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TORM WATIPR PL N P-4 CROOKED CREEK VOLUME 11 ERIE COUNTY DEPARTMENT OF PLANNING COMMONWEALTH OF PENNSYLVANIA 0 k TD 665 S76 1981 Vil C2 MANAGEMENT OCTOBER 1981 PREPARED BY NORTHWEST INSTITUTE OF RESEARCH WOODRUFF, INC. WATERSHED ADVISORY COMMITTEE Member Representing Joyce Andrews Lake City Borough Delores Bendig Lawrence Park Township Gerald Blanchfield Harborcreek Township Harold Crane, Jr. Elk Creek Township Frank Fenton North East Township John Gresch Platea Borough LeRoy Gross Erie County Conservation Dist. Ted Guzzy Girard Township Richard P. Hessinger Summit Township John Klier Fairview Township Earl Koon Washington Township Roger C. Latimer Fairview Borough Rose Little McKean Township Jacob Luke Greenfield Township Kenneth Maas North East Borough Paul Martin Millcreek Township Wasinder Mokha Erie City Jeanne O'Brien McKean Borough Wilbur Osborn Waterford Township Lawrence Pieper Franklin Township Norman H. Rabell Conneaut Township Mary B. Ripley Wesleyville Borough Robert Smith Greene Township Ronald VanTassell Springfield Township Larry Wygant Girard Borough ERIE COUNTY DEPARTMENT OF PLANNING David Skellie Acting Director Thomas DeBello Senior Planner Jeffrey Spaulding Transportation Planner Gilbert Rocco Project Planner A. Latif Panhwar Planning Analyst Dolores Oblinski Draftsman II Lori Prody Executive Secretary Kathleen Anderson Secretary This study was financed through a planning assistance grant from the National Oceanic and Atmospheric Administration as administered through the Pennsylvania Department of Environmental Resources Coastal Zone Management Office (Office of Resources Management), and the Erie County Department of Planning. STORM WATER MANAGEMENT PLAN/ CROOKED CREEK WATERSHED Volume I I Prepared For 19 Commonwealth of Pennsylvania of -@4' Department of Environmental Resources and Erie County Department of Planning Prepared By Northwest Institute of Research - Woodruff, Inc. As a Consortium October 1981 TABLE OF CONTENTS Page Section I SUMMARY AND RECOMMENDATIONS 1-1 Section 2 BACKGROUND 2-1 Section 3 DESCRIPTION OF THE CROOKED CREEK WATERSHED 3-1 3.1 Local Input Data 3-1 3.1.1 Signif icant obstructions 3-1 3.1.2 Existing drainage problem areas 3-2 3.1.3 Existing storm sewers 3-2 3.1.4 Proposed storm sewers 3-2 3.1.5 Existing and proposed flood control projects 3-3 3.2 Present and Projected Land Use 3-3 3.3 Soil Types 3-3 3.4 The National Flood Insurance 100-Year Flood Plain 3-3 Section 4 STANDARDS AND CRITERIA FOR STORM WATER MANAGEMENT 4-1 4.1 Definition of Design Storm 4-1 4.2 Definition of Type I and Type 2 Channels 4-1 4.3 Criteria for Type I Channels (Main Stream) 4-2 4.4 Criteria for Type 2 Channels (Branch Streams) 4-2 Section 5 IMPLEMENTATION 5-1 5.1 Introduction 5-1 5.2 Special Considerations 5-1 5.3 Building Permit Process 5-2 5.4 Subdivision Review Process 5-3 5.5 Conclusions 5-3 Section 6 THE CROOKED CREEK COMPUTER MODEL 6-1 6.1 Existing Stream Characteristics 6-1 6.2 Post-Development Stream Characteristics 6-1 TABLE OF CONTENTS (Continued) Appendix A Tables and Plates Table 11-1 Significant Obstructions Table 11-2 Storm Drainage Problems Table 11-3 Proposed Storm Water Collection Systems Table 11-4 Storm Water Collection and Control Facilities Table 11-5 Project Development and Construction Schedule and Costs Table 11-6 Existing Flood Control Projects Table 11-7 Proposed Flood Control Projects Table 11-8 Watershed Runoff Data Table 11-9 Various On-Site Storm Water Control Methods Table 11-10 Advantages and Disadvantages of Various On-Site Storm Water Control Measures Plate 11-1 Crooked Creek Watershed Base Map Plate 11-2 Crooked Creek Watershed Significant Obstructions Map Plate 11-3 Crooked Creek Watershed Drainage Problem Areas Plate 11-4 Crooked Creek Storm Sewer Systems Plate 11-5 Crooked Creek Watershed Flood Control Projects Plate 11-6 Crooked Creek Watershed Existing Land Use Plate 11-7 Crooked Creek Watershed Ultimate Land Use Plate 11-8 Crooked Creek Watershed Soil Map Plate 11-9 Crooked Creek Watershed 100-Year Flood Plain Plate 11-10 Crooked Creek Watershed Subwatershed Map Plate 11-11 Crooked Creek Watershed Sample Corrective Measures Appendix B Calculations to Determine Increased Runoff and Examples of Specific On-Site Storage Section I SUMMARY AND RECOMMENDATIONS This document has been prepared in accordance with the provisions of the Pennsylvania Storm Water Management Act, P.L. 864, Act 167, October 4, 1978 and is a pilot study under that Act. The Northwest Institute of Research of Erie, Pennsylvania and Woodruff Incorporated, Consulting Engineers of Cleveland, Ohio have formed a consortium for the purpose of developing a pilot storm water management plan for the Lake Erie and Elk Creek Watersheds. This study has been prepared under the direction of the Pennsylvania Department of Environmental Resources, Bureau of Dams and Waterway Management, Division of Storm Water Management and the Erie County Department of Planning. This report is Volume 11 in a series of 14 volumes prepared for the Erie County Department of Planning. The purposes of this report are: 1. To establish as base conditions the existing land use and the existing storm water runoff in the Crooked Creek Watershed against which future conditions can be compared. 2. To calculate the runoff from a projected land use to indicate how much more flow the main stream and its branches would be required to carry. 3. To present a set of criteria and standards for storm water management in this watershed. 