Dam Modification Report Stingy Run Fly Ash Reservoir Appendix E Spillway System Design Calculations E1: Spillway/Energy Dissipater Design for 100-year Event CHE8273 8 September 4, 2014

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 APPENDIX E1: SPILLWAY/ENERGY DISSIPATOR DESIGN FOR 100-YEAR EVENT PROJECT OVERVIEW The Stingy Run Fly Ash Reservoir (FAR) is proposed to be closed by draining the reservoir, lowering the existing top of dam, and constructing a cover system. The Final Cover Stormwater Management Plan (Cover Plan), drafted by Geosyntec in 2013, presented the design details of the final cover stormwater management system. The Cover Plan included a hydrologic analysis to determine peak flows at specific locations within the FAR and a hydraulic analysis of the proposed conveyance channels up to the proposed top of dam and spillway. The Cover Plan is included in this Dam Modification Report as Appendix D. As presented in the Cover Plan, the three main conveyance channels on the proposed cover will converge and the combined flow will be conveyed within a single channel to the modified dam and proposed spillway. The proposed cover conveyance swales consist of a two stage channel design. The low flow channel has been designed to convey the 2 year 24 hour storm event, which was selected due to the frequency of this potential flow. The second stage was designed to safely convey the 100 year 24 hour storm event to protect the adjacent cover system. The intent is to minimize flow across the cover cap by concentrating the flows within stabilized channels that will safely convey the 100 year design storm directly to the proposed spillway over the modified dam. The design for the cover system presented in the Cover Plan extends to the downstream end of the proposed spillway. This calculation package picks up where the Cover Plan left off, detailing the conveyance system downstream of the spillway. Per the hydrologic calculations shown in the Cover Plan, flows in the spillway during the 100 year 24 hour storm event will reach approximately 1,963 cfs. Conveying these flows from the base of the spillway to Stingy Creek in a safe and efficient manner will require significant energy dissipation. This calculation package focuses on the design of the conveyance system, including energy dissipation measures, immediately downstream of the redesigned dam and spillway, between the base of the dam and Stingy Creek Road. This calculation package describes the design of the conveyance system (spillway over dam, energy dissipator at toe of dam, channel downstream of energy dissipator) for the 100-year flood event. Subsequent to development of this design, Ohio DNR indicated that the dam spillway component of the system should be designed for the Probable Maximum Flood (PMF). Other parts of the conveyance system described in this chapter (energy dissipator, channel downstream of the energy dissipator) will remain sized for the 100-year event. In addition, the PMF spillway was developed by designing an additional overbank spillway area centered on the 100-year concrete spillway described in this section. Therefore, the design analysis presented in this section remains current for the 100-year event, and this design documentation remains the same as presented in 2013. Appendix E2 describes the hydrologic/hydraulic analysis and design modifications for the PMF spillway. 1

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 DESIGN METHODOLOGY With 100 year peak flows reaching nearly 2,000 cfs in the proposed spillway, and a spillway slope of 12.5%, supercritical flow conditions within the spillway requires the need for energy dissipation measures to be used at the base of the spillway to protect the downstream channel and surrounding area from significant erosion potential. Downstream of this energy dissipator, an elevation drop of approximately 30 feet occurs before flows reach Stingy Creek at Stingy Creek Road. This sharp elevation drop causes the dissipated flows to once again reach supercritical conditions if no tail water condition is assumed, thereby enhancing the complexity of the conveyance system design. As a result of these project conditions, the design of both an efficient energy dissipating system as well as a protected downstream channel needed to be analyzed as one complete system. The energy dissipation design was carried out in accordance with design guidance from the U.S. Bureau of Reclamation (USBR, 1987) and the U.S. Army Corps of Engineers (USACE, 1990). Based on the spillway flow having a calculated velocity of 54.3 ft/sec and a Froude number of 9.33 immediately upstream of the energy dissipator, a stilling basin was designed in accordance with the Type III Basin characteristics recommended by the USBR (USBR, 1987). See Attachment B for a schematic of this basin design. This type of energy dissipator is known as a stilling basin. Dimensions and design parameters from the final design are described in detail in the Hydraulic Analysis Results section below. The downstream channel design was first carried out based on topographical conditions and necessary hydraulic capacity. A trapezoidal channel design with 3H:1V side slopes was assumed. Scour protection was analyzed in accordance with the U.S. Department of Transportation Federal Highway Administration s (FHA) guidance set forth in Hydraulic Engineering Circular No. 11 (FHA, 1989), as well as a more recent article published by Craig Fischenich at the Ecosystem Management & Restoration Research Program (Fischenich, 2001). Both of these specifications were in agreement on suggesting channel stability measures based on flow velocities and scour potential. Details of this design can be found in Hydraulic Analysis Results below. See Attachment C for excerpts from the Hydraulic Engineering Circular No. 11 paper that was used for the selection of rip-rap armament. HYDRAULIC METHOD OF ANALYSIS Due to the need to analyze the stilling basin and reinforced channel as a single system, and the many dependent variables involved in the analysis, computer modeling using advanced software was the method of choice to perform the primary hydraulic analysis. This analysis was carried out using the computer program U.S. Army Corps of Engineers (USACE) Hydrologic Engineering Center-River Analysis System V4.1.0 (HEC-RAS). HEC-RAS is a state-of-the-practice software package that allows for the analysis of one-dimensional steady flow through complex open channel systems. The software is capable of analyzing mixed flow regimes as well as situations where the water surface profile is rapidly varied, such as hydraulic jumps. This allows for the software to be efficiently used in the analysis of spillways, energy dissipators, and open channels. Output from HEC-RAS includes detailed analytical parameters such as depth of flow, flow velocity, hydraulic depth, and whether the flow is sub-critical or super-critical. All of these parameters are essential to the efficient design of the conveyance system downstream of the spillway. 2

