subsurface levee toe pressures. Landside seepage berms constructed from sand offer the least resistance to seepage flow, therefore require less material and occupy less space than impervious or semipervious berms. However, sand seepage berms may not have the capacity to direct seepage pressures away from the substratum below the levee toe. Although frequently cost prohibitive, a free - draining berm provides the greatest protection against under- seepage pressures at the smallest footprint. Free - draining berms, used for drainage layers in dams, consist of random rock fill overlying horizontal sand and gravel drainage layers with a terminal perforated collector pipe system. (4) Pervious Toe Trench. If a levee is situated on deposits of pervious material overlain by little or no impervious material (i.e., clay drape over sandy deposits), a partially penetrating pervious toe trench can control shallow under - seepage near the landside levee toe. To intercept deeper under- seepage, use a pervious toe trench in conjunction with relief well systems to protect both the landside levee toe and the landward top stratum from detrimental under - seepage. (5) Pressure Relief Wells. Pump stations and other flood control structures typically employ one or more vertically installed wells, bored to a reasonable depth, and screened in hydraulically conductive layers to reduce the risk of pump station foundation weakening. When installed along the landside of a levee, pressure relief wells reduce uplift pressures that cause sand boils and piping of foundation materials (internal erosion). During high water operation, the wells convey deep under - seepage to the surface for discharge with interior drainage. Before and during operation, remove any obstruction in wells and well guards immediately. Remove any accumulating material in and around the flap gates that obstructs flow or prevents functioning of the gates. Keep any outfall ditches, bank slopes, or berms near the horizontal outlet pipes maintained and well groomed. Prohibit the accumulation of weeds, trash, and debris from the immediate vicinity of the wells. Extend all mowing and weed spraying activities at least 5 feet beyond the well. Keep grounds around the wells shaped and maintained for inspection and servicing. During operation, inspect the ground surrounding the wells for evidence of sloughing or piping, indications of sand or other material discharge from wells, and surficial signs of damage. Measure piezometric levels and flow quantities approximately one week after the realization of an unusually high river level. Measure sediment levels in wells. A reduction in well capacity or an increase in sediment levels indicates corrosion; mineralization, such as carbonate incrustation, on well screens; bacterial growth and biofilm formation; or excess inwash of foundation materials into the well. If pumping test indicates that specific capacity is less than 80 percent of original installation specific capacity, employ corrective measures. Without correction, pressure relief wells ineffectively reduce under- seepage uplift pressures; producing a potential flood protection project failure situation. (6) Brushing and Sacking. To prevent or limit erosive raveling of the landside levee slope due to excessive through seepage apply a layer of snow fence and a thin layer of straw, burlap bags, or any vegetative brushy material to the raveling slope to encourage seep water to drain down the slope without carrying levee material. The use of burlap bags requires continuous contact between the burlap and the ground surface to be effective. (7) Flattening Landward Slope. If seepage begins to cause sloughing of the landward slope, reduce the angle of repose to 1V on 4H or flatter with borrow material at least as pervious as the embankment material. Flattening embankments reduces gravity forces tending to cause failure, and increases the length of potential failure surface; therefore increasing resistance to sliding. Likewise, as erosive canyons form from sloughing and raveling, fill with sand or rock fill to prevent erosion from cutting to the crown. Unhindered, such erosion could lead to imminent levee system failure. (8) Transportation Restrictions. Prohibit vehicular traffic along soft or spongy areas on the landward side of the levee. Prohibit vehicular traffic along the top of the levee, except in extreme emergencies. Close all roads along the landward side of the levee to non - emergency vehicular traffic. Similarly, close any soft or spongy area, either along the landward slope of the levee or within 100 feet of the base of the levee to pedestrian traffic. f. Sand Boils. Sand boils are the result of seepage under a levee, through a pervious material, near or at the surface landward of the levee. As the seepage pushes its way to the surface, it has a buoyant effect on the material, creating a boiling effect. Although every sand boil is unique, requiring individual analysis and problem solving techniques, there are three typical forms of sand boils: (1) Sand Boil Pipes — Piping Flow. When seepage develops a definite pipe under the levee through a sand or gravel substratum (e.g., sand or point bar deposits), one or more large sand boils will erupt within 10 to 300 feet from the landside toe. In some instances, sand boil pipes have occurred up to 1000 feet from the landside toe. Unless restrained from discharging subsurface material, a cavern will develop under the levee, resulting in levee subsidence and subsequent overtopping. (2) Undercutting Sand Boils — Non - Piping Flow. If seepage does not develop a definite pipe, it may still form one or more large sand boils at the landside toe. The flow from these boils may undercut the landside slope, resulting in raveling and sloughing of the levee slope. - (3) Numerous Small Boils — Saturating Flow. Sometimes small inconspicuous sand boils will outcrop at or near the levee toe. While of no specific concern individually, significant upwelling caused by a group of small boils can "float" the soil around the levee toe. Reduction in the soil's maximum shearing stress substrate occurs ("quickness"), " followed by immediate slumping (rotational slide failure) of the levee slope. Watch all sand boils closely, especially those within 100 feet of the levee toe, as they can rapidly go from a non - failure emergency condition to an imminent failure condition. Mark all boils conspicuously with flagging so patrols can locate and observe changes in sand boil behavior. A sand boil which discharges clear water in a steady flow is normally a non - failure emergency condition. Drain the excess water off clear sand boils to prevent standing water around the levee. As seepage increases, the sand boil may begin to discharge clouded or dirty colored water. A dirty sand boil indicates that a potential failure situation is developing. Construct a sandbag ring around the sand boil sufficient in height to prevent further discharge of material (i.e., raise the sand ring until a clean sand boil develops.) In general, the base width of the sandbag section should be no less than 1 times the contemplated height; include weak ground near the boil within a sandbag ring levee to prevent future break through; and the ring should be of sufficient size to allow sandbagging operations to keep ahead of rising waters. At a minimum, maintain a 2 to 3 foot radius from the center of the boil to the inside edge of the ring dike. The sand ring should not entirely stop the flow of water as this can create excessive local seepage pressures that can cause additional nearby ruptures and boils. If necessary,,pump water into the sandbag ring levee to provide sufficient weight to counterbalance the quickening pressure of the sand boil. If boil appears near the levee toe access road, use clean gravel or sand to control boil instead of sand ring. g. Animal Holes and Dens. Holes or dens made by groundhogs or other burrowing animals are a constant source of trouble in levees or earth embankments. Holes and dens occur in levees built of sand as well as in levees built of other types of soil. As a preventive measure, find and plug all holes or dens in a levee system on the riverward side before flood waters approach. If left unplugged, when the floodwaters rise above the hole or den, excessive seepage will appear on the landside of the levee. Quite often confusion arises over the fact that a hole or den may be mistaken for a boil. Exploring the riverside of the levee under water may locate the hole. A light frame, supporting a piece of canvas or other impervious material, fastened to a long pole, is useful in locating animal holes under water. Move the frame along the submerged portion of the levee. When the frame covers the animal burrow, the operator may feel a pull on the frame as the material is drawn against the levee as well as observe a distinct reduction in landside levee seepage. Use the frame and pole to deliver sandbags to plug the hole. h. Other Causes of Flood Protection Project Failure. In addition to the problems covered above, the following conditions could contribute to failure. Increase patrolling frequency in these areas to identify potential failure situations before they develop (1) Joining of a levee to a solid wall, such as concrete or piling. (2) Structures projecting from the riverside of the levee. (3) A utility line crossing or a drainpipe through the levee fill. (4) Stoplogs on roads or railroad tracks at a lower elevation than the levees. (5) Seepage at the juncture between a sandbag barrier and a levee. 