4. To recommend the one or more alternative storm water management methods best suited to the needs of the Crooked Creek Watershed. The standards and criteria which are to be applied to storm water runoff have been summarized in Section 4 and are described in complete detail in Volume 1. It is recommended that these standards and criteria be adopted by the committee in the Crooked Creek Watershed Area. The various means of implementing these standards and criteria are discussed in Section 5. It is recommended that the on-site approach to storm water management as described in Section 5 be adopted immediately and included in all future development plans. Immediate steps are to be taken so that the Crooked Creek Watershed Area will be prepared for the tremendous growth that will occur should the U.S. Steel proposal for Springfield Township come to fruition. It should be emphasized that this storm water management plan is intended solely to minimize the creation of new flood problem areas as a result of increased runoff due to development. Also, existing problem areas will not be aggravated by increased runoff. In this way, the municipalities will be able to concentrate on solutions for those flooding problems that presently trouble local property owners. 1-1 Section 2 BACKGROUND The basic approach to storm water management in the past has been to achieve maximum convenience at an individual site by getting rid of any excess surface water after a rainfall as quickly as possible. This removal is accomplished typically by disposal of the water through a storm sewer or other closed system. As the land in a given area becomes more and more developed, this policy has led to the following problems: 1. Flooding due to overland flow. 2. Increasingly frequent downstream flooding. 3. Diminished groundwater supplies. 4. Erosion of stream banks. 5. Siltation and pollution of streams. As land development continues-, the percentage of impervious land surface increases as paved roads, sidewalks, parking lots, and other structures are built. The result of this change is to further aggravate the problem. Areas that previously had no flooding begin experiencing problems and areas which might have been prone to flooding earlier now experience an even more severe problem. The solution of passing one's own water problems downstream is no longer acceptable. The potential damage created by such an approach cannot be tolerated as developments continue to move into once rural areas. Clearly, a new approach to handling storm water runoff is needed. A storm water management plan is necessary that protects our land and streams as well as permits reasonable development. The new approach must strike a balance between local convenience and protection against the hazard of flooding. One significant feature of the approach presented in this document will be the planned detention of water on-site in various types of storage facilities. Such structures will hold the water and release it slowly over time, after the danger of flooding is past. In the process, downstream areas will be protected. This concept will be discussed more fully in the following pages and will be applied to the specific requirements of the Crooked Creek Watershed. 2-1 Section 3 DESCRIPTION OF THE CROOKED CREEK WATERSHED On Plate No. 11-1(1) the base map for the Crooked Creek Watershed Area is presented. On this map, major topographic features of the watershed are shown. The Crooked Creek Watershed is located in the townships of Springfield, Conneaut, Elk Creek, Platea and Girard. It covers an area of approximately 12,000 acres. There are numerous wetlands located in the Crooked Creek Watershed. Large concentrations of prime and unique agricultural soils are located within this region. Crooked Creek is classed as an environmentally sensitive area due to the steep escarpments which border both sides of the stream corridor from where it flows in Springfield Borough to its mouth at Lake Erie. Thus, it becomes very important to prevent future damage from flooding and erosion caused by storm water runoff. 3.1 Local Input Data There are five types of local data which have been considered in the description of the Crooked Creek Watershed Area. These include: 1. Significant obstructions 2. Existing drainage problems 3. Location of existing storm sewers 4. Proposed storm sewers 5. Existing and proposed flood control projects Each of these types of data are discussed in the following paragraphs. This information is as complete as possible at the time of writing. Additional information may be added as it becomes available. 3.1.1 Significant obstructions A significant obstruction is defined as any structure or assembly of materials which might impede, retard or change the flow of storm water runoff. Significant obstructions in the Crooked Creek Watershed were located both by surveys conducted by the consultant and by local input from municipal and county officials as well as the Advisory Committee composed of representatives from the affected municipalities. Those obstructions which were identified are described on Table 11-1 and located on the map presented on Plate No. 11-2. A total of 14 obstructions were mapped. These include many bridge abutments and piers or culverts through which the main stream or side branches pass as they flow under highways, driveways and railroads. While many of these structures do not obstruct normal flow, all may be considered potentially obstructive during severe storms if debris is allowed to collect in culvert openings or around bridge piers. They also serve as potential entrapments for ice floes. (l)For the convenience of the reader and to facilitate locating of tables and maps, all of these illustrations are placed in order in Appendix A at the end of this report. 3-1 The importance of these obstructions is obvious since anything which interferes with the natural flow of the stream can contribute to local flooding under storm conditions. The control of increased runoff due to development that would result from the implementation of this storm water management plan will insure that these structures will operate hydraulically at their present levels. Thus, if a particular structure has no recurrent problems in passing stream flows at the present time, no problems would be expected in the future under the plan as development proceeds. Flooding problems due to structures of insufficient hydraulic capacity will not get worse in the future, nor will they be eliminated by the institution of these storm water management policies. The intent of this plan is to maintain the status quo regarding stream flow. 3.1.2 Existing drainage problem areas There were 18 drainage problems identified in the Crooked Creek Watershed as indicated in Table 11-2 and shown on Plate No. 11-3. One problem involves the flooding of a culvert inlet during severe rainstorms. This problem is located at the point where Crooked Creek intersects with Gloskey Road. The solutions to this particular problem are listed as increasing the size of the culvert, increasing channel capacity and/or constructing an upstream retention facility. Caution must be taken when incorporating these or any other solutions to insure that no flooding problems are created downstream. As other drainage problems are identified in the Crooked Creek Watershed Area, they can be added to Table 11-2 and Plate No. 11-3. 