FINAL COVER SYSTEM SURFACE WATER MANAGEMENT SYSTEM DESIGN

DRAFT ONONDAGA LAKE SEDIMENT CONSOLIDATION AREA CIVIL & GEOTECHNICAL FINAL DESIGN BBAPPENDIX K. FINAL COVER SYSTEM SURFACE WATER MANAGEMENT SYSTEM DESIGN p:\honeywell -syr\ - lake detail design\ reports\. sca draft final\appendices\appendix flysheets.doc Parsons

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: FINAL COVER SYSTEM SURFACE WATER MANAGEMENT SYSTEM DESIGN BACKGROUND & PURPOSE This package was prepared in support of the design of the Sediment Consolidation Area (SCA) for the Onondaga Lake Bottom Site, which will be constructed on Wastebed (WB-). Specifically, the package is intended to present the design and analysis of the surface water management system for the proposed final cover system of the SCA. The package addresses the surface water management system for the SCA final cover system. For purposes of the calculations conducted in this package, the SCA has a footprint corresponding to a capacity of up to. million cubic yards of dredge material within geotextile tubes (geo-tubes) surrounded by a perimeter dike (SCA perimeter dike). KEY CONSIDERATIONS AND LIMITATIONS This package addresses surface water management within the limits of the SCA perimeter dike. Surface water management outside the limits of the SCA perimeter dike will be addressed separately. The anticipated duration for placement of dredged material in geo-tubes is years, at which time it is expected that the final cover system will be constructed. Settlement is expected to occur during the four-year operational period, and continue to occur, after the final cover system is constructed. The calculations performed herein were based on a calculated fouryear post-settlement grade of the SCA (i.e., at the time when the final cover system will be constructed) based on calculations presented in the package titled Settlement Analyses for SCA (Appendix H of the SCA Final Design). It is recognized that settlement of the SCA will continue to occur after the construction of the final cover system; however, the magnitude of the differential settlement is expected to be relatively small, based on calculations. Therefore, the design of the surface water management system presented herein does not consider the calculated -year post-settlement grade. Periodic visual inspections, maintenance activities, and repair of the components of the surface water management system will be specified in the Post-Closure Care Plan (Appendix O of the SCA Final Design) for the final cover system to address any deficiencies that might be identified during the design life of the SCA final cover system. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: The vegetation type for the final cover system had not been selected at the time this package was prepared. Since vegetation may consist of either grass or willows, the design parameters have been conservatively selected to work for either case. REGULATORY & DESIGN CRITERIA The surface water management system is designed to manage the calculated runoff from a -year, -hour design storm event as required by New York State Department of Environmental Conservation (NYSDEC) Regulations Section -.(b)()(ii). Specifically, the open-channel components of the surface water management system are designed to handle peak velocities of ft/s from the design storm and convey the calculated discharges from the design storm event with a minimum freeboard of inches. SURFACE WATER MANAGEMENT SYSTEM COMPONENTS The surface water management system of the SCA final cover system will include the components listed below and shown in Figure. Riprap Chutes Runoff from the top-deck will be collected by trapezoidal riprap chutes, which will be constructed along the side slopes. The riprap chutes will direct the runoff to the two culvert locations. Interception Benches (i.e., tack-on berms) Runoff from the upper portion of the side slopes will be intercepted by interception benches, which will be constructed along the side slopes. The interception benches will direct the runoff to the two culvert locations. Toe Drainage Channels Runoff from the lower portion of the side slopes will be collected by toe drainage channels, which will be excavated into the SCA perimeter dike. The toe drainage channels will direct the runoff to the two culvert locations. Perimeter Culverts Perimeter culverts will be located at the two low-points of the toe drainage channels. These two locations will be the main confluence areas for all runoff from the top deck and side slopes as the riprap chutes, toe drainage channels, and interception benches discharge. The culverts will convey all the runoff through the dike to a location outside the limits of the final cover system. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: ANALYSIS METHODOLOGY Hydraulic and hydrologic analyses are conducted using methods presented in TR- (SCS, ) and TR- (SCS, ). Analyses are conducted using the computer program HydroCAD TM (HydroCAD, ). Computer program analyses are supplemented with other design calculation methods wherever applicable. MAJOR ASSUMPTIONS Subcatchment Properties For purposes of the analyses conducted herein, the extent of the final cover system is divided into subcatchments four top-deck subcatchments (i.e., above the side slopes, SA through SA), four upper side-slope subcatchments (i.e., above the interception benches, SB through SB), and four lower side-slope subcatchments (i.e., below the interception benches, SC through SC). Tables,, and summarize the important topographic features of the topdeck, upper side-slope, and lower side-slope subcatchments, respectively, including: area, longest travel path, and elevation maxima and minima. Table Summary of Top-Deck Subcatchments SA SA SA SA Area (acres).... Longest Path (ft) Max. Elev. (ft).... Min. Elev. (ft).... GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: Table Summary of Upper Side-Slope Subcatchments SB SB SB SB Area (acres).... Longest Path (ft) Max Elev. (ft).... Min. Elev. (ft).... Table Summary of Lower Side-Slope Subcatchments SC SC SC SC Area (acres).... Longest Path (ft) Max Elev. (ft).... Min. Elev. (ft).... Manning Coefficients For purposes of the calculations conducted herein, Manning Coefficients were adopted from the built-in database in HydroCAD TM. The complete table is shown in Attachment (HydroCAD, ). Hydrologic Soil Group (HSG) for Cover System For purposes of this calculation, it is assumed that the final cover system soils are of HSG Type D (i.e., clay loam, silty clay loam, sandy clay, silty clay, or clay). This assumption will result in the most conservative estimate of the final cover runoff volumes as soils of HSG Type D result in the highest runoff quantity. For an extended description of HSG see Attachment (TR-, SCS, ). Runoff Curve Number (CN) The final cover system is expected to be well vegetated. CN = is selected based on Open Space, Good Condition, HSG Type D from Attachment (TR-, SCS, ). Rainfall Distribution for Design Storm - As shown in Attachment (TR-, SCS, ), the site is located in a region designated under a SCS Type II Rainfall Distribution. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: Rainfall Depth for Design Storm - Rainfall depths for -year and -year -hour design storm events were obtained from Attachment (TR-, SCS, ) and summarized below. Table Rainfall Depths for Design Storm Events Return Period (years) Rainfall Depth (inches).. HYDROLOGIC MODELING Nodal Network Diagram Attachment presents a nodal network diagram showing the connectivity of the subcatchments and the surface water management system components listed below. osa through SA Top-Deck Subcatchments osb through SB Upper Side-Slope Subcatchments osc through SC Lower Side-Slope Subcatchments ora through RC Riprap Chutes ob through B Interception Benches ot through T Toe Drainage Channels oc and C Perimeter Culverts Computer Modeling A hydrologic analysis was conducted using the above described assumptions and the HydroCAD TM (HydroCAD, ) computer program. The results of the modeling are presented in Attachment. DESIGN OF FINAL COVER SURFACE WATER MANAGEMENT SYSTEM COMPONENTS Riprap Chutes The riprap chutes are shown as RA-RB and RA-RB-RC in the HydroCAD TM nodal diagram and as RX and RX in Figure. RX and RX are segmented in multiple reaches in the HydroCAD TM model because the slope of the riprap chutes changes at multiple locations. The riprap chutes are designed as trapezoidal channels that will convey discharges from the top deck to the perimeter GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: culverts. The design of the riprap chutes involved the selection of a riprap size that can withstand the calculated tractive stresses from the calculated peak inflow conditions from the western and eastern halves of the top-deck. Riprap was selected based on permissible tractive stress using an established method by Robinson et al. (). In using this method, the Manning s n value is a function of flow rate, channel width, slope, and riprap size, thus Manning s n is computed multiple times because both RX and RX have slope breaks. Attachment provides the calculation for required riprap size for the steepest slope and the resulting Manning s n value for each of the segmented sections of the riprap chutes. Based on this calculation, a riprap size with D = inches is selected for design. Design summary is as follows: GA/SCA Final Cover Surface Water Peak Design Inflow Q = cfs (greater of RA and RA) Available Channel Depth =. foot Bottom Width of Chutes = feet Left Side Slope = H:V Right Side Slope = H:V Manning s n (Riprap size with D = inches) RX: RA, n =.; RB, n =. RX: RA, n =.; RB, n =.; RC, n =. Calculated Maximum Depth of Flow =. ft @ RA (available freeboard = inches based on an available depth of. foot) Interception Benches The interception benches are shown as B, B, B, and B in the HydroCAD TM nodal diagram and Figure. Interception benches are designed to collect and convey the runoff from Upper Side-Slope subcatchments SB, SB, SB, and SB to the culverts. The benches are designed with the following properties. Available Channel Depth = foot Bottom Width of Chutes = feet (V-Channel) Left Side Slope = H:V Right Side Slope = Varies based on grading of top-deck areas B and B =.H:V B and B =.H:V Manning s n =.; Channel Lining = Grass The proposed dimensions and hydraulic properties of the interception benches are modeled within HydroCAD TM (HydroCAD, ) (i.e., B through B), and the peak flow depth and the peak velocities for the -year, -hour design storm for each