6. OTHER EMERGENCY CONSTRUCTION PROCEDURES There are several other methods and materials to protect a levee system during flood emergencies. Levees can be constructed with heavy equipment and suitable borrow, sand berms can be constructed to counteract excessive seepage and/or levee instability, crushed stone can be used to construct temporary access roads, and riprap can be used to provide slope protection. Straw and other types of mulch can be used to limit surface erosion. A levee district can employ these and several other methods or procedures in an emergency. The Corps of Engineers, Rock Island District has some supplies of pumps, sandbags, and polyethylene on hand for public use during a flood emergency. In addition, the USACE can provide expert technical advice in employment of these measures should they become necessary. 1 Document adapted from the Rock Island District's Handbook for Emergency Flood Protection (known as the "Redbook of Flood Fighting ", originally published in September 1974), the Rock Island District's Operation and Maintenance Manual for Repaired Flood Protective Works (July 1983), EM 1110 -2 -1913 (April 2000), EP 500 -1 -1 (September 2001), and 33 CFR 208.10 2 This section adapted from Federal Emergency Management Agency's "Federal Guidelines for Dam Safety: Emergency Action Planning for Dam Owners," 1998. http: / /www.fema.gov /mit/eap_toc.ht:n 3 Subsection adapted from Louisiana State University Agricultural Center Publication 2741 (July 1999). D -15 • Overtopping • Downed trees on levee slope • Gopher holes • Seepage through petvious levee material • Saturated levee embankments • Seepage Following tree root paths Flood level CAUSES OF LEVEE FAILURE Downed tree Seepage Gopher hole Adapted from Seattle District. Emergency Management Branch, Sandbagging Techniques, 2001. 0 ro to 0 ro t'j 0 H 0 0 H to to 0 H RINGING SAND BOILS •Tie into levee if boils are near toe of levee. •Build half -moon shaped ring dike if boil is on levee slope. •If boil appears near the levee toe access road, may use clean gravel or sand to control boil instead of sand ring. DO NOT confuse animal burrows for through seepage or underseepage boils. SIDE VIEW spillway 2 ft Minimum DO NOT < stack ring . ;higher than floodwater Adapted from Seattle District Sandbag Slidcshow (2001) n 0 ro m 0 L1 z 0 H z L1 1 0 0 H cn 1 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT 9 V WHAT IS THROCIGH SEEPAGE? V Adapted from Rock Island District Flood Seminar WHAT IS UNDERSEEPAGE? LLVLL ULN I43'C KV IJ I /:. TC•• RLANIfCT PERVIOUS AOUIILH SOD & GRAVEL 11111!A!IC THIjI.CF III !C .•.11 if EPAGE r5f 11 ". •.. J'I 9LO1•! k1:1;;\,' SAL_ Li.__ t'.'PEs+VIOU$ SEMI -1.11' HYIUH' TLC. 8_4t::,E7 PERVIOUS LOUIS LH , SANO & GRAVEL q' ¶7 C ROCK I Figure 2 D -17 CORPS OF ENGINEERS• ROCK ISLAND DISTRICT Subsidence Water Natural 6raund. LAND510t RIVERSIDE A. Sand Boil Pipes — Piping Flow. Seepage develops a definite pipe under the levee through a sand or gravel substratum Unless restrained from discharging subsurface material, a cavern will develop under the levee, resulting in levee subsidence and subsequent overtopping. B. Undercutting Sand Boils — Non - Piping Flow. Seepage does not develop a definite pipe. Seepage forms one or more large sand boils at the landside toe. The flow from these boils may undercut the landside slope, resulting in raveling and sloughing of the levee slope. Adapted from Rock island District, 0 & M Manual 1987 Water ....__ . ...,i --- Sliding $Urfoce ---.. ....--• Reduction of shearing C. Numerous Small Boils — Saturating Flow. Small strength in this area. inconspicuous sand boils outcrop at or near the levee toe.. Quickness occurs, followed by immediate slumping (rotational slide failure) of the levee slope EFFECTS OF SAND BOILS . I Figure3 D -18 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT 4/14•41 '‘Air4FAMVII.dr 40, RIVER SIDE LANDSIDE SEEPAGE BERMS — IMPERMEABLE SOIL LAYER Adapted from EM 1110 -2 -1913 (Apr 2000) 6ERIA INCORRECT I 1-- • WIDTH WIDTH CORRECT AREA OF POS3I6L E SEEPAGE CONCENTRATION t.... LAND SIDE BERM DEPTH Example of Incorrect and correct berm length according to existing foundation conditions Landside seepage berms counteract upward seepage forces, protects against Iandside levee slope sloughing, and provide a source of borrow for emergency repairs (e.g., levee raising) so that riverside levee slopes may be maintained. In an emergency situation, clean free - draining sand from Iandside seepage berms may be pushed up to form a temporary berm atop the levee crown. This measure may require remedial measures to control potential through seepage and under seepage boil distress during the remainder of the high water event. Landside seepage berm design requires geotechnical engineering support to construct sufficient berm width and depth. Figure 4 D -19 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT HOW TO CONSTRUCT A SANDBAG EMERGENCY LEVEE !IOW TO FILL SANDBAGS Fill sandbags 112 to 213 foil. tic at top so hag will lay lint when put in place. Overfilled bags leave gaps in levee allowing water to seep through. RIGHT 112 TO 2/3 FULL k. 1 n .„.. WEIGHT 30.40 LBS PLACING SANDBAGS Sandbags should be placed flat .n ground, joints overlapped, Nr nped into place, and slairstepped. RIGHT OVERLAPPED STAIRSTEPPED W POLYETHYLENE - Polyethylene (poly) comes in rolls 29 ft. wide and 100 ft, long. Poly is used to wrap sandbag levees to minimize seepage. Poly should be placed starling at the downstream end and proceeding upstream with a two to three fool overlap al lire joints. Poly can be held in piece with sandbags. • !� RIVER FLOW — SANDBAGS HOLD POLY POLY IN PLACE OVERLAPPED SANDBAGS 041 41 nth r� ettt�wF THIS SHEET LAID FIRST Adapted from Rock island District, Emergency Management Branch, Handbook for Emergency Flood Protection WEIGHT 70.75 LBS WRONG FULL TIED TOO LOW 112 FULL NOT OVERLAPPED Estimated number of sandbags and tom of sand per linear fool of emergency levee. Mlullipie these numbers by the number of feet of levee to be constructed. Height in Feet Lit). of f3na,K Tons of Sand 2 s 4 5 5- 10 21 36 53 0.10 0.20 0.to 0.15 1.10 5 feet is the practical limit of a sandbag levee. If a higher levee is needed, alternate means of constriction should be considered. Note: preferred levee limit is 3 feet high. I Figure -5 D -20 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT andpag counte eig hts S Adapted from Rock island District, Emergency Management Branch, Handbook for Emergency Flood Protection 3' to 5 DverlaP METHOD OF PLACING POLYETHYLENE IN WET I Figure 6 D -21 Grade of capping— � dr 0 al♦'00 fir /r,±il;.�.