3.1.3 Existing storm sewers The third type of local input involved the location of all existing storm sewers in the Crooked Creek Watershed Area. This information has not yet been completed. These data can be obtained by consulting the comprehensive plans for Springfield, Conneaut, Elk Creek, Platea and Girard Townships. Plate No. 11-4 is provided so that the location of any additional structures may be mapped. At the present time, barring evidence to the contrary, the assumption is made that none of these storm sewers has a significant impact on the management of storm water in this area. 3.1.4 Proposed storm sewers Tables 11-3, 11-4 and 11-5 are provided for the purpose of listing and locating all proposed storm sewers in the Crooked Creek Watershed Area. At the time of writing this report, no new storm sewers are known to have been proposed for the Crooked Creek area. The tables are provided so that information can be added to them and Plate No. 11-4 as it becomes available. 3-2 3.1.5 Existing and proposed flood control projects Plate No. 11-5 and Tables 11 -6 and 11-7 are provided f or the purpose of entering the location and description of all existing and proposed flood control projects. At this time, there are no known flood control projects in the Crooked Creek Watershed Area. Additional information can be added to these maps as it becomes available. 3.2 Present and Projected Land Use Present land use is shown on Plate No. 11-6. Existing land use data was taken from the Erie County Land Use Plan Update (June, 1978). It can be seen from the existing land use map that the area is at present generally undeveloped, with large portions of open, wooded and cultivated areas. There are a few, widely-spaced pockets of residential use. The potential development of this area is illustrated on the ultimate land use map (Plate No. 11-7). This projected land use map indicates major residential development, some of which is also agricultural. In addition, small areas of commercial use are indicated. 3.3 Soil Types The various soil types found within the Crooked Creek Watershed Area are shown on Plate No. 11-8. These soils include the following: 1. Silty and clayey soils, chiefly on the lake plain (Wallington-Birdsall- Williamson and Collamer). 2. Gravelly and sandy soils of the beach ridges (Conotton-Ottawa- Fredon). 3. Sandy soils of the lake plain (Rim er-Wauseon-Berrien). 3.4 The National Flood Insurance 100-Year Flood Plain The 100-year flood is defined as the highest level of flooding that is likely to occur on the average, every 100 years. The fact that an area has not flooded recently does not mean it will not do so in the future. The probability of such an occurrence is I percent in any given year. The Flood Plain Management Act, Act 166, October 4, 1978, prohibits development within designated flood plains. No development is allowed in any areas 50 feet or less from the boundaries of designated flood plains. This is intended to reduce flood damage and accumulation of debris due to the 100 year flood and is consistent with the intent of the Storm Water Management Act. On Plate No. 11-9, the flood plain for the basic or 100-year flood is shown. The information was taken from the National Flood Insurance Program Maps (Available for reference at the Erie County Planning Department office). 3-3 Section 4 STANDARDS AND CRITERIA FOR STORM WATER MANAGEMENT The following are the recommended standards and criteria for storm water management in the Crooked Creek Watershed Area. A complete derivation and justification of these standards are to be found in Volume I of this study report. The recommended standards and criteria may be completely satisfied by use of the on-site approach discussed in Section 5 of this volume. The most fundamental standard of this study is that the amount of flow along Crooked Creek must not be allowed to increase at the data points labeled "All through "I" on Plate No. 11-10 above those existing flows indicated on Table 11-8 for each of these points. These flows were obtained from a computer model developed expressly for Crooked Creek using the design storm described below. Flows at positions between the given points must not exceed a straight line interpolation of flow values at adjacent points. This will insure that the flow characteristics of Crooked Creek will remain at their 1981 level for storms equal to or less than the design storm. The objective is to maintain the existing level of flow in the main stream channel for the design storm and to maintain bank-full capacity for the side branches. A policy such as this will not only effectively manage increased runoff as desired, but will help to maintain the sensitive ecological balance of the stream. 4.1 Definition of Design Storm The design storm for this study has been determined to be the 10-year, 24- hour storm. The choice of this storm is justified in Volume I of this study. The 10- year, 24-hour storm is that theoretical storm of 24-hour duration that statistically will occur once in 10 years. On the average such a storm would produce 4.8 inches of rain in a 24-hour period. As previously mentioned, this is the storm used to derive the magnitude of flow at the data points described above. 