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: interception bench is calculated within the model. The table below summarizes the performance of the interception benches. As shown below, each bench has at least inches of freeboard during peak flow and is below the ft/s allowable peak velocity. Table Summary of Interception Benches B B B B Peak Inflow (cfs).. Minimum Freeboard (in) Peak Velocity (ft/s).... Toe Drainage Channel The toe drainage channels are shown as T, T, T, and T in the HydroCAD TM nodal diagram and Figure. Toe drainage channels will collect and convey the runoff from the side slopes to the two culvert locations. The channels are designed with the following properties: Available Channel Depth = feet Bottom Width of Chutes = feet Left Side Slope = H:V Right Side Slope = H:V Manning s n =.; Channel Lining = Grass Toe drainage channels are modeled in HydroCAD TM (HydroCAD, ) as T, T, T, and T. The proposed dimensions and hydraulic properties of the toe drainage channels are modeled within HydroCAD (i.e., T through T), and the peak flow depth and the peak velocities for the -year, -hour design storm for each toe drainage channel is calculated within the model. The table below summarizes the performance of the toe drainage channels. As shown below, each channel has at least of freeboard during peak flow and is below the ft/s allowable peak velocity. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: Table Summary of Toe Drainage Channels T T T T Peak Inflow (cfs).... Minimum Freeboard (in) Peak Velocity (ft/s).... Perimeter Culverts The perimeter culverts are shown as C and C in the HydroCAD TM nodal diagram and Figure. Perimeter culverts will be located at two locations across the SCA perimeter dike at the low-points of the toe drainage channel. It is assumed that the discharge conveyed by these culverts to outside the limits of the SCA dike will be managed as part of the Wastebeds through Closure. Therefore, at this time, nodes C and C are modeled as dummy nodes in HydroCAD TM (HydroCAD, ). However, for planning purposes, calculations were performed to identify the number and diameter of the pipes required to convey the peak discharge. The following assumptions were required for these calculations: odesign Q = cfs (greater of C and C) omanning s n =.; Concrete Pipe, straight & clean olongitudinal Slope =. ft/ft (Assumed Minimum Slope) Given these assumptions, six -inch diameter pipes are required. CONCLUSION The components of the proposed final cover surface water management system for the SCA were designed to convey the calculated discharges from a -year, -hour design storm. This package addresses surface water management within the limits of the SCA perimeter dike, and does not address how surface water management will be implemented outside the limits of the SCA perimeter dike, which will be addressed separately. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: REFERENCES HydroCAD, HydroCAD TM Storm Water Modeling System, Version., HydroCAD Software Solutions LLC., Chocorua, New Hampshire,. NYSDEC (New York State Department of Environmental Conservation),. Solid Waste Management Facilities. Part of Title of the Official Compilation of Codes, Rules, and Regulations. Robinson, K. M., Rice, C. E., Kadavy, K. C., Design of Rock Chutes, American Society of Agricultural Engineers, Volume, No.,, pp. -. SCS, Computer Program for Project Formulation-Hydrology, Technical Release (TR-), United States Department of Agriculture, Soil Conservation Service, Washington, D.C.,. SCS, Hydrology for Small Watersheds, Technical Release (TR-), United States Department of Agriculture, Soil Conservation Service, Washington, D.C.,. GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design GA/SCA Final Cover Surface Water Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.:

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: GA/SCA Final Cover Surface Water

Written by: Jesus Sanchez Date: // Reviewed by: Client: Honeywell Project: Onondaga Lake SCA Final Design Page of Joseph Sura / Ganesh Krishnan Date: // Project No.: GJ Task No.: Site Location GA/SCA Final Cover Surface Water