� �►� � r 4,11110061:m 11111C111,:ftive se Earth capping Place earth between soda as mortar sEactl sfilled ELEVATiON Slope as flat as passible Grade of plastic I c Ef IevAie crown sheeting Riverside crown of ramp ;��ways w•h'�` r { or um air usraw4u, , i I Irot 10 be scarified I I Too ofcapping 1 1 I I ► Rarnp or other 1 1 local depression t � of OJPn9 Ir t I I I I t PC PLAN When closing or capping over railroad ballast, build a slurry wall to seal ballast. •Remove a few ties. •Dig up ballast. *Fill hole with sand and bentonite chips in compacted lifts Riverside slope of levee umiak(' slope of levee / 41(41; fill` /ii ::.', ;.Terri• �� .a`o��`��`C�`4. L . Su ace to be scarified y =� TYPICAL SECTION AT RAMP OR OTHER DEPR SSION Slop e as flat as possible Riverside slops imdEide edge levee crown l Liq + Sur ace to be sairif"ied TYPICAL SECTION LEVEE CAPPING NOTE This type of capping not to be used on levees with crown less than 10rwide nor on levees exposed to wave wash. , capping Capping EARTH CAPPING Scale . 1 7 On sand levees, it is important to maintain slope when pushing up material. et. 0 0 P:1 ro w 0 ro ti z 0 H z Pt/ rn 0 0 H CORPS OF ENGINEERS — ROCK ISLAND DISTRICT LANDSIDE RIVERSIDE NOTE: I Bottom width to be no Tess than 1 -1/2 times height Tie into levee if boil is near toe Ring to height sufficient to prevent material from being discharged. Ring should not entirely stop the flow of water. RINGING SAND BOILS Bottom to be no less than 1 -1/2 times height 1 1 4 411 Awl bi • r iv P at' t Ar (0 4 leo( y ,f 4 I %iv, 4 1/4„- wiTs 41, -Jo ok di sk * Atte PLAN ( Water surface Existing levee ELEVATION drain SECTIONAL ELEVATION NOTE: Entire base to be cleared of debris. Stagger all joints. Adapted from Rock island District, Emergency Management Branch, Handbookfor Emergency Flood Protection Figure 8 D -23 •Tie into levee if boils are near toe of levee. •Build half-moon shaped ring dike if boil is on levee slope. 'If boil appears near the levee toe access road, may use clean gravel or sand to control boil instead of sand ring. RINGING SAND BOILS DO NOT confuse animal burrows for through seepage or underseepage boils. ov, SIDE VIEW 1 2 ft Minimum DO NOT stack ring T.higher than floodwater Adapted from Seattle District Sandbag Slideshow (2001) CORPS OF ENGINEERS — ROCK ISLAND DISTRICT METAL WELL GUARD PLASTIC STAND PIPE - z'z N I V' VARIABLE -TO TOP OF MINIMUM WATER TABLE RISER PIPE Adaptcd from EM 1110 -2 -1913 (Apr 2000) TYPICAL RELIEF WELL 2 -FT. MIN. j VARIABLE o • o art . p e n 6;0 V -NOTCH WEIR - CHECK VALVE RUBBER GASKET CAST IRON TENON CONCRETE BACKFILL r— TOP OF GRAVEL FILTER PERFORATED OR q je SLOTTED SCREEN a O �6�0 O t 6 -IN. MIN. 1 -IN. WIRE MESH ' SAND BACKFILL TOP OF WELL SCREEN BLANK PIPE THROUGH VERY FIND SAND OR SILT STRATA GRAVEL FILTER 4-IN. MIN. BOTTOM PLUG I Figure 10 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT INTERIOR DRAINAGE TREATMENT ADAPTING MANHOLE FOR PUMPING TYPICAL MANHOLE SECTION 6_a P LLma3EA Cff wANCPOP NOTE: IF 90• ELBOW IS AYAILAGLE 4x NOT REQUIRED' (— I f. 1 6 . 4 • • A 4 • f t 1 u J SECTION A - -- SUCTION LINE TO PUMP • PLUG OUTLET PIPE WITH SAND SAGS Adapted from Rock island District, Emergency Management Branch, Handbookfor Emergency Flood TO RIVER PIPE PLUS MADEFROM 2 X 4'S AND ] (BOARD Oft PLYWOOD) I Figure 11 D -26 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT PASS THRU STOPPERS MULTI SIZE PNEUMATIC PIPE PLUG PIPE STOPPERS LEVEL THAT FLOOD AND WASTE WATER BACKUP WILL REACH WITHOUT • If PLUG INSTALLED HERE TO PREVENT FLOOD AND WASTE WATER BACKUP INTO UNFLOODED AREAS OF THE COMMUNITY gr. SINGLE SIZE PNEUMATIC PIPE PLUG FLOOD WATER ENTERS SEWER SYSTEM - NORMAL WATER LEVEL MULTI SIZE STOPPER PILLOW PLUG Adapted fmm Rock island District, Emergency Management Branch. Handbook for Emergency Flood Protection Figure 12 D -27 CORPS OF ENGINEERS - ROCK ISLAND DISTRICT CrisefuEl Pumps - Model CP 21n. to 241n. Size m'hnin Head' Elec. Gas or Diesel mm On.) (callmin) m (11) kW (hp) kW (Sp) 50.8 (2) 0.56 (150) 0.745 (1) 101.6 (4) 1.88 (500) 5,59 (7.5) 11,16(15) 452.4 (6) 3.76 (1000) 7.45 (10) 14.9 (20) 2032 (8) 1127 (3000) 3.04 (10) 11.18 (t5) 1862(25) 304.8 (12) 18.79 (5000) 29.8 (40 406,4 (16) 35.70 (9500) 20.8 ( 0) 40) ) .. 46.4 (65) 609.6 (24) 93.05 (25000) 55.88 (75) 1043(140) 50.8 (2) 0,49 (130) 0.745 (1) 101.6 (4) 1.64 (490) 7.45 (10) 14.9 (20) 152.4 (6) 3.19 (850) 1138 (15) 1662(25) 203.2 (6) 9.21 (2450) 6.1 (20) 14.9 (20) . 2648(35) 304:0 (12) 14,09 (8759) 22.35 (30) 372 (50) 406.4 (16) 30.06 (8000) 33.52 (45) 63.3 (85) 609.8(24) 71.4 (19000) 74.5(100) 141.60 50.8 (2) 0.45 (120) 0.745 (1) 101.6 (4) 1.79 (475) 8.94 (12) 1832(15) 152.4 (6) 2,99(795) 14.9 (20) 2636( 5) 203,2 (6) 8.08 (2150) 9.84 (30) 18.62 (25) 304.8 (12) 12.96 (3450) 26.05 (35) 52.15(70) 406.4 (16) 26.68 (7100) 44.70 (00) 93.1Z125) 509.6 (14) 62.38 (16600) 93.12 (126) 18621gto • Coo higithcml pumps forneaas over 6.1 mot $9.71 KPa120fl). • Matchlnp Plpe Size to Pump Size Sewer Pipe Size, mm (in.) • 162_4 (6) 2032 (8) 2540(10) 304.8 (12) 381.0 (15) 457.2 (18) 533.4 (21) 609.6 (24) Adapted from EM 1110 -2 -1913 (Apr 2000) Probable Required Pump Size, mm On.) 50.8 (2) 50.810 762 (2 103) , 76210101.8 (3 k14) 101,0 t0152,4 (4 l0 6) 152,4102032 (0108) 152.410254(6 to 10) 203.210 254 (810 10) . 254 to 304.8 (10 1112) Figure 13 D -28 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT is. S . 0 ;. . Access Road Berm As waters rise, access roads may become inundated. Earthen bermsand surface stone may be used to secure passage to areas facing a potential fn iation D-29 Levee Access Control Improper levee access control during high water events may result in rutting, creating channels for accelerated erosion of levee slope. US Army Corps of Engineers Rock Island District CORPS OF ENGINEERS — ROCK ISLAND DISTRICT Temporary Earthen Berm: Placement of Polyethylene Sheeting Pull sheeting over earthen fill, anchor in -place with sandbags. 'at ■ US Army Corps of Engineers Rods Island District Temporary Earthen Berm: Highway Closure Example of earthen berm construction with sandbag and polyethylene wave wash protection for temporary highway closures. D -30 CORPS OF ENGINEERS - ROCK ISLAND DISTRICT 0 to Manhole Sandbag Ring Example of a concrete manhole riser in combination with sandbags to create a manhole sandbag ring. Do not raise ring above flood water elevation to prevent excessive pressure on sewer system. US Army Corps of Engineers Rock Island D:slric' v 0 g , o v I PTO connection angle-0, t. < 30 degrees Discharge hose over levee, protect against riverside scour Interior Drainage: Emergency Pumping Locate or create a pump staging area where tractor will set nearly level and pump intake housing is submerged in water. Note: Power Take Off (PTO) shaft connection angle should not exceed 30 degrees. CORPS OF ENGINEERS — ROCK ISLAND DISTRICT Temporary Levee Raise: Landside Slope Push -Up Up to two feet in levee height may be obtained on a sand levee by pushing up the landward slope to form a berm on the levee crown. Protect with polyethylene sheeting following push -up. Damage to landside slope may increase through seepage and cause levee instability. us Army Corps of Engineers Rock Island Diana Temporary Levee Raise: Sandbag Placement Overtopping is a serious potential failure situation that generally occurs over local depressions in the levee crown. Generally, attempt to cap the levee at least two feet above the flood crest prediction. D -32 CORPS OF ENGINEERS - D -33 o Animal o Photograph 9 Holes and Dens Holes and dens in earthen levees and occasionally in sand levees may cause catastrophic failure. Find and plug all holes or dens in a levee system before flood waters approach. l (' 1 US Army Corps of Engineers Rock Island Ostrd et 1q[��_p <• t - y � v � { V d _ _ - ` o Wave -• F C3 ca s Wash: Sandbag Revetment Example of sandbags used to protect levee from erosion. wave wash is causing the erosion. In the photo, CORPS OF ENGINEERS - D -33 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT • 0 —, 0 = Raise sandbag ring until boil water is flowing clear of sand particles Ringing Boils: Recommended Method Bottom width of sandbag ring to be no less than 1-1/2 times the height. Clear base of debris and scarify before laying first ring of sandbags. - 4somoom Relief drain/Overflow Ringing Boils: Monitoring Process Ringed boil on the landside of lower mainstem levee. Boil was flagged for inspection by patrols. Sandbag ring constructed when patrol identified dirty colored water leaving the boil. Relief Drain/Overflow included in sandbag ring. "1' US Army Corps of Engineers RocidstandDistric D-34 CORPS OF. ENGINEERS — ROCK ISLAND DISTRICT Through Seepage, Sand Levee: Brushing and Sacking with Fence, Straw, & Sandbags Place a thin layer of straw, cover with snow fence and anchor in -place with rows of sandbags spaced at as- needed intervals. Plastic snow fence will require closer rows of sandbags than wood slat snow fence. US army Corps of Engineers Puck Island Dlstr Seepage: Sandbagging where Excessive along Levee Toe Levee toe treatment method for the control of closely spaced small boils and excessive foundation toe seepage. Installation of a relief drain (not shown) is important to control seepage leaving the toe treatment. D -35 (.:UMYS ur ri1v V.Llvacal. — ...,�i. i..uJ.....