4.2 Definition of Type I and Type 2 Channels Because some of the channels that make up the Crooked Creek drainage systems are more able to carry increased flows than are others, two sets of criteria and standards have been devised for two types of channels. The first, or Type I Channels, are characterized as main stream channels. They have a well-defined flood plain and can handle increased flows very easily. These are the shaded portions of the Crooked Creek drainage system shown on Plate No. 11-9, "The One- Hundred-Year Flood Plain." The second are referred to as Type 2 channels. These consist of all the other portions of the Crooked Creek drainage system that are not shaded on Plate No. 11-9. They are characterized as branch stream channels. Plate No. 11-10, the Subwatershed Map for Crooked Creek, indicates those portions of the watershed area whose runoff is initially discharged into Type I Channels and those whose runoff is initially discharged into Type 2 Channels. 4-1 4.3 Criteria for Type I Channels (Main Stream) For those sites which are to discharge their runoff into a Type I Channel, it will be required that the increased runoff after development (due to the design storm) be managed by any of the recommended on-site methods discussed in Section 5. That is to say, the runoff due to the 10-year, 24-hour storm is to be calculated again for the same storm taking into account the specific proposed development. The difference between these two runoffs is that which must be managed. 4.4 Criteria for Type 2 Channels (Branch Streams), For those sites which are to discharge their runoff into a Type 2 Channel, a more stringent standard is to be applied. This is necessary because these channels typically are too small to accommodate increased runoff. They have no flood plain to act as a cushion. In this situation, the amount of storm water that must be stored is the difference in runoff between that due to proposed land use for the 10-year, 24-hour storm and that due to the mean annual storm for existing land use conditions. As defined previously, the mean annual storm (1) is calculated by taking the largest storm for each year on record and averaging them together. Statistically, the mean annual storm is equivalent to a storm with a return frequency of 2.33 years. Whereas side branches are naturally formed to handle the more frequent mean annual storm, this more stringent criterion would now protect them against flooding for all storms up to and including the 10-year, 24-hour storm. MThe concept of a mean annual storm was developed by L. Leopold and referenced in Storm Water Management, 1980. 4-2 Section 5 IMPLEMENTATION 5.1 Introduction Every parcel of land has unique storm water runoff characteristics which inevitably change when the parcel is developed, usually resulting in an increase in storm water runoff from the site. When development takes place the increase in storm water runoff is magnified and serious problems can result. Prior to the development of this Plan there was no established method through which a municipality could require developers to take precautions against causing storm water runof f problems. The purpose of this Plan is to help correct the situation by establishing standards for storm water management and an administrative procedure whereby those standards can be applied by local governments to development within their jurisdiction. The Storm Water Management Plan will be implemented by individual municipalities through the adoption of a storm water management ordinance or through amendments to existing subdivision or zoning regulations. Administration of the storm water management program will be accomplished through a combination of enforcement actions undertaken through the building permit process and through the subdivision review process, both of which are detailed later in this Section. 5.2 Special Considerations Prior to discussing the specifics of the Building Permit Process and the Subdivision Review Process, two subjects which fall outside of the scope of this Plan's evaluation procedures will be discussed. The Building Permit and Subdivision Review evaluation procedures for storm water management apply to all forms of development and land use except development in areas with an existing storm sewer infrastructure and with respect to agricultural land. In situations where development or redevelopment occurs in an area where direct access to an established storm sewer infrastructure is possible, the development or redevelopment is considered sufficient to manage its storm water runoff if its on-site storm drainage network is incorporated into the existing storm water infrastructure. By connecting with the existing storm sewer system, the development would be relieved of further obligations to manage storm water runoff in accordance with this Plan unless the municipal governing body perceives a potential storm water drainage problem or if the governing body wishes to correct an existing storm drainage problem. In these cases where the governing body desires a more stringent application of storm water management controls they may require that a detention/ retention plan be developed which would alleviate the storm water drainage problem. 5-1 Evaluating agricultural land for compliance with storm water management controls is the second topic which falls outside of the scope of the Building Permit and Subdivision Review procedures. With respect to agricultural land, the recommended method of storm water management is to have a Soil Erosion and Sedimentation Control plan and/or permit prepared in accordance with existing State law and reviewed by the Erie County Soil Conservation Service. This applies only to cultivated land; agricultural accessory structures and residential structures should be evaluated by the municipality through the applicable method as outlined in the following sections. 