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 HYDRAULIC ANALYTICAL PARAMETERS Hydrologic calculations used in this package are detailed in the Cover Plan (Geosyntec Consultants, 2013). The peak 100 year 24 hour event flow as determined through the hydrologic analysis was 1,963 cfs. Since this storm was used as the basis of design for the proposed conveyance system upstream of the dam, the same design flow was analyzed in this package, conservatively rounded to 2,000 cfs. The 2-year 24 hour event flow, estimated in the Cover Plan as 450 cfs, was also simulated in order to analyze the system performance under more typical circumstances, and to analyze the design and performance of a downstream culvert at Stingy Creek Road. As stated above, the stilling basin was designed in accordance with the Type III Basin characteristics recommended by the USBR (USBR, 1987). A summary of the final design parameters is detailed in the Hydraulic Analysis Results section below. The basin was initially assumed to have a rectangular shape with a bottom width equivalent to the total width of the spillway (55 ft). The depth, length, and other design parameters of the basin were adjusted in the model until desirable results were achieved. The sill height at the downstream end of the stilling basin was also adjusted between model runs until an appropriate sill height was reached that created the desired hydraulic jump while keeping the exit elevation reasonably low. This was desirable as it allowed the reinforced channel to have a smaller slope, thus reducing the erosion potential downstream of the stilling basin. The entrance to the stilling basin was designed to be setback a horizontal distance of 20 ft from the base of the dam for added safety. This will require the extension of the spillway at a slope of 8H:1V. From the end of the extended spillway, the transition to the base of the stilling basin was designed with a bottom slope of 1H:1V, with side walls tapering to vertical at the basin. The stilling basin was assumed to be constructed of concrete with a Manning s roughness coefficient of 0.013 and with a flat bottom. The downstream reinforced channel following the stilling basin was assumed to be trapezoidal with 3H:1V side slopes. Consistent channel geometry was a target of the design to simplify constructability. The bottom slope of this channel was assumed to be constant from the end of the stilling basin to the downstream culvert at the maintenance drive. The resulting slope is approximately 3.9% and was modeled as such. The channel was assumed to have a gradual curve from the end of the stilling basin to maintenance drive (See Drawing 3 of the Modified Fly Ash Dam Plan Set). The excavated depth of the channel was dependent on the surrounding topography and the depth of flow determined to occur in the channel. Downstream of the proposed improvements near the property limits, Stingy Creek passes through an existing double box culvert at Stingy Creek Road. The existing double box culvert has the hydraulic capacity to only convey a flow equivalent to the 2 year 24 hour storm event. The proposed box culvert for the maintenance drive was designed to have a similar capacity to the Stingy Creek Road crossing. The proposed box culvert is designed as a 60 foot, double concrete box with each opening as 5 (H) x 6 (W). Downstream of the culvert, the proposed designed conveyance system will transition to the existing creek. The details of these structures were determined by performing numerous iterations in HEC-RAS, altering parameters as required until an efficient, feasible design was achieved. The model simulated 3,650 ft of channel, from approximately 1,000 ft upstream of the spillway, where the Type 1 Channel is planned to be constructed, to approximately 1,400 ft beyond the 5 x 6 double box culvert, where Stingy Creek flows adjacent to Stingy Creek Road before turning south. The distance from the bottom of the designed spillway to the double box culvert at Stingy Creek Road was approximately 650 ft. This was assumed to be the total length of the conveyance system designed as part of this package. 3

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 Input and output summaries from the HEC-RAS model can be found in Table 1 and Table 2. Additionally, Attachment A presents cross-sections and model schematics for both model runs. HYDRAULIC ANALYSIS RESULTS A written summary of the results of the hydraulic analysis using HEC-RAS are summarized below. Results are presented based on notable transitions within the conveyance system, beginning at the upstream end of the system and working downstream. Table 2 presents tabulated results from both the 100 year and 2 year storm event model simulations. Other supporting figures, tables, and attachments are noted. Spillway Extension: The downstream end of the spillway was designed to extend an additional 20 ft away from the dam, continuing at a slope of 8H:1V with the same channel dimensions (25 ft base width; 4H:1V side slopes). This will allow the stilling basin to be placed adequately far from the immediate base of the dam. The spillway extension will end at an elevation of approximately 606.7 ft. Spillway Transition: From the end of the 8H:1V trapezoidal spillway, the entry transition to the stilling basin will consist of a 1H:1V sloped concrete channel. This channel will be approximately 16.8 ft in length, extending from elevation 606.7 ft to 594.8 ft at a 1H:1V slope. The transition will have a base width of 25 ft at the top to match the spillway and will taper to a width of 55 ft at the bottom. The sidewalls will also match the trapezoidal spillway dimensions at the top, but will transition to vertical walls by the bottom. The top of the sidewalls will be constructed at a steady elevation of 612.9 ft. Chute blocks measuring 1.25 ft high by 1.25 ft wide will be equally spaced across the bottom of the transition channel, where the transition meets the stilling basin. The chute blocks will be spaced equidistantly by 1.25 ft. A total of 22 chute blocks will be constructed along the base of the spillway transition. See Attachment B for a schematic showing a general design of the chute blocks. Stilling Basin: The stilling basin was designed in accordance with the Type III Basin characteristics recommended by the USBR (USBR, 1987). See Attachment B for a schematic. The concrete basin will be 55 ft wide and will extend away from the dam and spillway with a flat bottom. The bottom will be located at an elevation of 594.8 ft, giving the basin a total depth of approximately 18.1 ft. The sidewalls will be vertical and will extend to an elevation of 612.9 ft. Baffle blocks will be constructed 12.5 ft from the beginning of the stilling basin. The baffle blocks will be 2.0 ft wide and 2.7 ft high with a vertical face. The tops of the blocks will be 0.55 ft long. The downstream side of the blocks will have a 1H:1V sloped face. The blocks will be spaced by 2 ft from edge to edge. A total of 14 blocks will be constructed in place. At the downstream end of the basin, a 2H:1V sloped sill will be constructed. The bottom of the sill will begin 33 ft from the beginning of the stilling basin, and will slope upwards for a vertical height of 5 ft to an elevation of 599.8 ft. The total length of the basin will be 43 ft from the entry transition to the end of the sill. The downstream side of the sill will drop vertically 1 ft to the basin exit transition channel at an elevation of 598.8 ft. A summary of design parameters for the stilling basin is shown in Table 1B. Basin Exit Transition: From the base of the sill at an elevation of 598.8 ft, the conveyance system will be graded and built to slope downward at a steady slope of approximately 4% until the channel reaches the rebuilt double box culvert at Stingy Creek Road. Exiting the stilling basin, a 50 ft long concrete transition channel will be built to transition the conveyance system from the stilling basin to the reinforced channel. The channel bottom will be 55 ft wide at the base of the stilling basin exit sill and will taper to a 25 ft 4