• ,.. ..... �.._.."_ Closure, rails , "' == `= +J•: • required removal of to create watertight seal o PhotograpF 17 Railroad Closure Structure Coordinate all railroad closures with local yardm asters. Monitor following placement to observe leakage. I N I us Army Corps of Engineers Rod, IslaMDslnd liA r,+14P?' prair i.n iii ' J w —mot —. _ L - -- i - t ". ! b J of � tit ^� . • - • J.re_N.K -. �• C. � ''SQL 3 0 -. o CO ca m s Railroad Sandbag Closure When permanent closure structures do not exist, sandbag closures are required. Excavate ballast along closure alignment and backfill with a sand - bentonite dry mixture or slur to control see ease D -3 6 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT V 0 -•o (0 CO a v 0 0 N 0 Co (0 m Highway Closure Structure Coordinate all highway and road closure with local transportation departments, law enforcement officials, and emergency response services. Street Closure Structure Lowering of gate into closure structure by crane. During installation, protect closure seals from damage. D -37 US Army Corps of Engineers Rods Island Dstrid CORPS OF ENGINEERS - ROCK ISLAND DISTRICT 0 N o � (Li Conditions are Frequently Not Even Close to Perfect, Dangerous and Difficult to Repair. US Army Corps of Engineers Rock Island D.stritl 0 h NJ 0 N CO 0 Conduct Maintenance Before Floods, Not During Flood Fight Failure to conduct routine maintenance before flooding, such as removing trees from levee slopes, will undoubtedly lead to difficult if not impossible flood fighting conditions. D -38 CORPS OF ENGINEERS — ROCK ISLAND DISTRICT Pressure relief wells reduce uplift pressures that cause sand boils and piping of foundation materials Pressure relief well Pressure Relief Wells If specific capacity falls significantly below original values, corrective measures are necessary to prevent potential flood protection system failure from underseeoage uplift pressures, I1 US army caps of Engineers Rock Island Oist t 0 O N O (o m Pressure Relief Wells Efficiency of pressure relief wells can be diminished by corrosion; mineralization, such as carbonate incrustation, on well screens; bacterial D -39 Flood Fighting Material Sources As of February 2002 N D I X E Table El. Rock Island District Quarries Listed as Riprap Sources - Illinois Owner ! Operator Address Callender Construction 928 W Washington Pittsfield Central Limestone Co. 16805 Quarry Road Morris Civil Constructors Joliet Sand & Gravel P. O. BOX 254 Lawrence & Sons P. O. BOX 370 Marterial Service Quincy Carbonate River Stone Group INC Rockford Blacktop Sproule Construction Tower Rock Stone Co Utica Stone Valley Run Stone Co Vulcan Meterials P.O. Box 750, Highway 20E Freeport 222 N Lasalle Route 5 1701 5TH Ave P. O. BOX 4 P. O. BOX 50 P. O. BOX 128 City Phone Joliet Rock Falls Galena Columbia Spring Valley (217) 285-2161 (815) 736-6341 (815) 235-2200 (815) 741 -2090 (815) 625-6626 Chicago (312) 372 -3600 Quincy (217) 224 -7330 Moline (309) 757-8250 P. O. BOX 2071 Loves Park (815) 654 -4700 Rockford Sand and Gravel P. O. BOX 2071 Loves Park (815) 654 -4700 (815) 777-1567 (573) 883 -7415 (815) 667-4690 10425 Joliet Rd Newark (815) 736 -6000 747 E. 22nd St Su 200 Lombard (630) 261 -8600 Quarry Thomas Valley City Central Limestone Gold Mine Joliet Oregon Savanna Romeoville Thornton Yard 10 (Lincoln) Yard 17 (Athens) Adams Allied (MC30) Cleveland (31) Leclaire (38) Mccausland (39) Midway (45) Troy Grove (46) Vermilion (47) Irene Mulford Nimtz Baxter Road Stateline Sproule Tower Rock Utica Valley Run Stone Kankakee Lemont ( 360) Mccook Sycamore Source Area 60 above 1991 floor 75' above 2000 floor 55' above upper 1991 floor (submerged placement) Full 1989 face (Galena and Platteville Formations) Full 50' of 1992 north face Kankakee Formation , Full 50' of 1992 north face Full 50 of 1993 face Markgraf and Romeo Members Massive non - shaley (subject to inspection) 11' lower ledge, "Bottom Rock" 12.5' above 1996 floor, below shale (submerged) 30 above 1991 floor • Racine & Otis Members (Wapsipinicon Formation) Lower ledge of 1991 face IADOT Beds 2 &3 IADOT Beds 10 -12 Top two lifts of 1990 face Mifflin & Pecatonica Formations Full 1989 face (Kimmswick Formation) 6' - 85' of 1991 face 63' - 88' above '91 floor (Wiselake Formation) Nachusa Formation Upper 30' of Dunleith Formation For submerged placement only 49' above chert beds Ledges 2, 4. 6-9, 11 -13 As Listed By USACE -MVD Unit 6 (if exposed) Unit 7 (if submerged) Full 70' of 1992 face Ledges D & E Upper 40' of 1992 face (Romeo & Markgraf Markgraf Member Full 60' of 1992 face (Galena Group) Cessford Const Douds Stone INC Martin Marietta River Products Wending Quarries Table E2. Rock Island District Quarries Listed as Riprap Sources - Iowa Owner / Operator Address Basic Materials Corp. Bellevue Sand and Gravel Bruening Rock Kuhlman Construction L and W Quarries, INC. PO Box 2277 29427 Highway 52 325 Washington Box 127 3808 Old Highway 61 City Phone Quarry Waterloo (319) 235 -6583 South Waterloo Bellevue (563) 872 -3886 Bellevue North Decorah (563) 382-2933 Landis Spook Cave Burlington (319) 753 -2297 Biggsville Dallas City Donnellson Geode Hawkeye Nelson 1 P. O. BOX 187 Ottumwa (641) 683 -1671 Lewis Nelson- Tweedy P. O. BOX 126 Colesburg (563) 856 -3535 Fassbirider Logan Osterdock Schmidt P. O. BOX 335 Centerville (515) 437 -4830 Kahoka Mediapolis (134) 4554 NW 144TH Street Des Moines (515) 254 -0030 Ames Mine Ferguson P. O. BOX 120 Dewitt (563) 659 -9181 Bellevue Goose Lake Mt Carroll Moscow Shaffton Sweeting Harper 011ie Sully Mine Westchester 103 E College SU 220 Iowa City (319) 338 -1184 Columbus City Conklin Klein Source Area IADOT Beds 18 -20 IADOT Beds 1 -5 IADOT Bed 3 (Hopkinton) IADOT Bed 1 (Upper 35' of 1986 face) IADOT Beds 6 &7 (submerged placement only) IADOT Beds 2 & 3 (Ceder.Fork) Massive Spergen Formation, Beds 10-15 IADOT Beds 3 -5 and 9-13 (submerged placement) Beds 22 -24 meet IADOT classes D & E IADOT Beds 7 -14, and 21 -24 Full face (submerged placement) IADOT Bed 1C (all uses), Beds 3-7 IADOT Class D IADOT Beds & 13 Full 1983 of face (Dubuque /Stewartville) IADOT Beds 2 -9 IADOT Beds 2 -6 (all uses) IADOT Bed 7 (submerged only) IADOT Beds 5 & 6 Beds OA & OB (submerged placement only) Beds 2A-3B (submerged placement only) Beds 15-19 (all uses) Beds 3-7 (submerged placement only) IADOT Beds 21 -26 & 32 -34 Beds 8 & 9 (all uses) - Beds 8 -16 meet IADOT classes D & E Beds 35 -37. (all uses) IADOT Beds 27 -29 Beds 37 -41 (all uses) Beds 42 -47 meet IADOT classes D & E Lower (gray) half of 15 & 16 IADOT Beds 16-21 (mine face) IADOT Beds 8 & 9 1979 face (Solon & Coralville Beds) 1979 face of IADOT Bed 3 (Hopkinton Formation) Chert free parts of IADOT Beds 2 -4 Full face of 1990 carbonate IADOT Beds 9 -15 & 21A -24 IADOT Beds 16 & 17 IADOT Beds 1-4 (Solon Member) Table E3. Rock Island District Quarries Listed as Riprap Sources - Other States Owner / Operator Address Hodgman & Sons Inc Roverud Construction Central Stone Co W. B. Smith Inc Concrete Materials LIG. Everist Inc Kraemer & Sons Inc River City Stone P. O. BOX 1100 601 HWY 44 East 46445 Sweetbay LN 1201 W. Russell Street P. O. BOX 5829 1 Plainview Rd 2104 Dry Hollow Rd City Phone Quarry MINNESOTA Fairmont (507) 235 -3321 Cottonwood Spring Grove (507) 498 -3377 Blume. Hannibal Plain Kieler MISSOURI (573) 735 -4505 Central Stone Fesler (40) Florence (33) SOUTH DAKOTA WISCONSIN (608) 546 -2311 Bagley Junk E-3 Kinderhook (37) MiA Creek (42) New London (6) P.O. BOX 474 HVVY 79S Louisiana (573) 754 -5361 Louisiana Sioux Falls (605) 334 -5000 Dell Rapids Sioux Falls (605) 357 -6000 Sioux Falls (608) 568 -3433 Brown Gassman Millville Rose Spur Source Area Massive quartzite ledges IADOT beds 1 -4 (Wall and Wyota Members) Beds 1 -8 of 1991 46' Face 40' above 1983 floor Middle 17' of Ledge 3 (all uses) Lower 1986 face of Ledges 5 -6 (all uses) 60' bench of Ledge 2 (submerged placement only) Floor, 14'. and 