SC Lower Side T B SB Toe Bench Upper Side C RC RB RA Culvert Riprap C Riprap B Riprap A T B SB Toe Bench Upper Side SC Lower Side Subcat Reach Pond Link SC Lower Side SB B T SA SA Upper Side Bench Toe Top Deck Top Deck RA RB C SA SA Riprap A Riprap B Culvert Top Deck Top Deck SB B T Upper Side Bench Toe SC Lower Side Drainage Diagram for final_cover, Printed // HydroCAD. s/n HydroCAD Software Solutions LLC

HydroCAD. s/n HydroCAD Software Solutions LLC Printed // Page Area (acres) CN Description (subcatchment-numbers) Area Listing (all nodes). (SA, SB, SC, SA, SB, SC, SA, SB, SC, SA, SB, SC). TOTAL AREA

HydroCAD. s/n HydroCAD Software Solutions LLC Printed // Page Area (acres) Soil Group Subcatchment Numbers Soil Listing (all nodes). HSG A. HSG B. HSG C. HSG D. Other SA, SB, SC, SA, SB, SC, SA, SB, SC, SA, SB, SC. TOTAL AREA

HydroCAD. s/n HydroCAD Software Solutions LLC Printed // Page Line# Node Number In-Invert (feet) Out-Invert (feet) Pipe Listing (all nodes) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Fill (inches) C........ C........

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Time span=.-. hrs, dt=. hrs, points Runoff by SCS TR- method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment SA: Top Deck Subcatchment SB: Upper Side Subcatchment SC: Lower Side Subcatchment SA: Top Deck Subcatchment SB: Upper Side Subcatchment SC: Lower Side Subcatchment SA: Top Deck Subcatchment SB: Upper Side Subcatchment SC: Lower Side Subcatchment SA: Top Deck Subcatchment SB: Upper Side Subcatchment SC: Lower Side Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Runoff Area=. ac.% Impervious Runoff Depth=." Flow Length=' Tc=. min CN= Runoff=. cfs. af Reach B: Bench Reach B: Bench Reach B: Bench Reach B: Bench Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Reach C: Culvert Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af." Round Pipe x. n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Reach C: Culvert Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af." Round Pipe x. n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Reach RA: Riprap A Reach RB: Riprap B Reach RA: Riprap A Reach RB: Riprap B Reach RC: Riprap C Reach T: Toe Reach T: Toe Reach T: Toe Reach T: Toe Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Avg. Flow Depth=.' Max Vel=. fps Inflow=. cfs. af n=. L=,.' S=. '/' Capacity=. cfs Outflow=. cfs. af Total Runoff Area =. ac Runoff Volume =. af Average Runoff Depth =.".% Pervious =. ac.% Impervious =. ac

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SA: Top Deck Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Flow Grass: Short n=. P=."... Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv=. fps. Total Subcatchment SA: Top Deck Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SB: Upper Side Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=.". Total Subcatchment SB: Upper Side Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SC: Lower Side Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=.". Total Subcatchment SC: Lower Side Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SA: Top Deck Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Flow Grass: Short n=. P=."... Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv=. fps., Total Subcatchment SA: Top Deck Hydrograph Flow (cfs). cfs Time (hours) Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SA: Top Deck Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=.".,.. Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv=. fps., Total Subcatchment SA: Top Deck Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SB: Upper Side Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=.". Total Subcatchment SB: Upper Side Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SA: Top Deck Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=."... Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv=. fps., Total Subcatchment SA: Top Deck Hydrograph Flow (cfs). cfs Time (hours) Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=,' Tc=. min CN= Runoff

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Subcatchment SB: Upper Side Runoff =. cfs @. hrs, Volume=. af, Depth=." Runoff by SCS TR- method, UH=SCS, Time Span=.-. hrs, dt=. hrs Type II -hr -year Rainfall=." Area (ac) CN Description *...% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=."... Sheet Flow, Sheet Grass: Short n=. P=.". Total Subcatchment SB: Upper Side Hydrograph Flow (cfs). cfs Type II -hr -year Rainfall=." Runoff Area=. ac Runoff Volume=. af Runoff Depth=." Flow Length=' Tc=. min CN= Runoff Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach B: Bench Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage=, cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=.. '/' Top Width=.' Length=,.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach B: Bench Hydrograph Flow (cfs). cfs. cfs Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=,.' S=. '/' Capacity=. cfs Inflow Outflow Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach C: Culvert [] Hint: Inlet/Outlet conditions not evaluated [] Hint: Exceeded Reach T OUTLET depth by.' @. hrs [] Hint: Exceeded Reach T outlet invert by.' @. hrs Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs A factor of. has been applied to the storage and discharge capacity." Round Pipe n=. Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.'