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 bottom width 50 ft downstream, to an elevation of 596.8 ft. The side slopes will also taper over this transition, from vertical side walls at the stilling basin exit sill to 3H:1V sloped walls 50 ft downstream. The depth of the channel will be determined by the grading in the surrounding area, but at no point should the minimum channel depth be less than 10 ft over this transition. A gabion check structure will be built at the end of this 50 ft transition. A summary of design parameters for the basin exit transition is shown in Table 1C. Gabion Check Structure: A gabion basket check structure (or similarly constructed check structure) will be constructed at the downstream end of the exit transition channel, beginning 50 ft downstream of the sill. The check structure will extend across the entire width of the channel with a 2 ft height above the bottom of the channel until it matches the 3H:1V sloped sidewalls of the channel. The top upstream end of the gabion basket will be constructed to an elevation of 598.8 ft. The gabion basket will be keyed (or notched) into its position by a depth of 1 ft on the bottom, so that the total height of the basket will be 3 ft; it will also be notched into place on the channel sidewalls, extending 6 ft (horizontally) on each side into the channel sidewalls. The total length of the gabion basket check structure will therefore be approximately 37 ft. The check structure will have a top width of 4 ft in the direction of flow. All specifications for the gabion check structure will be in conformance with Supplemental Specification 838 from the Ohio Department of Transportation (Ohio DOT, 2005). See Attachment D. On the downstream side of the check structure, rip-rap will be stacked at a slope of approximately 4H:1V to transition back to the channel floor. Rip-rap shall be AASHTO one ton rip-rap with a D 50 of at least 2.85 ft. A summary of design parameters for the gabion check structure is shown in Table 1D. Reinforced Channel: From the downstream side of the gabion basket check structure, a trapezoidal channel will be constructed at a consistent bed slope to Stingy Creek Road and the newly designed double box culvert. The invert culvert elevation (upstream side) at this point will be approximately 579 ft, based on current topographic data. The channel will have a 25 ft wide base with 3H:1V side slopes. The depth of the channel will be dependent on the surrounding grading, but at no point shall the depth be less than 6 ft. The channel will be reinforced with hard armoring for its entire length to prevent scour and erosion damage due to the steep slope and high Froude number (supercritical flow) produced in the channel during the 100 year event. Rip-rap 1 will be used to armor the entire bottom of the channel as well as the sidewalls to a depth of 3 ft. Above a depth of 3 ft, armoring of the channel is not necessary. For the first 25 ft of channel immediately downstream of the check structure, AASHTO one ton rip-rap (D 50 = 2.85 ft) will be used for armoring; for the rest of the channel, AASHTO half ton rip-rap (D 50 = 2.25 ft) will be used 2. A summary of design parameters for the reinforced channel is shown in Table 1E. See Attachment C for relevant excerpts from the FHA Hydraulic Engineering Circular No. 11 (FHA, 1989). 1 A cost analysis has not been conducted to decide on the most cost-effective means of armoring. It should be noted that alternative armoring mechanisms may be selected as long as those mechanisms provide sufficient scour protection in the channel to withstand the velocities and shear stresses calculated in this analysis. Alternatives may include grouted rip-rap, high performance turf reinforcement mat (e.g., Pyramat or Armormax), or articulated concrete block (e.g., Armorflex). 2 Rip-rap size was selected in accordance with the U.S. Department of Transportation FHA Hydraulic Engineering Circular No. 11 (FHA, 1989) based on analyzed shear stresses and velocities in the channel. The D 50 sizes presented represent the minimum D 50 measurements that may be used; other rip-rap specifications may be used as long as these minimum D 50 standards are met. 5

Written by: CJW Date: 04/17/2013 (intro revised 6/18/2014 by ACV) Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 Double Box Culvert: A concrete double box culvert will be constructed at the first channel undercrossing of Stingy Creek Road. The double box culvert will extend under the entirety of the road, which was estimated to be 60 ft in length in the HEC-RAS model. The culvert was modeled as a 5 (H) x 6 (W) double concrete box. This culvert can sufficiently handle the 2-year storm event. The upstream invert of the culvert was estimated to exist at an elevation of 579 ft; the downstream end at an elevation of 577 ft. It is recognized that these elevations may change based on field surveys and grading constraints. SUMMARY AND CONCLUSIONS A conveyance system downstream of the Stingy Run FAR spillway was designed to handle flows from the 100 year 24 hour storm event. To convey these flows from the base of the spillway to Stingy Creek in a safe and efficient manner, a stilling basin and reinforced channel was designed using HEC-RAS. The stilling basin was designed in accordance with U.S. Bureau of Reclamation standards (USBR, 1987), complete with chute blocks at the entrance, baffle blocks, and a 5 ft exit sill to create a hydraulic jump within the basin. The downstream conveyance channel, which will be unusually steep due to the topography of the site, was designed with hard armoring to protect the channel from scour and erosion. A gabion check structure was also included in the design to slow velocities out of the stilling basin. Additionally, a double reinforced concrete box culvert was designed at the first creek crossing of Stingy Creek Road to effectively convey the 2 year 24 hour storm event under the road. REFERENCES Fischenich, Craig. Stability Thresholds for Stream Restoration Materials, EMRRP Technical Notes Collection (ERDC TN-EMRRP-SR-29), U.S. Army Engineer Research and Development Center, Vicksburg, MS. May 2001. Geosyntec Consultants. Final_Cover_Stormwater_3-18-13.pdf. March 18, 2013. State of Ohio Department of Transportation (Ohio DOT). Supplemental Specification 838 Gabions, April 15, 2005. United States Army Corps of Engineers (USACE), Hydraulic Design of Spillways, Engineer Manual 1110-2-1603, Jan 16, 1990. USACE, Hydrologic Engineering Center- River Analysis System, Version 4.1.0. Davis, CA. United States Department of the Interior, Bureau of Reclamation (USBR), Design of Small Dams, 3 rd ed., Denver, CO, 1987. United States Department of Transportation, Federal Highway Administration (FHA), Design of Riprap Revetment, Hydraulic Engineering Circular No. 11, Publication No. FHWA-IP-89-016. McLean, VA, Mar 1989. 6