19 30' of 1989 face Lower 28' of Burlington Formation (all uses) Middle 65' face (submerged placment only) For submerged placement only Lower 20' of Burlington Formation Full face, minus rock from 'soft areas Full face Upper 60' above shaley bed Full 1993 face IADOT Beds 2 up to the 8' of Bed 9 (Stewartville) IADOT Beds 5-9 IADOT Beds 1 -8 Middle & Upper Ledges (Wise Lake Formation) Ace Bag & Burlap Company Inc. POC: Isadore Sindell 205 Water Street Brooklyn, NY 11201 (718) 852 -4705 All American Poly Corp POC: Zeke Rosenwasser PO Box 4217 100 S. Washington Dunnellen, NJ 08812 -1692 (732) 752 -3200 Bag Supply Co. POC: Jerry Limbaugh 2216 10th Courth South Birmingham, AL 35205 (205) 252 -2247 Cady Bag Company Inc. POC: Kay McClanie PO Box 68 Pearson, GA 31642 (912) 422 -3298 Dallas Bag & Burlap Co. Inc. POC: Les White 153 Leslie Street Dallas, TX 75207 (214) 741 -6094 Farber Bag & Supply Co. POC: Jim Farber 8733 Kapp Drive PO Box 78 Peosta, la 52068 (800) 553 -9068 Gierke - Robinson Co. POC: Roger Brent • 3929 West River Drive PO Box 3067 Davenport, IA 52808 (563) 322 -1725 Kane Bag Company POC: Karen Kane 1200 South East Avenue Baltimore, MD 21224 Table E4. Potential Sandbag Sources Advance Bag & Packaging Co. POC: Wendy Slade 5720 Williams Lake Road Waterford, MI 48329 (800) 475-2247 Amee Sales, Inc. POC: S. Kumar 55 West 39th Street 11th Floor New York, NY 10018 (212) 221 -8515 Berg Bag Co. POC: Rick Berg 410 3rd Avenue North Minneapolis, MN 55401 (612) 332-8845 (800) 587 -2040 (A. Hrs.) Canamer International Inc. POC: Paul Double 126 North Baker Street PO Box 82 Winona, MN 55987 -0082 (507) 452 -1700 Dayton Bag & Burlap Company POC: Sue Spiegal 322 Davis Avenue Dayton, OH 45403 (937) 258 -8000 Friedman Bag Company Inc. POC: Susie Roubal 801 Commercial Street Box 866004, Terminal Annex Los Angeles, CA 90086 -6044 (213) 628 -2341 Gierke - Robinson Co. POC: Bill Haus 852 Mansur Avenue Carbon Cliff, IL 61239 (309) 792 -0016 King Bag & Manufacturing Co. POC: Ron Kirsch 1500 Spring Lawn Avenue Cincinnati, OH 45223 ADI Technologies Inc. POC: George Bear 1487 Chain Bridge Road Suilte 204 McLean, VA 22101 (703) 734-9626 B.J. Seaman & Company POC: Burt Seaman 339 Berry Street Chicago, IL 60657 (312) 666-6580 C.R. Daniels Inc. POC: Vick Keeler 3451 Ellicott Center Drive Ellicott City, MD 21043 (410) 461 -2100 Colonial Bag Co., Inc. POC: Robert Maturi PO Box 929 Lake Park, GA 31636 (912) 559 -8484 Eur -Pac Corporation POC: Peter Rand 112 Porter Street Waterberry, CT 06708 (203) 156 -0102 Fulton Denver Company POC: Vicki Cantu 3500 Wynkoop Street Denver, CO 80216 (303) 294 -9292 Jacobs Trading Company POC: Andy Estoclet 901 W. 3rd Minneapolis,MN 55401 (612) 349 -2310 (612) 747 -7667 Langston, Companies Inc. POC: Don Wyseman PO Box 60 Memphis, TN 38101 Manchester Company POC: Doug Steele 6036 Metcalf Overland Park, KS 66202 (913) 262 -0440 McDowell Industries Inc. POC: Lisa Young PO Box 2087 Memphis, TN 38101 (901) 527 -6596 Midwest Canvas Corportation POC: Mike Yarian 4635 W. Lake Street Chicago, IL 60644 (773) 287 -4400 Nelson Products & Supplies Inc. POC: Richard Nelson 1275 Rockford Road SW PO Box 1130 Cedar Rapids, IA 52406 (319)362 -8513 Northbrook Public Works Dept. POC: James Reynolds 655 Huehl Road Northbook, IL 60062 (847) 272 -4711 Osterneck Company POC: Leroy Freeman Highway 72 East Business PO Box 859 Lumberton, NC 28359 (910) 738 -2416 Raleigh Lions Clinic for the Blind Inc. POC: James Wells 315 Hubert Street Raleigh, NC 27603 (919) 833 -8611 Sacramento Bag Mfg. Company POC: Dave Rosenburg 530 "Q" Street Sacramento, CA 95814 (916) 441 -6121 Table E4 (cont). Potential Sandbag Sources Marion Brush Company & Janitorial Supply POC: Gary Bolden 1685 7th Avenue Marion, IA 52302 (319) 377 -0167 Midco Enterprises Inc. POC: Richard Novak 145 Grand Avenue St. Louis, MO 63122 (314) 965 -6300 Miller Bag Company POC: Mike Miller 861 East Hennepin Avenue Minneapolis, MN 55458 (612) 378-3200 New York Packaging Cqrporation POC: Jeff Rabria 135 Fulton Avenue Garden City Park, NY 11040 (516) 746 -0600 Novey Bag Company POC: Steve Novey 4011 Fleetwood Lane Franklin Park, IL 60131 (847) 928 -2688 Ovasco Industries POC: Lee Benovitz 1010 South Preston Street PO Box 504 Louisville, KY 40201 (502) 584-2219 Rochford Supply Inc. POC: Mike Lee 245 Aldrich Avenue Minneapolis, MN 55405 (612) 374 -9112 Seattle Tarp - POC: Chris Terlatti 2122 West Elmore Seattle, WA 989199 (206) 285 -2819 Max Katz Bag Company POC: Box 1666 235 South LaSalle Street Indianpolis, IN 462101 (317) 635 -9561 X100 Midpack Corportation POC: Tom Joyce 5514 North Kedzie Avenue Chicago, IL 60025 -3924 (773) 539 -1615 National Supply & Safety Co. POC: Ana Maria 1651 Sequoia Trail Glenview, IL 600 -2020 (847) 724 -4309 NISH POC: Irmie Karman 2235 Cedar Lane Vienna, VA 22182 -5200 (703) 560-6610 NYP Corp. POC: Jerry LaBelle 805 East Grand Street Elizabeth, NJ 07201 (908) 351 -6550 Pat -Ram Inc. POC: Ramiro 5059 18 Augusta Street Philadelphia, PA 19149 (215) 533-9239 S &S Bag & Burlap Company Inc POC: Sheldon Simon 1033 North Cicero Avenue Chicago, IL 60651 (773) 921 -3660 Sterling Bag & Supply Co., Inc. POC: Dick Konefke 203 Fisher Road Lackawanna Ny 14218 (716) 826 -1990 United Bags Inc. POC: Herbert T. PO Box 297 St.Louis, MO 63133 -0297 (314) 421 -3700 Zep Manufacturing Co. POC: Mark Kirchhof PO Box 5636 139 Exchange Blvd. Glendale Height, IL 60139 (630) 752 -1500 Table E4 (cont). Potential Sandbag Sources Walker Bag Mfg. Company POC: Steve Dutton 11198 Ampere Court Louisville, KY 40299 (502) 266 -5696 Great Western POC: Marten Katz 1416 North Broadway SL Louis, MO 63102 (314) 421 -0498 Use space below for notes: Wichita Ponca Canvas Prod. Inc. POC: Laveern Schule 1711 S. Longfellow Street Wichita, KS 67207 (316) 687 -4411 Jacobs Trading Company 13505 Industrail Park Blvd. Plymouth, MN 55441 (763) 843 -2010 (763) 843- 2110(fax) Table E5. Potential Bulk Plastic (Polyethylene) Sheeting Sources Berg Bag Co. POC: Rick Berg 410 3rd Avenue North Minneapolis, MN 55401 (612) 332 -8845 Colonial Bag Company, Inc. POC: Robert Meturi P.O. 929 Lake Park, GA 31636 (912) 559 -8484 King Bag & Manufacturing Co. POC: Ron Kirsch 1500 Spring Lawn Ave. Cincinnati, OH 45223 (513) 541 -5440 Midwest Canvas Corp. POC: Barry Hanar 4635 West Lake Street Chicago, IL 60644 (773) 287 -4400 Alter & Sons INC 514 S Howell Davenport, IA -52802 (563) 323 -3601 B.J. Seaman & Company POC: Burt Seaman 339 Berry Street Chicago, IL 60657 (312) 666 -6580 Dayton Bag & Burlap Company POC: Sue Spiegal 322 Davis Ave. Dayton, OH 45403 (937) 258-8000 Marion Brush Company & Janitorial Supply ' POC: Gary Bolden 1685 7th Ave. Marion, IA 52302 (319) 377 -0167 S & S Bag Company POC: Sheldon Simon 1033 North Cicero Ave. Chicago, IL 60651 -3202 (773) 921 -3660 Canamer Intemational, Inc. POC: Paul Double 126 North Barker Street PO Box 82 Winona, MN 55987 (507) 452 -1700 Gierke - Robonson Co . POC: Bill Haus 852 Mansur Ave. Carbon Cliff, IL 61239 (309) 792 -0016 Max Katz Bag Co. POC: Morris Katz P.O. Box 1666 235 S. LaSalle Street Indianapolis, IN 46201 (317) 635 -9561 Stetson Building Products 1100 2nd Ave Rock Island, IL 61201 (309) 788 -8412 United Bags Inc. POC: Herbert T. PO Box 297 St.Louis, MO 63133 -0297 (314) 421 -3700 Zep Manufacturing Co. POC: Mark Kirchhof PO Box 5636 139 Exchange Blvd. Glendale Height, IL 60139 (630) 752 -1500 Table E4 (cont). Potential Sandbag Sources Walker Bag Mfg. Company POC: Steve Dutton 11198 Ampere Court Louisville, KY 40299 (502) 266-5696 Great Western POC: Marten Katz 1416 North Broadway St. Louis, MO 63102 (314) 421 -0498 Use space below for notes: Wichita Ponca Canvas Prod. Inc. POC: Laveern Schule 17.11. S. Longfellow Street Wichita, KS 67207 (316)_687 -4411 Jacobs Trading Company 13505 Industrail Park Blvd. Plymouth, MN 55441 (763) 843 -2010 (763) 843- 2110(fax) Inspection Report Forms A P P E N D X INSPECTION GUIDE FOR FLOOD CONTROL WORKS Name of Project: Date: Public Sponsor: SUMMARY OF INSPECTION: THE PROJECT CONDITION AS A RESULT OF THIS (INITIAL)(CONTINUING) (circle one) ELIGIBILITY INSPECTION IS: ACCEPTABLE MINIMALLY ACCEPTABLE 0 UNACCEPTABLE [NOTE: Refer to page 10 of the Inspection Guide for Rating Codes for Individual Rated items, and Project Condition Codes used in this inspection.] U.S. ARMY CORPS OF ENGINEERS INSPECTORS: PUBLIC SPONSOR REPRESENTATIVES: COMMENTS: OCheck if additional comments are attached Inspection Guide adapted from EP 500 -1 -1 (Sept. 2001) Also reference General Engineering's (ED -DG) 5- yearPump Station Mechanical Inspection Report PAGE 1 OF 10 RATE1 31TEPV',-.