5.3 Building Permit Process If a proposed subdivision is defined by the host municipality's subdivision regulations as a minor subdivision (usually 10 lots or less) or if development is proposed involving no subdivision of property, then storm water management standards and criteria should be evaluated at the time when development is formally proposed via an application for a building permit. This system is designed so that smaller developments may occur without incurring added engineering expense and so that municipalities can implement storm water management requirements without incurring substantial administrative overhead expense. The recommended technique to be followed when evaluating a minor subdivision or a development on an existing lot of record is presented here. First, all developments which fall into the above categories must meet each of the following: Standard Controls 1. Roof drains are not to be connected to streets, sanitary sewers or roadside ditches. 2. Runoff from the impervious areas must be drained to the pervious areas of the property. 3. Runoff is not to be collected or concentrated into an artificial conveyance and discharged onto adjacent property. Next, the zoning officer must calculate the percentage of the parcel which will be covered by impervious surfaces after development is concluded. In this context impervious surfaces mean all land covered by a house, barn, garage, patio, driveway, etc. Information needed to calculate the percentage of impervious area should be readily available on the building permit application. Once the calculation is made the zoning officer should refer to the following table to determine how many storm water controls in addition to those listed above will be needed to comply with the standards of the Storm Water Management Plan. The additional controls can be found in Table 11-9. 5-2 Determination of Controls Less than 15% impervious Standard controls only 15% - 19.99% impervious Standard controls only plus one additional control 20% - 24.99% impervious Standard controls plus 2 additional controls 25% - 30% impervious Standard controls plus 3 additional controls The methodology outlined above is designed to be used for a proposed development which covers 30% or less of the parcel with an impervious surface. Under such circumstances the zoning officer can show the potential developer what storm water management controls are needed in order to receive this building permit. If the proposed development will cover greater than 30% of the parcel with an impervious surface or if the total impervious area exceeds one acre, then a licensed professional must be consulted to prepare a detention/ retention plan which meets the approval of the governing body. An additional fee is recommended to be added to the existing building permit fee to cover the expense of administering the program. 5.4 Subdivision Review Process If a development is defined by the host municipality's subdivision regulations as a major subdivision (usually more than 10 lots), the storm water management standards and criteria should be evaluated during the subdivision review process. This use of the subdivision review process is designed to ensure that large scale developments employ proper techniques to control storm water runoff and that these controls are firmly established prior to municipal or county approval of the subdivision plat. When a preliminary major subdivision plan is submitted for municipal review it shall be accompanied by detailed storm water detention/retention specifications which meet the criteria of the Plan and which have been prepared by a professional licensed to perform such work in this Commonwealth. The proposed storm water detention/ retention specifications shall be reviewed by the municipality and/or its engineer and shall satisfy the municipality before the major subdivision plan is approved. The municipality may require controls which are more stringent than those which meet the Storm Water Plan's criteria if circumstances dictate that such measures are needed to alleviate a current drainage problem or a suspected future drainage problem. 5.5 Conclusion The Lake Erie and Elk Creek Storm Water Management Plan has been developed in accordance with Act 167 of 1978, the Pennsylvania Storm Water Management Act. Under the provisions of this Act, municipalities are granted certain powers and must assume certain responsibilities. One of the responsibilities which has been assigned to local governments by the Act is the responsibility to adopt implementing ordinances such as those described in this section. Another responsibility assigned to the municipality is that of properly enforcing the storm water management ordinances and regulations. Because of the responsibilities awarded to municipalities under Act 167, each municipality affected by this Plan should consult their municipal solicitor for a briefing about the extent of their obligations under the provisions of Act 167. 5-3 Section 6 THE CROOKED CREEK COMPUTER MODEL As has been discussed previously, a computer model of the Crooked Creek drainage system was developed for the purpose of this study. A complete description of the background and development of this computer model is given in Volume I of this report. The following is a summary of the data used as input for the model and a description of the data it yielded as output. 6.1 Existing Stream Characteristics The existing land use for the Crooked Creek Watershed Area is shown on Plate No. 11-6. This is a base land use against which future development is to be compared upon adoption of this storm water management plan. It can be seen that the area is generally undeveloped. There are large areas which are open, wooded or cultivated. The runoff due to this land use was entered into the computer model. A soil factor derived from the various types of soils found in the Crooked Creek Watershed Area, as shown on Plate No. 11-8, was also taken into account. The results of the computer output are summarized on Table 11-8. The f low characteristics of Crooked Creek due to the runoff from existing land use are shown in the first columns labeled "Existing Runoff" for various data points. These data points are located on Plate No. 11-10. These are the flow characteristics of the stream which must not be altered due to the development of land in the watershed