Written by: CJW Date: 04/17/2013 Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 TABLES AND ATTACHMENTS Table Table 1A Model Inputs/Results from Previous Sources and Studies Table 1B Model Inputs/Results for Stilling Basin Table 1C Model Inputs/Results for Stilling Basin Exit Transition Table 1D Model Inputs/Results for Gabion Check Structure Table 1E Model Inputs/Results for Reinforced Channel Table 2A Summary of HEC-RAS Output for 100-yr Storm Table 2B Summary of HEC-RAS Output for 2-yr Storm Attachments A HEC-RAS Outputs and Cross Sections for 2-yr and 100-yr Storms B Stilling Basin Type III Design Schematic, USBR, 1987 C Excerpts from HEC-11 Rip-Rap Sizing Guidance D Gabion Basket Specification, Ohio DOT G:\CWP\CHE8273 - Stingy Run FAR Closure\5.0 Technical File\5.4 Engineering Work File\5.4.04 Final Design and PTI\5.4.6 Task 7 Dam Design\Calc Package\Draft_Dissipator Design_Narrative_04172013.docx

Written by: CJW Date: 04/17/2013 Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 TABLES G:\CWP\CHE8273 - Stingy Run FAR Closure\5.0 Technical File\5.4 Engineering Work File\5.4.04 Final Design and PTI\5.4.6 Task 7 Dam Design\Calc Package\Draft_Dissipator Design_Narrative_04172013.docx

Table 1A JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 DESCRIPTION Stilling Basin and Conveyance Channel Sizing Summary Inputs from Previous Sources and Analyses Inputs taken from previous sources Distance between spillway begin and edge of dam Distance between edge of dam and tie in to natural channel Elevation/slopes/lengths/cross sections of upstream channels and spillway Sump elevation at tie in to natural channel X-sections of natural channel Length, exit slope, n of downstream channel Manning's n (Riprap d50=2.25') Manning's n (Riprap d50=2.85') Manning's n (Earthen) Manning's n (Turf protection grass) Manning's n (Concrete) Flow Rate from spillway Depth of flow in spillway Velocity in spillway Froude number in spillway Value Units 350 ft 630 ft Various - 577.07 ft Various - Various - 0.045-0.048-0.025-0.035-0.013-2000 cfs 1.23 ft 54.33 ft/sec 9.33 - Source Scaled off of Figure 2 of downstream analysis Scaled off of Figure 2 of downstream analysis Figure 8273-126 (Details of Dam Configuration) and 8273-123 (Details- Cover System) Taken from Figure 3 of downstream analysis Taken from Figure 3 and 4 of downstream analysis and estimated from topography where necessary Taken from SWMM analysis of downstream analysis From HEC-11 equation 20 n=0.0395*d^0.167 From HEC-11 equation 20 n=0.0395*d^0.167 From SWMM model for natural area From cover swale design From cover swale design From Cover swale design spreadsheet and given by Matt Bardol From spreadsheet used for sizing spillway From spreadsheet used for sizing spillway From spreadsheet used for sizing spillway and checked by calculation

Table 1B JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 DESCRIPTION Stilling Basin and Conveyance Channel Sizing Summary Stilling Basin Design Stilling Basin Design Max allowable velocity Value Units 60 ft/sec USBR, 1987 Source Horizontal offset from bottom of spillway to transition to stilling basin. Continue spillway slope of 12.5% Slope of transition from spillway to stilling basin Elevation drop from bottom of extended spillway to bottom of basin Width of basin = Width of Spillway Depth of hydraulic jump (and depth of stilling basin), d2 Length of basin, L Chute block height and width, and space between chute blocks Distance to row of baffles Baffle height (h3) Baffle width and space between baffles Baffle top length Baffle length Sill height (h4) Elevation drop to channel 20 ft 1:1 H:V 12 ft 55 ft 15.6 ft 43 ft 1.25 ft 12.5 ft 2.7 ft 2 ft 0.5 ft 2.7 ft 5 ft 1 ft Set design parameter USBR, 1987 Design parameter Design parameter d2=d1*0.5*((1+8*fr^2)^0.5-1) Read from chart in Fig 9-41 (L/d2=2.75, d2=15.6) From diagram (d1) From diagram (0.8*d2) From chart in Fig 9-41 (h3/d1=2.2) From diagram (0.75*h3) From diagram (0.2*h3) From diagram 1:1 Analyzed Parameter Based on riprap d50=2', USACE energy dissipator manual recommends 0.25=0.5 of d100. Assume d100 is about 3', so 1' is between 0.25'-0.5' Flare width after basin End sill slope Notes: Stilling Basin Material: concrete Stilling basin side walls are vertical Using Type III stilling basin design see figure, From USBR, 1987 5 ft 2:1 H:V USACE energy dissipator manual recommends minimum of 5' flare width USBR, 1987

Table 1C JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 DESCRIPTION Stilling Basin and Conveyance Channel Sizing Summary Stilling Basin Exit Transition Stilling Basin Exit Transition Flare width after basin, each side Transition apron length Transition apron top width at sill Transition apron bottom width at sill Transition apron bottom width at gabion check structure (downstream end) Side slopes at downstream end Transition Apron Shape Transition apron material Note: Value 5 50 65 55 25 3:1 Trapezoidal Concrete Units ft ft ft ft ft H:V This area gradually and continuously transitions to a 25ft bottom width trapezoidal channel with 3:1 side slopes at the downstream check structure.

Table 1D JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 DESCRIPTION Stilling Basin and Conveyance Channel Sizing Summary Gabion Check Structure Gabion Check Structure Value Gabion basket height above channel bottom 2 Gabion basket top width 4 Notes: Gabion basket must meet specifications of Ohio DOT Supplemental Specification 838 (April 15, 2005) Units ft ft Gabion basket check structure placed at end of exit transition, in natural channel. Could be other material if desirable. Extends across width of channel; keyed in 1 ft to natural channel