-_': - '1.: . ,c':::: . :- EVALUATI , -'11 "' ::j4 ._ _ :=1,..„, - --- _ , ENGII_VEERING DURI , i1 ; 41741,' kLidIBIliti IMPECT:101.10E 1. Level of Protection li.:_ .„...... „::._....„...:,..,,,,,:_.,...„.„..1 The designed section is for an exceedance frequency greater than 10% chance (10 yr.) with minimum freeboard of 2 ft/60 cm (urban levee) or the designed section is for an exceedance frequency between 20% to 10% chance (5-10 yr.) with minimum freeboard of 1 ft/30 cm (agricultural levee). 2. Erosion Control ,'rs S Erosion protection in active areas is capable of handling the designed flow velocity for the level of protection for the entire FCW M Erosion protection is capable of handling the designed flow velocity for the level of protection for 75% or more of the FCW. : • 5,7 U Erosion protection measures protect less than 75% of the FCW; or if erosion protection was not present and there is evidence indicating a need for erosion protection. _ 3. Embankment • '-',=:-::•!!,!-:: S Fill material for embankment is suitable to prevent slides and seepage for the existing side slopes. Fill material is uniform and adequately compacted through the entire FCW. M Material is adequate and suitable to prevent. major slides and capable of handling localized seepage for the existing side slopes. Fill material is uniform and adequately compacted in 75% or more of the FCW. U Material is suitable and likely to cause numerous slides and allow excessive uncontrolled seepage. Fill material is not uniform, or there is no compaction and evidence indicates a need for compaction. 4. Foundation _ a.' , , !.' ' -" :-' ' S Foundation materials will not cause piping, sand boils, seepage, or settlements that reduce the level of protection. M Foundation materials may show signs of excessive seepage, or minor sand boils, and localized settlements. U Foundation materials are unsuitable and likely to cause excessive uncontrolled seepage, sand boils, and/or piping. 5. Structures S Structures are capable of performing their design functions and show no signs of failure. M Structures are performing their design functions but show signs of overtopping and bypassing flows. U Structures are not performing their design functions or show signs of structural failure. PAGE 2 OF 10 F-2 t __RA TE D . S: M U • ' . ,.EVALUATION FE�' MAINTENAL _ , USODI , ^ - a .. r A.LL N � -- , ...' cc � , -- (Cry ' �" F.�7L` t rW a r.: _ t y : - 6. Depressions S Minimal depressions or potholes; proper drainage. ` °. M Some depressions that will not pond water. • U Depressions 15 cm (6 ") vertical or greater that endangers the integrity of the levee. 7. Erosion pt�i_4 .F; •� a: S No erosion observed. ail: i1 5 .. g'ia•r; ��riRiiF;i i iiii I'r i' .y ; I1 1.j; = T . _ = M LEVEE: Erosion of levee crown or slopes that will not interrupt inspection or maintenance access. OTHER FCW: Erosion gullies less than 15 cm (6 inches) deep or deviation of 30 cm (1 ft) from designed grade or section. ='k - U LEVEE: Erosion of levee crown or slopes that has interrupted inspection or maintenance access. OTHER FCW: Erosion gullies greater than 15 cm (6 inches) or deviation of 30 cm (1 ft) or more from designed grade or section. 8. Slope Sthbility =:z S No slides present. Erosion of slopes less than 10 cm (4 „) deep. M Minor superficial sliding that with deferred repair does not pose an immediate threat to FCW integrity. No displacement or bulges. • ` •r `” U Evidence of deep seated sliding (60 cm (2ft.) vertical or greater) requiring repairs to re- establish FCW integrity. 9. Cracking = - -= - = S No cracks in transverse or longitudinal direction observed in the FCW. M Longitudinal cracks are no longer than the levee height. No displacement and bulging. No transverse cracks. { "._ U Longitudinal cracks are greater than levee height, with or without some bulging observed. Transverse cracks are evident. 10. Animal Control '' "'` ' ° i'` ' S Continuous animal burrow control program that eliminates any active burrowing in a short period. Program includes filling in of existing burrows. M Animal burrows present that will not result in seepage or slope stability problems. rr = U Animal burrows present that would result in possible seepage or slope stability problems. PAGE 3 OF 10 RATED 1 TErid 'WA S M , . ... tli : ::- EVALUATION ' :TIQ N-ylz Ciintinde : -,A,.-: : , � ...„... i ':5F 411AINTEIVANeEOP011 ET ()RING ::- _',`,. - ; - _ ,,-- AL4 - 1NSPEC71.0NSL44-d - Pii1.-C--!=`i--1" - '. 11. Unwanted Vegetation Growth F , :=::: - ,g.:7 _ S No large brush or trees exist in the FCW. Grass cover ' well maintained. CHANNELS: Channel capacity for designed flows is not affected. I M Minimal tree (5 cm (2") diameter or smaller) and brush cover present that will not threaten FCW integrity. (NOTE: Trees that have been cut and removed from levees should have their roots excavated and the cavity filled and compacted with impervious material). CHANNELS: Channel capacity for designed flows is not adversely affected. ... . • U Tree, weed, and brush cover exists in the FCW requiring removal to re-establish or ascertain FCW integrity. (NOTE: If significant growth on levees exist; prohibiting rating of other levee inspection item; then the inspection should be ended until this item is corrected). CHANNELS: Channel obstructions have impaired the floodway capacity and hydraulic effectiveness. 12. Encroachments S No trash, debris, excavations, structures, or other obstructions present. M Trash, debris, excavations, structures, or other obstructions present or inappropriate activities occurring that will not inhibit operations and maintenance performance. ��q U Trash, debris, excavations, structure; or other obstructions present or inappropriate activities that would inhibit operations and maintenance performed. 13. Riprap / Revetments / . Banks :':::.-!.:.;:. S Existing protection works are being properly maintained and are undamaged. . M No scouring activity that could undercut banks/riprap, erode embankment; or restrict desired channel flow. U Meandering and/or scour activity that is undercutting bank; eroding embanlcments, or impairing channei flows by causing turbulence, meandering, or shoaling. 14. Stability of Concrete Structures ' : S Any tilting, sliding, or settling of structure; if present, has been secured, preserving the integrity of performance. M Uncorrected sliding or settlement of structures of a magnitude that does not affect performance. : -.',-::: • U Tilting or settlement of structures that has resulted with a threat to the structure's- integrity and performance. PAGE 4 OF 10 F-4 � '', '14, ' `;■:,!f.':';1:=.71,,:-;:..:',‘ '.?.?:!/ , ::, 4 .,'••• . er I I U '�...,. $ . F .. _ `EVgLUiATI ON } . �,- , ,' s F� ` ST' � +t f'nntrnue(r t ,_ ... - k i_ kCR' MA7lVT'ENA VCL FOR .. , n _ ''' ice A�� rA!s IISFDFIRII�'G r !0 :- ' 15. Concrete Surfaces S Negligible spalling or scaling. No cracks present that are not controlled by reinforcing steel or that cause integrity deterioration or result in inadequate structure performance. - _ = M Spalling, scaling and cracking present but immediate integrity or'performance of structure not threatened. U Surface deterioration of deep, controlled cracks present that result in an unreliable structure. 16. Structural Foundations S No scouring or undermining near the structures. M Scouring near the footing of the structure but not close enough to affect structure stability during the next flood event. - ; f ; ;, U Scouring or undermining at the foundation that has affected structure integrity. 17. Culverts I S [a] No breaks, holes, cracks in the culvert that would result in any significant water leakage. No surface distress that could result in permanent damage. [b] Negligible debris or slit blocking culvert section. No or minimal debris or sediment present which has negligible effect on operations of the culvert. - _ _ M [a] Integrity not threatened by spalls, scales, or surface rusting. Cracks present but resulting leakage not affecting the structure. [b] Debris or sediment present, which is proposed to be removed before the next flood event, which minimally affects the operations of the culvert. ,..:,. U [a] Culvert has deterioration such as surface distress and/or has significant leakage in quantity or degree to threaten integrity. [b] Accumulated debris or settlement that has not been annually removed and severely affects the operations of the culvert. 