area. 6.2 Post-Development Stream Characteristics A projected ultimate land use for the Crooked Creek Watershed Area was taken from the Erie County Land Use Plan Update (June, 1978). It is shown on Plate No. 11-7. This projection assumed that all of Erie County would develop to its maxmum potential, as it would if U.S. Steel were to build the large steel producing facility it has proposed for Springfield Township. Because of its location the area would lend itself to major residential development as shown. The runoff due to this projected land use was entered into the computer model. Again, a soil factor was taken into account. The resultant flow characteristics at the data points are shown in the column labeled "Ultimate Runoff" in Table 11-8. It can be seen that the peak flow of the ultimate runoff is considerably higher at all points than is that of the existing runoff. At the outlet to Lake Erie, the peak flow is calculated to be 4,528 cubic feet per second (cfs) for existing runoff and 5,532 cfs for ultimate runoff. 6-1 The depth of the ultimate flow is substantially higher at all data points. The increased depth becomes more critical in upstream reaches of the stream because the banks tend to be smaller in these areas. This implies a greater need for control in upstream and branch stream locations. The velocity of the flow can also be seen to be much higher for ultimate runoff than for existing runoff. This is an undesirable situation that could result in excessive erosion of the stream bed. The stream channels would eventually widen and deepen beyond their present limits and possibly interfere with development along their banks. Foundations for bridges, culverts or retaining walls might be undermined due to a process known as scour. Scour is the washing away of earth around the footings of piers, bridge abutments retaining walls or the like, and in the process, exposing them. This reduces their structural stability. Water quality would decline due to the inordinant amount of soil particles being carried along by the current. Development would decrease the absorption of rainfall due to the amount of impervious cover it would probably bring with it. This could lower the groundwater table to unacceptable levels. The COWAMP Study Area 7 Report, prepared by the Department of Environmental Resources of the Commonwealth of Pennsylvania does not reveal any of the above to be current problems for the Turkey Creek Watershed Area. This makes it very important to maintain existing water quality standards related to storm water runoff. In addition, the Clean Streams Law of Pennsylvania regulates activities that affect any stream in the Commonwealth in order to preserve and improve the purity of their water. The Storm Water Management Act will aid in the attainment of these objectives. All work done to manage storm water must be done in compliance with these rules and regulations. 6-2 I I I I I I I APPENDIX A I TABLES AND PLATES I I I I I I I I I I I PLAN NO- SIGNIFICANT -01319TRUCTIONS DRAINAGE AREA NO. MUNICI PALITY TYPE OF STRUCTURE SQ. Mrs. CAPACITY C.F.J. 14"; IJUILI OWNER AND ADDRESS, :,?009EP CREEX 4 5 _6 7 6%,# Amh IS1,12t Amb CAa-t 9 E-st -c@& 8@, 12'xl,-- HorOolk 0 WosYs," Raileood 2 Ell,@fiwl ekip /0 V, V@ 12, 5prltvfmld 7@@@ '116' -0 7@- -14 Am AU & 2 nl/ W@@OODRUFF, INC@ C. CROOKED CREEK TABLE Ii-I ELAN NO STORM DRAINAGE PROBLEMS NO, LOCAVON UlJNlI;lp4Lljj a,,o,"L,,,m PRO SE ,,ffO,'D OLUTION G,,odl Township Flo@dwq a In 'o -q WOODRUFF,. INC. SWM 25.9 CROOKED CREEK TABLE 11-2 PLAN NQ PROPOSED STORM WATER COLLECTION SYSTEMS SYSTEM CA?ACITY FINALOWNERSHIr NO, AND LOCATION AND MUNICIPALITY TED COST (FCS. /'FREQ MAINTENANCE RESPONSIBILITY MAP/ ITEM REFERFNCF HUMBEA I V 0 WOODRUFF, SwM 25.,9 L.400KED CREEK TASLE 11-3 PLAN NQ. SljFFT,LX.2-- STORM WATER COLLECTION AND CONTROL FACILITIES P ROJ ECT NO, LOCATION TYPE OF FACILITY METHOM OF FINANCING I ALL PHASES I FINANCIAL LIABILITY 1> Y, I r WOODRUFF, I swm 2 s CROOKED 5CREEV TABLE 114 SHEET 2 OF 2 LAN NO. PROJECT' DEVELOPMENT AND CONSTRUCTION'SCREDULE AND COSTS SCHEDULE E ED COSTS PROJ Ec U NO QFSIGN RIGHT-OF-WAY START CONST bf.%%G% 11NANCE CHARGEI M=CE e WOODRUFF, INC. swm 251 CILOOKED CREEK TABLE 11-5 PLAN NQ- EXISTIN .G FLOOD CONTROL PROJECTS NO CILOMT LOCATION AND Ml Nil DATE BUILT BUILDER !!!"NT OWNER CA@A( IT% LIFE EXPECTA I, y I YR 4WO02D@RUF@F, 11N@C. SWM 251 CROOLED CREEK PLAN, N Q PROPOSED FLOOD CONTROL PROJECTS. NO PROJECT LOCATION AND MUNICIPALITY COMPLETION DATE BUILAU_ FINAL OWNER CAPACITY I C.F S. I NIE NC.] x ...... CROOKED CREEK WOOD R UFF, TABLE 11-7 WATERSHED RUNOFF DATA EXISTING RUNOFF ULTIMATE RUNOFF ULTIMATE RUNOFF WITH STORAGE LOCATION PEAK FLOW TIME Of VOLUME MIL. PEAK FLOW TIME OF OLUME MIL. PEAK FLOW TIME OF VOLUME MIL. C.Fls PEAK Hlt. DEPTH FT VELOCITY F.P.S. CU. FT. C.F.S. PEAK HIL DEPTH FT- VELOCITY F.P.S. V CU. FT. CT S. @EAX HO. DEPTH FT. VELOCITY F.P.S, CU. Ft. -4 20c@w. St-' __@524 i 6 06 7. 56 1824 a. -86,-ch 746 /O. O 3. 9 _yp 5( -lZ 7. 6 7 1916 9.7 6. 73 6. 09 C, 8,.nch 4d9 7 2 5 71 Z Z 0', jteam 1653 - 6.5 - f995 dk 5 - - - ---- L)-n sfeo@ R74 7.3 5. 9z 9.14 I.?-,/ Z3 6.58 9.6,9 02-hw--lvt-qc- 4?0- 7.2 4 42 ----70-3 7. GI 4.77- _Ko,@G@ch 6158 7. S 96 p @Fire- loc,3 ? 8 1277 1751 23 5. ga M. Z6 2073 zi 6.4.9 719 D, 17 75 7.4 1/0? Z4 &I.. zzo/ 75 Zd Z6 7 4 - 9"yq-St- 3961 74 9.60 $.41 49-94 74 10.59 2 96 if.- 8-,-onch 747 ;0-. Z tO. I Y@. dt J949 Z5 4911 Z5 3969 Z5 /0. 54 0 7 @911 56 509 7.3 7.3 b1p S 39&3 7 C. 46 7 6 4545 7. @ --tLzs-@ @5- -- 9 52,?d Z6 14. J3 Z7 Z 46 7 7 /0.17 Za-F oo-,si,@m 4357 3. ita ----i234 0.!!" ES/ 7. 