Table 1E JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 DESCRIPTION Stilling Basin and Conveyance Channel Sizing Summary Reinforced Channel Riprap Exit Channel Design Channel bottom width Channel side slope Max velocity in channel after gabion Max hydrualic depth in channel after gabion Max shear stress in channel after gabion Shield's equation constant, tc* Max allowable shear stress based on Shield's equation for 2.25' d50 (1/2 ton) Max allowable shear stress based on Shield's equation for 2.85' d50 (1 ton) Half ton riprap d50 One ton riprap d50 Notes: Value Units 25 ft 3:1 H:V 15.8 ft/sec 3.1 ft 12.1 lb/sq ft 0.1-12.5 lb/sq ft 15.8 lb/sq ft 2.25 ft 2.85 ft Source Design Parameter Assumed HEC-RAS Output HEC-RAS Output HEC-RAS Output From Fischenrich, 2001 Shield's equation Shield's equation From HEC-11 table 3 (AASHTO gradations) From HEC-11 table 3 (AASHTO gradations) Riprap provides higher roughness than concrete to help with velocity, and size is set to protect against scour Trapezoidal channel from check structure to culvert, at gradual, constant slope and gradual curve, as necessary to match downstream conditions

Table 2A JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 SCALE DESCRIPTION HEC-RAS Outputs, 100-yr Flow Station Description River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Hydr Depth Flow Area Top Width Froude # Chl Mannings Chnl Mannings Banks Shear (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (ft) (sq ft) (ft) (lb/sq ft) Begin Type I Channel 2230 100 year 2000 671.6 677.47 677.24 678.71 0.010003 9.24 2.81 235.35 83.81 0.81 0.04 0.035 2.45 Transition Channel 1230 100 year 2000 661.6 667.24 667.24 668.69 0.012515 9.94 2.7 216.77 80.19 0.9 0.04 0.035 2.89 Transition Spillway 1170 100 year 2000 661 665.14 665.27 666.79 0.001508 10.7 2.76 206.19 74.66 0.97 0.013 0.013 0.35 Transition 1030 100 year 2000 658.2 662.33 662.38 663.8 0.001895 9.73 2.76 205.64 74.57 1.03 0.013 0.013 0.32 Spillway + 20' 980 100 year 2000 652.9 655.43 657.35 663.29 0.016036 22.5 1.96 88.89 45.25 2.83 0.013 0.013 1.94 100' Down Spillway 881.532* 100 year 2000 640.59 642.43 645.04 659.92 0.050967 33.56 1.5 59.6 39.73 4.83 0.013 0.013 4.72 200' Down Spillway 780.080* 100 year 2000 627.91 629.54 632.36 653.09 0.07891 38.95 1.35 51.35 38.03 5.91 0.013 0.013 6.58 300' Down Spillway 681.613* 100 year 2000 615.6 617.13 620.05 644.35 0.097658 41.86 1.28 47.77 37.27 6.52 0.013 0.013 7.74 Begin Transition to Stilling Basin 610 100 year 2000 606.65 608.15 611.1 637.03 0.106653 43.13 1.25 46.37 36.97 6.79 0.013 0.013 8.27 Front of Chute Block 599.38 100 year 2000 596.03 596.77 599.47 634.68 0.291177 49.41 0.74 40.48 54.98 10.15 0.013 0.013 13.03 Back of Chute Block 598.14 100 year 2000 594.8 605.68 605.86 0.000055 3.34 10.88 598.35 54.99 0.18 0.013 0.013 0.03 Stilling Basin 590.652* 100 year 2000 594.8 605.68 605.86 0.000055 3.34 10.88 598.35 54.99 0.18 0.013 0.013 0.03 Baffles 585.66 100 year 2000 594.8 605.68 605.86 0.000055 3.34 10.88 598.35 54.99 0.18 0.013 0.013 0.03 Top of Baffles 585.65 100 year 2000 594.8 605.6 605.82 0.000205 3.82 9.52 523.47 54.99 0.22 0.013 0.013 0.05 Stilling Basin 585.15 100 year 2000 594.8 605.6 605.82 0.000205 3.82 9.52 523.47 54.99 0.22 0.013 0.013 0.05 End Baffles 582.444 100 year 2000 594.8 605.61 605.78 0.000056 3.37 10.81 594.21 54.99 0.18 0.013 0.013 0.03 Stilling Basin 575.070* 100 year 2000 594.8 605.61 605.78 0.000056 3.37 10.81 594.21 54.99 0.18 0.013 0.013 0.03 Stilling Basin 570.647* 100 year 2000 594.8 605.61 605.78 0.000056 3.37 10.81 594.21 54.99 0.18 0.013 0.013 0.03 Front Edge of Sill 565.24 100 year 2000 594.8 605.61 605.78 0.000056 3.37 10.81 594.21 54.99 0.18 0.013 0.013 0.03 Sill 560.74* 100 year 2000 597.05 605.44 605.74 0.00012 4.33 8.39 461.59 54.99 0.26 0.013 0.013 0.05 End Sill, Begin Conrete Channel 555.23 100 year 2000 598.8 604.67 605.22 0.000315 5.92 5.62 337.76 60.06 0.44 0.013 0.013 0.1 30' Down Concrete Channel 525.23* 100 year 2000 597.63 604.69 605.2 0.000271 5.73 5.64 348.93 61.89 0.43 0.013 0.013 0.09 End Concrete Channel, Gabion 505.23 100 year 2000 596.85 604.75 605.17 0.000234 5.2 5.31 384.57 72.4 0.4 0.013 0.013 0.07 Top of Gabion 505.22 100 year 2000 598.85 602.88 602.86 604.47 0.022978 10.11 3.23 197.74 61.18 0.99 0.048 0.048 4.54 Gabion 503.22* 100 year 2000 598.77 602.81 602.78 604.39 0.022823 10.09 3.24 198.2 61.23 0.99 0.048 0.048 4.52 End Gabion 501.22 100 year 2000 598.69 602.67 602.68 604.31 0.024096 10.28 3.2 194.52 60.86 1.01 0.048 0.048 4.71 Bottom of Gabion 501.21 100 year 2000 596.69 600.2 601.47 604.19 0.073436 16.03 2.71 124.74 46.07 1.72 0.048 0.048 12.11 2' Down Exit Channel 499.210* 100 year 2000 596.61 600.15 601.39 604.05 0.070974 15.84 2.73 126.24 46.27 1.69 0.048 0.048 11.8 4' Down Exit Channel 497.211* 100 year 2000 596.53 600.1 601.31 603.91 0.068688 15.66 2.75 127.7 46.45 1.66 0.048 0.048 11.5 6' Down Exit Channel 495.212* 100 year 2000 596.45 600.05 601.24 603.78 0.066555 15.49 2.77 129.12 46.64 1.64 0.048 0.048 11.22 8' Down Exit Channel 493.213* 100 year 2000 596.38 600.02 601.17 603.65 0.064208 15.29 2.79 130.77 46.85 1.61 0.048 0.048 10.91 10' Down Exit Channel 490.214* 100 year 2000 596.26 599.94 601.05 603.47 0.061507 15.07 2.82 132.76 47.1 1.58 0.048 0.048 10.55 15' Down Exit Channel 485.216* 100 year 2000 596.06 599.81 600.85 603.17 0.05759 14.72 2.86 135.87 47.5 1.53 0.048 0.048 10.03 20' Down Exit Channel 480.218* 100 year 2000 595.87 599.68 600.66 602.9 0.053943 14.38 2.9 139.04 47.9 1.49 0.048 0.048 9.53 70' Down Exit Channel 430.295* 100 year 2000 593.92 597.84 598.71 600.83 0.042804 13.87 2.97 144.15 48.53 1.42 0.045 0.045 7.73 120' Down Exit Channel 380.387* 100 year 2000 591.96 595.93 596.75 598.83 0.040998 13.66 3 146.36 48.81 1.39 0.045 0.045 7.48 170' Down Exit Channel 330.480* 100 year 2000 590.01 594.02 594.8 596.84 0.039423 13.48 3.03 148.41 49.06 1.37 0.045 0.045 7.25 220' Down Exit Channel 280.572* 100 year 2000 588.06 592.13 592.85 594.84 0.037256 13.21 3.06 151.4 49.42 1.33 0.045 0.045 6.94 270' Down Exit Channel 230.665* 100 year 2000 586.11 590.29 590.9 592.81 0.033588 12.73 3.13 157.07 50.11 1.27 0.045 0.045 6.4 320' Down Exit Channel 180.757* 100 year 2000 584.16 588.33 588.95 590.87 0.034011 12.79 3.13 156.37 50.02 1.27 0.045 0.045 6.46 370' Down Exit Channel 130.85* 100 year 2000 582.21 586.39 587 588.91 0.033758 12.76 3.13 156.79 50.07 1.27 0.045 0.045 6.43 420' Down Exit Channel 80.9420* 100 year 2000 580.26 586.68 587.45 0.006424 7.03 4.47 284.35 63.55 0.59 0.045 0.045 1.74 Within Transition 30.26* 100 year 2000 578.22 586.67 587.24 0.00239 6.05 4.42 339.27 76.68 0.45 0.037 0.037 0.81 Within Transition 10.52* 100 year 2000 577.39 586.38 587.16 0.001901 7.35 3.93 307.92 78.36 0.53 0.028 0.028 0.67 Within Transition 5.82* 100 year 2000 577.19 586.32 587.14 0.001797 7.7 3.85 302.9 78.76 0.55 0.026 0.026 0.64 Begin Natural Channel 3 100 year 2000 577.07 586.29 585.38 587.13 0.00174 7.88 3.82 301.44 79 0.56 0.025 0.025 0.61 Xsec 2 in Natural Channel 2 100 year 2000 576.17 584.49 584.47 586.4 0.003842 12.14 4 200.16 50 0.85 0.025 0.025 1.43 Xsec 1 in Natural Channel 1 100 year 2000 573.02 580.49 580.23 581.9 0.00477 9.71 3.57 214.35 59.99 0.87 0.025 0.025 1.08 Outlet 0 100 year 2000 569.87 575.55 575.55 577.35 0.005045 11.63 3.69 194.98 52.8 0.94 0.025 0.025 1.44