18. Gates - _ _ = z' . : 1 S Gates open easily and close to a tight seal. Materials do not have permanent corrosion damage and appear to have historically been maintained adequately. M Gates operate but leak when closed; however, leakage quantity is not a threat to performance. All appurtenances of the facility are in working condition. U Gates leak significantly when closed or do not operate. Gates and appurtenances have damages that threaten integrity and/or appear not to have been maintained adequately. : _ 19. Closure Structures = ... _ _ S Closure structure in good repair. Placing equipment readily available at all times. = U Closure structure in poor condition. Parts missing. Placing equipment may not be available within normal warning time. PAGE 5 OF 10 R�4 TElIC.ITEM. s S M U , .. : > ; ..,;• EVALUATION * ;.: Ss = ,?, , :, 4 * ; L S ECTIONIJ ;C 4 `_ ] CWYIA IlmpTA ,. F OR ZISEDIOA1_q' ti y1 y.`AL I iSPEC T T IONS ��'� 20. Motors s' =_ -_ `; =< = ; S All motors, if present, are operational. Preventive maintenance is occurring and system is performance tested periodically. M All motors are operational and minor discrepancies are such that motors could be expected to perform through the next projected period of usage. U Motors are not operational, or noted discrepancies have not been corrected. 21. Power r;r S Adequate, reliable, and enough capacity to meet demands. ... U Power source not considered reliable to sustain operations during flood condition. 22. Metallic items |� � :' = S All metal parts in a plant/building protected from permanent damage from corrosion. Gates operable. = = M Corrosion on metal parts appears maintainable. Gates operable. U Metal parts need replacement, may fail, or will not function. REMARKS FOR SECTIONS I AND II. • PAGE 6 OF 10 frd ': S ;F OR usEDUR1! GALL _._ INI TlALA andCONTINQIIVGELIGI $ILITYINSPECTIONS r= ?t SSE( IIL r > { - - 23. Pump Station Size :''_ _= Pump station has adequate capacity (considering - pumping capacity, ponding areas, etc.) to handle expected inflow volumes. , i ti e 7, F ::d , , _:, T r , � : sr - o- F O R USEDUTRIIVGALL o 0 I AL;' m T IN U IIV C E B 24. Operations and Maintenance Manual - _ �`��t. -�' - " Operations and Maintenance (O &M) Manual is present and adequately covers all pertinent areas. All necessary updates to the Manual have been done. 25. Operating Log c= "` ` Pump Station Operating Log is present and being used. Operators are trained on proper usage. 26. Annual Inspection `` Annual inspection is being performed by the public sponsor. 27. Plant Bi g . r: • _° S Plant building is in good structural condition. No apparent major cracks m concrete, no subsidence, roof is not leaking, etc. Intake louvers clean, clear of debris. Exhaust fans operational and maintained. Safe working environment. - - M Spalling and cracking . are present, or minimal subsidence is evident, or the roof leaks, or other conditions are present that need repair but do not threaten the structural integrity or stability of the building. U Any condition that does not meet Minimally Acceptable standard. 28. Pumps , ' S All pumps are operational. Preventive maintenance and lubrication are being performed. System is periodically subjected to performance testing. No evidence of unusual sounds, cavitation, or vibration. M All pumps are operational and deficiencies /minor discrepancies are such that pumps could be expected to perform - through the next expected period of usage. U One or more primary pumps are not operational, or noted discrepancies have not been corrected. 29. Motors, Engines, and Gear Reducers I not _ - ; ' = _ ' _ '' S All items are operational. Preventive maintenance and lubrication being performed. System is periodically subjected to performance testing. Instrumentation, alarms, and auto shutdowns are operational. � • M All systems are operational and deficiencies /minor discrepancies are such that pumps could be expected to perform through the next expected period of usage. U One or more primary motors are not operational or noted PA GE 7 nF 1 0 deficiencies / discrepancies have I been corrected. ;. 1V:11,;.-. t S . M U _ r .1// LUATI SE CTION I y Continu ,,- -{ V.`.; ' Fo USE:D URINGA L L , ,,_i �'INITL4L and CONTINJINC E'LIBIBILITYINSPECTIONS ' : 30. Trash Rakes = _ S Drive chain, bearings, gear reducers, and other components are in good operating condition and properly maintained. = = M Drive chain, bearings, gear reducers, and other components are capable of performing as designed through the next flood event. U Proper operation would be inhibited during the next flood event. 31. Other Metallic Item: :` _ °.. S All metal parts in plant/building are protected from permanent damage by corrosion. Equipment anchors show no rust or deterioration. "4 M Corrosion on metallic parts (except equipment anchors) appears maintainable. U Any condition that does not meet at least Minimum Acceptable standards. 32. Insulation agar Testing = -. S Results of meggar test show that insulation meets manufacturer's or industry standard. Test not more than 24 months old. M Results of meggar test show that insulation resistance is lower than manufacturer's or industry standard, but can be corrected with proper application of heat. U Insulation resistance is low enough to cause the equipment to not be able to meet its design standard of operation. 33. Power = _ = S Adequate, reliable, and enough capacity to meet demands. Backup generators are on hand and deemed reliable, or feasible plan exists to obtain backup power. Backup units are properly sized, operational, periodically exercised, and properly maintained. U Power source not considered reliable to sustain operations during flood condition. 34. Pump Control System ;_`: S Operational and maintained free of damage, corrosion, or other debris. M Operational without . minor discrepancies. Will function adequately in the next flood event. U Not operational; uncorrected discrepancies noted from previous inspections; capability to adequately function in the next flood event is suspect. 35. Sumps .;, °'- • i '` =_ S Clear of debris and obstructions. Mechanisms are in place to Maintain this condition during operations. ` `:' `_,: M Clear of large debris, minor obstructions present. Mechanisms are in place to deter any further accumulation during operation. Sump will function as intended. _ _ U Large . debris or major obstructions present, or no mechanism exists to prevent debris accumulation during operation. PAGE 8 OF 10 E u , � :IUI 3 EVALUATO(V �. b SE C'TIOI!T IV , Continue d .� .,,, , -wf9. , -, t: , z , ,+ % m� � R k FO a_VitiRI/VG 4 " -0 :1N 1TTALanfCONTIIVUl1VGEL'IBI IVITINSPECTIOIdS_< Functional. Electric operators maintained. (S or U only.) 36. Intake /Discharge Gates ��, 37. Cranes Operational. Inspected and load tested in accordance with OSHA requirements. (S or U only.) 38. Telephone Communications = '`__. ~ _ ? Telephone communication is available in the pump station. Alternatively, two -way radio, cellular telephone, or similar device is available, or access to a telephone is within a reasonable driving distance. (S or U only.) 39. Safety ?F` ' " '`" No exhaust leaks in building. Fuel storage /distribution meets state /local requirement. Fire extinguishers on hand, of sufficient quantity, and properly charged. . Safety hardware installed. Required safety items (e.g. . aural protectors) used: (S or U only.) Remarks for Pump Station — Sections III and IV of Inspection Guide. PAGE 9OF10 RATINGS: The following terms and definitions are used in the conduct of this inspection for rating items and components of this project: S — Satisfactory: The rated item is in satisfactory condition, and will function as designed and intended during the next flood event. M — Marginally Satisfactory: The rated item has a minor deficiency that needs to be corrected. The minor deficiency will not seriously impair the functioning of the item during the next flood event. The overall reliability of the project will be lowered because of the minor deficiency. U — Unsatisfactory: The rated item is unsatisfactory. The deficiency is so serious that the item will not adequately function in the next flood event, compromising the project's ability to provide reliable flood protection. DETERMINATION OF PROJECT CONDITION CODE: The lowest single rating given for a rated item will determine the overall condition of the project. If all rated items are rated as Satisfactory, the project condition will be Acceptable. If one or more rated items are evaluated as Marginally Satisfactory, with no rated items evaluated as Unsatisfactory, then the project condition will be Minimally Acceptable. One or more rated items with a rating of Unsatisfactory will result in a project condition of Unacceptable. STATUS: Acceptable and Minimally Acceptable projects are in Active status. Unacceptable projects are in Inactive status. Projects in Inactive status are not eligible for consideration for Repair or Restoration Assistance from the US Army Corps of Engineers in the event of damage from a flood or coastal storm. GENERAL INSTRUCTIONS. 