2 Z. 6 7 .3, 5-9 291 7z Z. d4 ly 8,---ch 533 7./ 711 up frd/ 6.0 5165 7 9 Fow-, 4434 6.0 51566 Zs 8.90 ar6 lt: @Awn J tl- 1.98 Z3 J. zi 7 7. Z S. 2ro 6.45 1, B,.nch Y51 Z 0 7.0 44,95 9.54 476 aj 4.z 4-?4 706 /0. /J Z Qkv 4526 6.2 SWM 25;9 CROOKED CREEK TABLE 11-8 Table 11-9 VARIOUS ON-SITE STORM WATER CONTROL METHODS AREA REDUCING RUNOFF DELAYING RUNOFF Large Flat Roof 1. Cistern storage 1. Ponding on roof by 2. Rooftop gardens constricted 3. Pool storage or fountain downspouts storage 2. Increasing roof roughness a. Rippled roof b. Gravelled roof Parking Lots 1. Porous pavement 1. Grassy strips on a. Gravel parking lots parking lots b. Porous or punctured 2. Grassed waterways asphalt draining parking lot 2. Concrete vaults and 3. Ponding and cisterns beneath parking detention measures lots in high value areas for impervious areas 3. Vegetated ponding areas a. Rippled pavement around parking lots b. Depressions 4. Graveltrenches c. Basins Residential 1. Cisterns for individual 1. Reservoir of homes or groups of homes detention basin 2. Gravel driveways (porous) 2. Planting a high 3. Contoured landscape delaying grass (high 4. Ground-water recharge roughness) a. Perforated pipe 3. Gravel driveways b. Gravel (sand) 4. Grassy gutters or c. Trench channels d. Porous pipe 5. Increased length of e. Dry wells travel of runoff by 5. Vegetated depressions rneans of gutters, diversions, etc. General 1. Gravel alleys 1. Gravel alleys 2. Porous sidewalks 3. Mulched planters Source: Urban Hydrology for Small Watersheds. Technical Release No. 55 Table 11-10 ADVANTAGES AND DISADVANTAGES OF VARIOUS ON-SITE STORM WATER CONTROL METHODS MEASURE ADVANTAGES DISADVANTAGES A. Cisterns and 1. Water may be used for: 1. Expensive to install Covered Ponds a. Fire Protection 2. Cost required may b. Watering lawns be restrictive if the c. Industrial processes cistern must accept d. Cooling purposes water from large 2. Reduce runoff while only drainage areas occupying small area 3. Requires slight 3. Land or space above maintenance cistern may be used for 4. Restricted access other purposes 5. Reduces available space in basements for other uses B. Rooftop 1. Esthetically pleasing 1. Higher structural Gardens 2. Runoff reduction loadings on roof and 3. Reduce noise levels building 4. Wildlife enhancement 2. Expensive to install and maintain C. Surface Pond 1. Controls large drainage Storage (usually areas with low release residential 2. Esthetically pleasing areas) 3. Possible recreation benef its a. Boating b. Ice skating I. Requires large areas c. Fishing 2. Possible pollution d. Swimming from storm water 4. Aquatic life habitat and siltation 5. Increases land value of 3. Possible mosquito adjoining property breeding areas 4. May have adverse algal blooms as a result of eutrophication 5. Possible drowning 6. Maintenance problems Table I I -10 (Continued) D. Ponding on 1. Runoff delay 1. Higher structural Roof by 2. Cooling effect loadings Constricted f or building 2. Clogging of con- Downspouts a. Water on roof stricted inlet re- b. Circulation through quiring maintenance 3. Roof ponding provides fire 3. Freezing during protection for building winter (expansion) (roof water may be trapped 4. Waves and wave in case of fire) loading 5. Leakage of roof water into building (water damage) E. Increased Roof 1. Runoff delay and some 1. Somewhat higher Roughness reduction (detention in structural loadings a. Rippled roof ripples or gravel) b. Gravel on roof F. Porous 1. Runoff reduction (a and b) 1. Clogging of holes or pavement 2. Potential groundwater gravel pores (a and (parking lots recharge (a and b) b) and alleys) 3. Gravel pavements may be 2. Compaction of a. Gravel cheaper than asphalt or earth below parking lot concrete (a) pavement or gravel b. Holes in decreases impervious permeability of soil pavements (Y4 (a and b) in. diam.) 3. Ground-water filled with pollution from salt sand in winter (a and b) 4. Frost heaving for impervious pavement with holes (b) 5. Difficult to maintain 6. Grass or weeds could grow in porous pavement (a and b) G. Grassed 1. Runoff delay 1. Sacrifice some land channels and 2. Some runoff reduction area for vegetated vegetated (infiltration recharge strips strips 3. Esthetically pleasing 2. Grassed areas must a. Flowers be mowed or cut b. Trees periodically (maintenance costs) Table 11-10(Continued) H. Ponding and 1. Runoff delay (a, b, and c) 1. Somewhat detention 2. Runoff reduction (a and b) restricted measures on movement of impervious vehicle (a) pavement 2. Interferes with a. Rippled normal use (a and c) pavement 3. Damage to rippled b. Basins pavement during c. Constructed snow removal (a) inlets 4. Depressions collect dirt and debris (a, b, and c) 1. Reservoir or 1. Runof f delay I . Considerable detention basin 2. Recreation benefits amount of land is a. Ice Skating necessary b. Baseball, football, etc. 2. Maintenance costs if land is provided a. Mowing grass 3. Esthetically pleasing b. Herbicides 4. Could control large c. Cleaning drainage areas with low periodically (silt release removal) 3. Mosquito breeding area 4. Siltation in basin J. Converted 1. Low installation costs 1. Requires periodic septic tank for 2. Runoff reduction maintenance (silt storage and (infiltration and storage) removal) ground-water 3. Water may be used for: 2. Possible health recharge a. Fire protection hazard b. Watering lawns and 3. Sometimes requires gardens a pump for c. Ground-water recharge emptying after storm K. Ground-water 1. Runoff reduction 1. Clogging of pores or recharge (inf iltration) perforated pipe a. Perforated 2. Ground-water recharge 2. Initial expense of pipe or hose with relatively clean water installation b. French drain 3. May supply water to (materials) c. Porous pipe garden or dry areas d. Dry well 4. Little evaporation loss L. High delay 1. Runoff delay 1. Possible erosion or grass (high 2. Increased infiltration scour roughness) 2. Standing water on lawn in depressions Source: Urban Hydrology for Small Watershed Technical Release No. 55 SPRINGFIELD 06 CONNEAUT GIRARD % ELK CREEK PLATEA F 2ooo o 2GW 4000 ww sow WOODRUFF, INC. .. .......... SPRINGFIELD 14 VATE DRIVE:@- 13 lp 12 APPY LEY RD. c'n CONNEAUT coNR'j 0 x > GLOSKEY 34 0 w a GIRARD z . . . ........... CR 'I III ILLI + ELK CREEK PLATEA "M a 20M 40" WOODRUFF, INC. ...... vc@ PTIT SPRINGFIELD xt 2M4 V5 Al 'WE 'FaID CONNEAUT 22 24 GIRARD @. -CRAINS-XILLE@- 0 + ELK CREEK PLATEA 20M 0 20M 40M bow *am WOODRUFF, INC. ------%------a ..... ........ W@ . P99T SPRINGFIELD CO NNEAUT GIRARD EXIST 8A I PL@tEA WOODRUFF, IN ......... WAL9 0 P99T SPRINGFIELC 10 M k4p SR .6 TOWNMf Aw CONNEAUT 22 GIRARD ELK CREEK PLATEA WOODRUFF, INC. F-'-j 0 20M 40M oom *am SCIAA Ml@ C*n + (J' s arvaHrro cAf SLJ8WArERSH6D FOR EXIS rM LAW USE f 74.15 a7w 71.4d 4 5 7750 Al 78 CONNEAUT 7 74.39 a 74.44 9 all" to 0556 Gzm 71.J7 tj 72.4.9 v 15 -OZ49 68.51 GIRARD 17 64.77 /4 7A e5 CRAINSVILLE zo 7e. 51 Z/ 7.9.C7 EXISTING LAND USE LEGEND OPEN WOODED ELK CR E CULTIVATED RESIDENTIAL PLATEA COMMERCIAL I INDUSTRIAL 29W 0 2000 4000 009J SOW SWM 25:9 CROOKED CREEK WATERSHED WOODRUFF, I.NC. EXISTING LAND USE A:k .......... . . . . . . . . . . ........... WEIGHrED cm ell SVdWATERSHED FOR 01 t1LrAt4TE`LAVD ..... ............... ............ ........... NUMOCR ............. 76.10 . ............ ............. 7716 ....... .... ....... .. ..... ................ .............. 7.9 .......... ................. ::::::: ............... ......................... ............... ... ................ 5 CONNEAUT ........... .......... 7 ........... ............ .- 78. Z4 .......... ............ ............ ........... 7t. Al ........... .... ...... .......... e5,1.9 7 75 5. 34 0 -69.0/ 14 OZ. 4V 15 06.69 GIRARD /6 '71. j; 6 r' C11111*1111LE-t- 84 20 --L ULTIMATE LAND USE LEGEND RESIDENTIAL - AGRICULTURAL ELK CREEK WOODED RESIDENTIAL PLATEA COMMERCIAL INDUSTRIAL SWM 25:9 F' 2 dooo WOODRUFF, INC. CROOKED CREEK WATERSHED .......... . I ....... ULTIMATE LAND USE IZET SPRINGFIELD 4- . . . . . . .... ... . . . . . ........... .. .. .............. .............. ... ............. ................ .......... ... ........ ... .. ....... ...... CONNEAUT .............. ... .......... .. ................. ................ .. GIRARD LEGEND ELK CREEK Silty and clayey soils, chiefly on the' lake plain Sail Alumber Iffm (Wallington-Birdsall-Williamson and Collainer). Sandy soils of the lake plain (111mer-Watiscon- Berrien). Gravelly and sandy soils of the beach ridges (Conotton-Ottawa-Fiedon). SWIA US C. 0 200 4000 4000 9000 CROOKED CREEK WATERSHED WOODRUFF, IN SOIL MAP XAI sc@ 'EIT SPRINGFIELD rowmaw Paw CONNEAUT 23 24 GIRARD 6 CR@INSVILLE ELK CREEK PLATEA ME @F- YEAR @LOW AAM AS 7"r @@orj@7.@ @L@ INSWANCAr 2000 a 2000 4000 60M 8000 WOODRUFF, INC. SPRINGFIELD 21 t 20 + % /9 + 18 MOM' THE SYMBOL BELOW t3 USE To LOCATE THE DATA FOINTS LMWD ON THE INATERMIED RUNOFF DATA CHANT (TABLE 11 -4. 42 N /5 SuswArERsN'FD AREA rIME OF CONCENTRArION ACRES MINUTES -60 y ZS"57 -- CONNEAUT 13 2 -@*,22J Z9 -70 .5 To d- a-,, i -id -Z., - 4jaso 4 --;7-dM 54492 7 --36 -do 4 55/3 2r@ 35 IF 22 to 105560 44.ZZ 9 ff M77 Z4.9P 1 5 GIRARD M f.?5/,Z SZ.Zo I - /i 6064Z 56.56 fo/jz - il-lo f5 157J4 --i4f -1Z 16 Ml..94 4.e. 47 31 117 615 do 4Z70 JJJ M M 7.9 0 ts A52. 51" 20 10744 -4ZMi ELK CR EK l"OrAL WAMTSNED AREA /# ACRES -PLATEA F, 1 200 0 2000 49M 6000 SlOo SWm n.9 C. CROOKED CREEK WATERSHED WOODRUFF, IN ...... SUBWATERSHED MAP I I I I I I I I APPENDIX B Calculations To Determine Increased Runoff I And I Examples Of Specific On-Site Storage I I I I I I I I I APPENDIX B CALCULATIONS TO DETERMINE INCREASED RUNOFF AND EXAMPLES OF SPECIFIC ON-SITE STORAGE The procedures presented in this appendix are applicable to all unit developments which contain between 2500 square feet and 43,560 square feet of impervious surface area. Those exempt cases discussed in the text need not make the following calculations. Developments with more than 43,560 square feet of impervious surface area must consult a qualified professional person to aid in determining their excess storm water runoff volume. By following these methods, the non-technical individual can easily determine the amount of excess storm water runoff which he is required to manage. The methods of control presented in this study, or any other approved innovative methods, may be used to manage this calculated runoff volume. Excess Storm Water Runoff Calculation Procedure Step I Determine dimensions of proposed buildings, drives, patios or other impervious areas. These can usually be found on building site plans. Step 2 Calculate impervious area. The more common shapes that will be encountered are rectangles, triangles or circles. Equations to calculate the areas of these shapes are as follows: (all dimensions are assumed to be in f eet) 0 Rectangle: area (sq. ft.) = length (ft.) x width (ft.) ii) Triangle: area (sq. ft.) = 1/2 x base (ft.) x height (ft.) iii) Circle: area (sq. ft.) = 0.785 x diameter2 (ft.) Step 3 Refer to Section 4.2 and plate of volume describing the watershed in which construction is to take place. If construction is found to be along a Type I channel, then use Type I criteria. All others use Type 2 criteria. Step 4 Use Figure B-1 to find excess runoff volume to be managed. Example: Figure B-2 shows a typical site plan for proposed residential lot located along a Type I Channel. Determine the amount of excess runoff volume required to be managed. (1) Dimensions as shown on Figure B-2. B-1 (2) Impervious Area: (a) Drive: 141 x 701 = 980 sq. ft. (b) House: 401 x 801 = 3200 sq. ft. (c) Patio: 1/21 x 201 x 201 = 400 sq. ft. Total Impervious Area 6180 sq. ft. (3.) Type 1 criteria as given. (4.) From Figure B-1, excess runoff volume to be managed is 1150 cubic f eet. Note: One acre contains 43,560 sq. ft. One cubic foot contains 7.48 gallons of water. B-2 FIGURE B -1 R OFr VOLUA UN FROM IMPERVIOUS AREAS 20 -4 14 /-7-- -7 12 rypE r /0 7@ -L-@ -7- =@Z:= VaZ 41W(@r rj) a Z5X 1A450FQ Y1041S 4,q-r,4 E UP 7-0 4J,56Of7- y6 4 n L& eX,-.rS,5 RUAWA7 YOZ/ UH-r X /000 /r'-"j FIGURE B-2 TYPICAL RESIDENTIAL SITE PLAN 40' C3 Z Hovae do' R1W /00, R1W \N/ FIGURE 3- 3 ON-SITE STORM WATER MANAGEMENT ALTERNATE NO. I SURFACE STORAGE 75 A 7 SO ,4rea L ,4-1 Yec -tion A -A 400 @.x Houce do, Rlw Rlw FIGURE B-4 ON-SITE STORM WATER MANAGEMENT ALTERNATE NO.2 OVERSIZED STORM SEWER PIPE 404 House 60' 54 &-wer '060e Rlw Rlw /00, FIGURE 3-5 ON-SITE STORM WATER MANAGEMENT ALTERNATE NO.3 POND STORAGE Z4 24' [:@__Z'oeefo 40 Hou.3e 190' RIW Rlw foo, FIGURE B@-6 ON-SITE STORM WATER MANAGEMENT ALTERNATE NO. 4 UNDERGROUND TANK STORAGE /O'L 231 40$ Havae 190' Rlw I /00, I I I i I I I I I I I I I I I I I I I -1 3 6668 14101 1843 i