Table 2B JOB CHE8273-FAR Closure 1420 Kensington Road, Suite 103 SHEET NO. OF Oak Brook, IL CALCULATED BY Scott Mansell DATE 4/9/2013 TELEPHONE (630) 203 3340 CHECKED BY Chris Wessel DATE 4/9/2013 FAX (630) 203 3341 SCALE DESCRIPTION HEC-RAS Outputs, 2-yr Flow River River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Hydr Depth Flow Area Top Width Froude # Chl Mann Chnl Mann Banks Shear (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (ft) (sq ft) (ft) (lb/sq ft) Begin Type I Channel 2230 2 year 450 671.6 674.87 674.37 675.42 0.010003 5.98 2.08 75.31 36.13 0.73 0.04 0.04 1.27 Transition Channel 1230 2 year 450 661.6 664.37 664.37 665.29 0.019974 7.71 1.82 58.4 32.16 1.01 0.04 0.04 2.22 Transition Spillway 1170 2 year 450 661 662.69 662.83 663.58 0.003073 7.59 1.31 59.32 45.26 1.16 0.013 0.013 0.25 Transition 1030 2 year 450 658.2 659.96 660.04 660.76 0.002662 7.2 1.36 62.54 46.11 1.09 0.013 0.013 0.22 Spillway + 20' 980 2 year 450 652.9 653.73 654.83 659.48 0.042748 19.25 0.74 23.38 31.61 3.94 0.013 0.013 1.96 100' Down Spillway 881.532* 2 year 450 640.59 641.22 642.52 651.52 0.105409 25.75 0.58 17.48 30.08 5.95 0.013 0.013 3.8 200' Down Spillway 780.080* 2 year 450 627.91 628.52 629.84 639.79 0.121437 26.94 0.56 16.7 29.87 6.35 0.013 0.013 4.22 300' Down Spillway 681.613* 2 year 450 615.6 616.2 617.53 627.68 0.124857 27.18 0.55 16.55 29.83 6.43 0.013 0.013 4.3 Begin Transition to Stilling Basin 610 2 year 450 606.65 607.25 608.58 618.78 0.125764 27.25 0.55 16.52 29.82 6.45 0.013 0.013 4.33 Front of Chute Block 599.38 2 year 450 596.03 601.93 601.96 0.000018 1.39 5.9 324.45 54.99 0.1 0.013 0.013 0.01 Back of Chute Block 598.14 2 year 450 594.8 601.94 601.96 0.00001 1.15 7.14 392.45 54.99 0.08 0.013 0.013 0 Stilling Basin 590.652* 2 year 450 594.8 601.94 601.96 0.00001 1.15 7.14 392.45 54.99 0.08 0.013 0.013 0 Baffles 585.66 2 year 450 594.8 601.94 601.96 0.00001 1.15 7.14 392.45 54.99 0.08 0.013 0.013 0 Top of Baffles 585.65 2 year 450 594.8 601.92 601.95 0.000049 1.4 5.84 321.37 54.99 0.1 0.013 0.013 0.01 Stilling Basin 585.15 2 year 450 594.8 601.92 601.95 0.000049 1.4 5.84 321.37 54.99 0.1 0.013 0.013 0.01 End Baffles 582.444 2 year 450 594.8 601.92 601.94 0.00001 1.15 7.12 391.67 54.99 0.08 0.013 0.013 0 Stilling Basin 575.070* 2 year 450 594.8 601.92 601.94 0.00001 1.15 7.12 391.67 54.99 0.08 0.013 0.013 0 Stilling Basin 570.647* 2 year 450 594.8 601.92 601.94 0.00001 1.15 7.12 391.67 54.99 0.08 0.013 0.013 0 Front Edge of Sill 565.24 2 year 450 594.8 601.92 601.94 0.00001 1.15 7.12 391.67 54.99 0.08 0.013 0.013 0 Sill 560.74* 2 year 450 597.05 601.89 601.93 0.000033 1.69 4.84 266.12 54.99 0.14 0.013 0.013 0.01 End Sill, Begin Conrete Channel 555.23 2 year 450 598.8 601.39 601.54 0.00023 3.1 2.54 145.14 57.23 0.34 0.013 0.013 0.03 30' Down Concrete Channel 525.23* 2 year 450 597.63 601.41 601.52 0.000123 2.73 3.28 164.85 50.32 0.27 0.013 0.013 0.02 End Concrete Channel, Gabion 505.23 2 year 450 596.85 601.41 601.52 0.000102 2.55 3.37 176.64 52.4 0.24 0.013 0.013 0.02 Top of Gabion 505.22 2 year 450 598.85 600.45 600.43 601.15 0.029748 6.74 1.43 66.79 46.59 0.99 0.048 0.048 2.63 Gabion 503.22* 2 year 450 598.77 600.36 600.35 601.07 0.029971 6.75 1.43 66.62 46.57 1 0.048 0.048 2.65 End Gabion 501.22 2 year 450 598.69 600.27 600.27 600.99 0.030702 6.81 1.42 66.1 46.5 1.01 0.048 0.048 2.69 Bottom of Gabion 501.21 2 year 450 596.69 597.82 598.67 600.87 0.205717 14.02 1.01 32.09 31.78 2.46 0.048 0.048 12.82 2' Down Exit Channel 499.210* 2 year 450 596.61 597.81 598.59 600.48 0.167867 13.12 1.07 34.29 32.2 2.24 0.048 0.048 11.03 4' Down Exit Channel 497.211* 2 year 450 596.53 597.8 598.51 600.16 0.139226 12.34 1.12 36.46 32.6 2.06 0.048 0.048 9.6 6' Down Exit Channel 495.212* 2 year 450 596.45 597.78 598.43 599.9 0.11843 11.7 1.17 38.45 32.96 1.91 0.048 0.048 8.51 8' Down Exit Channel 493.213* 2 year 450 596.38 597.77 598.36 599.68 0.100933 11.1 1.22 40.53 33.34 1.77 0.048 0.048 7.56 10' Down Exit Channel 490.214* 2 year 450 596.26 597.72 598.24 599.42 0.08454 10.47 1.27 42.98 33.78 1.64 0.048 0.048 6.62 15' Down Exit Channel 485.216* 2 year 450 596.06 597.63 598.04 599.07 0.065451 9.62 1.36 46.79 34.45 1.45 0.048 0.048 5.47 20' Down Exit Channel 480.218* 2 year 450 595.87 597.54 597.85 598.79 0.052764 8.95 1.43 50.27 35.05 1.32 0.048 0.048 4.65 400' Down Exit Channel 111.740* 2 year 450 581.46 584.97 585.17 0.003282 3.61 2.7 124.55 46.05 0.39 0.045 0.045 0.54 Just Before Culvert 50 2 year 450 579.05 584.73 581.74 585.03 0.001758 4.4 5.68 102.16 59.07 0.33 0.045 0.045 0.62 Begin Culvert 49.99 Culvert End Culvert 3.1 2 year 450 577.07 581.95 579.53 582.26 0.000693 4.5 4.88 99.98 54.27 0.36 0.025 0.025 0.21 Begin Natural Channel 2.95449* 2 year 450 576.95 582.08 582.17 0.000297 2.37 3.63 189.76 52.22 0.22 0.025 0.025 0.07 Xsec 2 in Natural Channel 2 2 year 450 576.17 580.69 580.61 581.83 0.006409 8.6 2.27 53.21 23.43 0.94 0.025 0.025 0.97 Xsec 1 in Natural Channel 1 2 year 450 573.02 577.6 577.6 578.51 0.008132 7.64 1.81 58.87 32.61 1 0.025 0.025 0.86 Outlet 0 2 year 450 569.87 572.86 572.84 573.75 0.006301 7.69 1.65 61.58 37.25 0.92 0.025 0.025 0.82