1. Section I will be used on all Initial Eligibility Inspections (IEIs). 2. Section II will be used on all Continuing Eligibility Inspections (CEIs) 3. All rated items in Sections I and II must have a rating given. 4. Additional areas for inspection will be incorporated by the inspector into this guide if the layout or physical characteristics of the project warrant this. Appropriate entries will be made in the REMARKS block. FOR PROJECTS WITH PUMP STATIONS: 5. Section III and IV will be used on all IEIs and CEIs for projects with pump stations. A pump station must have the primary purpose of flood control, not interior drainage. The district will determine, based on appropriate study, if adequate capacity exists. Lack of adequate capacity mandates a rating of Unsatisfactory and a condition of Unacceptable. 6. The lowest rating for a rated item on either the levee inspection (Sections I and II) or the pump station (Sections III and IV) determines the overall project condition. 7. A non - Federal pump station located behind a Federal levee will be treated as a separate FCW, will not be incorporated into the Federal levee project, and will be inspected as a separate entity. The lowest rated item on the pump station inspection determines the project condition code for the pump station. This is independent of the Federal project inspection. 8. Additional areas for inspection will be incorporated by the inspector into this guide if the layout or physical characteristics of the pump warrant this. Appropriate entries will be made in the REMARKS block. F-1 0 PAGE 10 OF 10 Project Location and Description: Remarks on Inspection Methodology/ Proceedures: Inspection Team: (Including levee officials) Additional Documentation: 0 Photographs O Video O Other e;9 ,o F -11 Name of Project: Inspector Signatures: Reviewers (Flood Area Engineers): Remarks: Date: Date: Date: Date: Date: Date: F -12 -:u• . ^.i.� `eM .I/., =r _ -, a „� , ,7i ?:iii : cal� � 9s 3F "CY" • ' .p x _ „� i, ��k' x5 _ ^i • Q I. ,y.; �',� •. x.:�'he''4,•- y,�. ■ �aOy!lr.,. 1!, � : I e _ r_, _.. 1..'....L.- �.';�i %�;�� . ..,, . - ..[....^ ... ... . . ...... r�. r5a' , i :2i �.l r �� , x, rF" Zr. .I1. ' °,, w„ t� +� ,P :I "!(•" . ` , y + ''f 'i .' � !. A r• � T,M $.. �- ice' ' 4�' a w��•.�.' wKl K c i t . , � INAG DIS ' F 'C IA LS ,a, %''� �?(s:t r y,: 7 c e �; c` ��' a i` } a ` ,ir. w ! . a-*a, n3. ' •,,:a -' I I S -a"�` -r.9 v x�r ' F r.. f', C li,. V� i nc i� 'v i'.r nt'S_� a h .il„ r _ _ �.� Name of Project. eei-ma►1 .F >• , Date ' of Inspectio ; Ex station Na me jAd dtess ' " ;Phone ,nsition • . - The purpose of this form is to retain an updated list of officials regarding operation and maintenance of Flood Protection Projects. Under the provisions of the , Privacy Act of 1974, this information may be released by the Corps of Engineers to other s who may impact the Flood Protection Project. The disclosure of this information is voluntary; however, failure to provide this information will delay or halt actions that will affect the integrity ofyour Flood Protection Project. structialis4 Inft'Xatic>'rifors ,,. P. ontro or syIns ectionS ��3 �l � 'S•3(,b�S .fi "� 'Page -4 of LOCATION: Use stationing notation or GPS coordinates (NAD83). Describe how location was determined in Inspection Methodology remarks. (e.g., dead reckoning, vehicle odometer, Selectively Available (SA) GPS — 100m, non -SA GPS — 15m, , Differential GPS (DGPS) — 5m, Wide Area Augmentation System (WAAS) enabled GPS — lm, etc.) Keep base map scale in mind when selecting positioning method, as more precise methods may not necessary lead to precise drawings. For example, a DGPS is not going-to offer any more precision over a non -SA GPS if the base map is a 7.5- minute USGS Quadrangle (1:24000). INSPECTION ID: Use a unique name or ID for coding features (polygons, lines, points) on CADD /GIS systems and for labeling photographs. ITEMS AND FEATURES: Use the table below to indicate which flood protection project element (feature) is blemished and list the blemishing defect (item). slope (R/S), landside slope (L/S), or creekside slope (C /S), if applicable. Levees Sod Maintenance Weed (Wild Growth) Erosion Repair Unusual Settlement Seepage or Saturated Area Pressure Relief Well Operation Gate Drain Operation Inappropriate Burning Cattle Guard / Access Control Unauthorized Grazing ROW Encroachment Closure Structures Absent Parts or Tools Metals Part Coating Sandbagging Materials Working Parts Point: Sta. 123+00 Line: Sta. 123+00 to Sta. 150+50 Example: project reach_inspectiondate_XXX sny_1_5Nov2001_001 sny_l 5Nov2001_002 etc. Burrowing Animals Drift / Debris Loss of Grade (Levee Profile) Sloughing or Caving Toe Drainage Operation Levee Drain Operation Revetment / Riprap Condition Access Road Maintenance Levee Crown Shape Unauthorized Traffic Adequate Closure Speed N 41° 30' 5939 ", W 90° 33' 48.42" Technical Photography Tips: Use sufficient film speed or flash for lighting conditions. Use an object in foreground or background to provide scale (ruler, person, etc.) If possible, have camera insert date/time stamp on photograph. Flood Walls Seepage or Saturated Area Trees or Roots Undue Settlement Riverward Bank Caving ROW Encroachment Channels and Floodways Debris / Dumping Unauthorized Structures Rain / Wave Wash Riprap Condition Approach Channels Concrete Condition Relief Well Operation Trash / Debris Toe Drainage Operation Weeds (Wild Growth) Shoals Bank Sloughing Deflection Dike Condition Egresses UTM 15 703326E 4598726N Pumping Plants General Housekeeping Lubed Machinery Emergency Lighting Megohmeter Reading Commissionability For features, state if item is on riverside Drainage Structures Riprap Condition Headwall Condition Gate Condition Pipe Condition Nearby Erosion Inlet/Outlet Openings Commissionability Trash / Debris Fires near Bituminous Coated Pipes Painted Machinery Adequate Fuel Telephone Service Record Adequacy RATINGS: The following terms and definitions are used in the conduct of this inspection for rating items and components of this project: S _ Satisfactory: The rated item is in satisfactory condition, and will function as designed and intended during the next flood event. M — Marginally Satisfactory: The rated item has a minor deficiency that needs to be corrected. The minor deficiency will not seriously impair the functioning of the item during the next flood event. The overall reliability of the project will be lowered because of the minor deficiency. U — Unsatisfactory: The rated item is unsatisfactory. The deficiency is so serious that the item will not adequately function in the next flood event, compromising the project's ability to provide reliable flood protection. F -14 Photographs° Photographs° Photographs° Photographs° Photographs° Photographs° Photographs° Photographs° emarks' and 'Reconna0 140: tion Repeat as many pages as necessary. Inspection Photo ID sny_1_5Nov2001_002a Photograph Title Photograph Description US Army Corps of Engineers Rock Island District Inspection Photo ID sny_1_5Nov2001_002a Photograph Title Photograph Description US Army Corps of Engineers Rock Island District F -16 John Klostermann, Chairman (4) Dubuque Flood Control Works 925 Kemper Blvd. Dubuque,IA 52001 INTERNAL DISTRIBUTION: CEMVR -PM CEMVR -EM CEMVR -ED -DN (2) CEMVR -ED -DM (Tarpey) CEMVR -ED -DN (Clark) EM DISTRIBUTION LIST