Written by: CJW Date: 04/17/2013 Reviewed by: MRB Date: 04/26/2013 Client: AEP Project: FAR Closure Project No.: CHE8273 Task No.: 05.4.6 ATTACHMENT A HEC-RAS Outputs and Cross Sections for 2-yr and 100-yr Storms G:\CWP\CHE8273 - Stingy Run FAR Closure\5.0 Technical File\5.4 Engineering Work File\5.4.04 Final Design and PTI\5.4.6 Task 7 Dam Design\Calc Package\Draft_Dissipator Design_Narrative_04172013.docx

2 yr profile 680 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 WS 2 year 660 640 620 600 580 560 0 500 1000 1500 2000 2500 3000 3500 4000 Main Channel Distance (ft) XYZ view of stilling basin and gabion (2-yr) Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 WS 2 year 627.903* 621.936* 615.968* Ineff Levee 610 606.620* 603.241* 599.862* 596.642* 593.148* 589.653* 586.159* 583.023* 579.494* 576.053* 572.613* 569.172* 565.731* 555.23 562.24* 552.23* 558.74* 555.24 549.23* 546.23* 543.23* 540.23* 537.23* 534.23* 531.23* 528.23* 525.23* 522.23* 519.23* 516.23* 513.23* 510.23* 507.23* 504.22* 500.210* 496.212*

XYZ of culvert (2-yr) Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 WS 2 year Ineff Levee 3.1 50 100yr profile 680 Spillway-Stilling-ExitChannel Plan: Final-oneton 4/8/2013 WS 100 year 660 640 620 600 580 560 0 500 1000 1500 2000 2500 3000 3500 4000 Main Channel Distance (ft)

XYZ of stilling basin and gabion Spillway-Stilling-ExitChannel Plan: Final-oneton 4/8/2013 WS 100 year Levee 630.887* 624.919* 618.952* 612.984* 609.517* 606.138* 602.759* 599.38 596.143* 592.648* 589.154* 585.66 582.444 579.003* 575.562* 572.121* 568.680* 565.24 561.74* 558.24* 555.23 551.23* 547.23* 543.23* 539.23* 535.23* 531.23* 527.23* 523.23* 519.23* 515.23* 511.23* 507.23* 504.02* 500.210* 496.212*

2-Year Cross Sections

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Type 1 Channel Begin.035.04.035 679 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Type 1 Channel Begin Transition.035.04.035 669 678 WS 2 year 668 WS 2 year 677 676 675 674 667 666 665 664 673 663 672 662 671 0 20 40 60 80 100 661 0 20 40 60 80 100 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Begin Transition Spillway.013.013.013 666 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Transition to Spillway.013 664 665 WS 2 year 663 WS 2 year 664 663 662 661 660 662 659 661 0 20 40 60 80 100 658 0 20 40 60 80 100 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Begin Spillway.013 657 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 End Spillway, Begin Transition to Stilling Basin.013 611 656 WS 2 year 610 WS 2 year 655 654 609 608 653 607 652 0 10 20 30 40 50 60 606 0 10 20 30 40 50 60

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Front of chute blocks Top back of chute blocks 612.013 612.013 610 WS 2 year 610 WS 2 year 608 608 606 604 602 606 604 602 600 600 598 598 596 596 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Bottom Back of chute block Bottom front of baffles 612.013 612.013 610 WS 2 year 610 WS 2 year 608 608 606 606 604 602 600 604 602 600 598 598 596 596 594 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Top front of baffles top back of baffles 612.013 612.013 610 WS 2 year 610 WS 2 year 608 608 606 606 604 602 600 604 602 600 598 598 596 596 594 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 back of baffles Front edge of sill 612.013 612.013 610 WS 2 year 610 WS 2 year 608 608 606 606 604 602 600 604 602 600 598 598 596 596 594 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 top of sill End sill, begin transition exit channel 612.013 612.013 610 WS 2 year 610 WS 2 year 608 608 606 604 606 604 602 602 600 600 598 0 10 20 30 40 50 60 598 0 10 20 30 40 50 60 70 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Bottom of first gabion, end of conrete transition, begin gravel.013 606 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 top of first gabion.048 606 604 602 600 WS 2 year 605 604 603 602 601 WS 2 year 598 600 599 596 0 20 40 60 80 598 0 20 40 60 80

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 top back of first gabion.048 606 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 bottom back of first gabion.048 606 605 604 603 602 601 WS 2 year 604 602 600 WS 2 year 600 599 598 598 0 20 40 60 80 596 0 20 40 60 80 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 bottom back of first gabion.048 606 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 bottom back of first gabion.045 606 604 WS 2 year 604 WS 2 year 602 602 600 598 600 598 596 596 594 0 20 40 60 80 594 0 20 40 60 80 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 598.045 594.045 596 WS 2 year 592 WS 2 year 594 592 590 588 590 586 588 0 20 40 60 80 584 0 20 40 60 80

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013.045 590 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Front of culvert.045 588 588 WS 2 year 586 WS 2 year 586 584 584 582 Ineff 582 580 580 0 20 40 60 80 578 0 20 40 60 80 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 588.045 588.025 586 WS 2 year 586 WS 2 year 584 582 Ineff 584 582 580 Ineff 580 578 578 0 20 40 60 80 576 0 20 40 60 80 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 End of culvert, begin transition to natural.025 588 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 X-sec just after curve in natural channel-~1000' upstream of ter.025.025.025 588 586 WS 2 year 586 WS 2 year 584 Ineff 584 582 580 582 580 578 578 576 0 20 40 60 80 576 0 10 20 30 40 50 60

Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Spillway-Stilling-ExitChannel Plan: Final-oneton-culvert 4/9/2013 Final x-sec.just upstream of last culvert 600 595.025.025. 0 2 5 WS 2 year 580 578.025.025. 0 2 5 WS 2 year 590 Levee 576 585 580 574 572 575 570 570 0 10 20 30 40 50 60 70 568 0 10 20 30 40 50 60

100-Year Cross Sections

Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Type 1 Channel Begin Type 1 Channel Begin Transition 679.035.04.035 669.035.04.035 678 WS 100 year 668 WS 100 year 677 667 676 675 674 666 665 664 673 663 672 662 671 0 20 40 60 80 100 661 0 20 40 60 80 100 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Begin Transition Spillway Transition to Spillway 666.013.013.013 664.013 665 WS 100 year 663 WS 100 year 664 663 662 661 660 662 659 661 0 20 40 60 80 100 657 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Begin Spillway.013 658 0 20 40 60 80 100 611 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 End Spillway, Begin Transition to Stilling Basin.013 WS 100 year WS 100 year 656 610 655 654 609 608 653 607 652 0 10 20 30 40 50 60 606 0 10 20 30 40 50 60

Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Front of chute blocks Top back of chute blocks 612.013 612.013 610 WS 100 year 610 WS 100 year 608 606 604 602 608 606 604 602 600 600 598 598 596 596 0 10 20 30 40 50 60 612 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Bottom Back of chute block.013 594 0 10 20 30 40 50 60 612 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Bottom front of baffles.013 610 WS 100 year 610 WS 100 year 608 606 608 606 604 602 604 602 600 600 598 598 596 596 594 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Spillway-Stilling-ExitChannel Plan: 1) Final-oneton 4/8/2013 Top front of baffles top back of baffles 612.013 612.013 610 WS 100 year 610 WS 100 year 608 606 608 606 604 602 604 602 600 600 598 598 596 596 594 0 10 20 30 40 50 60 594 0 10 20 30 40 50 60