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Reach C: Culvert Hydrograph Flow (cfs). cfs. cfs Time (hours) Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps." Round Pipe x. n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach C: Culvert [] Hint: Inlet/Outlet conditions not evaluated [] Hint: Exceeded Reach T OUTLET depth by.' @. hrs [] Hint: Exceeded Reach T OUTLET depth by.' @. hrs Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs A factor of. has been applied to the storage and discharge capacity." Round Pipe n=. Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.'

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Reach C: Culvert Hydrograph Flow (cfs). cfs. cfs Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps." Round Pipe x. n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach RA: Riprap A Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach RA: Riprap A Hydrograph Flow (cfs). cfs. cfs Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach RB: Riprap B [] Hint: Exceeded Reach RA outlet invert by.' @. hrs Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach RB: Riprap B Hydrograph Flow (cfs). cfs. cfs Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow Time (hours)

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach RA: Riprap A Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach RA: Riprap A Hydrograph Flow (cfs). cfs. cfs Time (hours) Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach RB: Riprap B [] Hint: Exceeded Reach RA outlet invert by.' @. hrs Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach RB: Riprap B Hydrograph Flow (cfs). cfs. cfs Time (hours) Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach RC: Riprap C [] Hint: Exceeded Reach RB OUTLET depth by.' @. hrs Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage= cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach RC: Riprap C Hydrograph Flow (cfs). cfs. cfs Time (hours) Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=.' S=. '/' Capacity=. cfs Inflow Outflow

Type II -hr -year Rainfall=." Printed // HydroCAD. s/n HydroCAD Software Solutions LLC Page Summary for Reach T: Toe Inflow Area =. ac,.% Impervious, Inflow Depth =." for -year event Inflow =. cfs @. hrs, Volume=. af Outflow =. cfs @. hrs, Volume=. af, Atten= %, Lag=. min Routing by Dyn-Stor-Ind method, Time Span=.-. hrs, dt=. hrs Max. Velocity=. fps, Min. Travel Time=. min Avg. Velocity =. fps, Avg. Travel Time=. min Peak Storage=, cf @. hrs Average Depth at Peak Storage=.' Bank-Full Depth=.', Capacity at Bank-Full=. cfs.' x.' deep channel, n=. Side Slope Z-value=. '/' Top Width=.' Length=,.' Slope=. '/' Inlet Invert=.', Outlet Invert=.' Reach T: Toe Hydrograph Flow (cfs). cfs. cfs Inflow Area=. ac Avg. Flow Depth=.' Max Vel=. fps n=. L=,.' S=. '/' Capacity=. cfs Inflow Outflow Time (hours)

Design - Trapezoidal Riprap Chute Methodology: Robinson et.al Project: Onandaga Lake SCA Chute ID: RA INPUT PARAMETERS Peak Discharge, Q max =. cfs Bottom Width, B =. ft Left Side Slope, Z =. horizontal : vertical Right Side Slope, Z =. horizontal : vertical Longitudinal Channel Slope, S o =. ft/ft ROCK SIZING Equivalent Unit Discharge, q t =. cfs/ft Median Rock Diameter, D =. inches MANNING'S ROUGHNESS Calculated Channel Roughness, n =. NORMAL DEPTH CALCULATIONS - Using Manning's Equation Depth Area Wetted Hydraulic Average Discharge Avg. Tractive Comments of Flow of Flow Perimeter Radius Velocity (Flow Rate) Stress Y A P R=A/P V Q=AV ft ft ft ft ft/s ft /s lb/ft....... DESIGN Q GG, //, : PM GEOSYNTEC CONSULTANTS GeoHydraulics.xlsx, Rock Chute Design % ()

Design - Trapezoidal Riprap Chute Methodology: Robinson et.al Project: Onandaga Lake SCA Chute ID: RB INPUT PARAMETERS Peak Discharge, Q max =. cfs Bottom Width, B =. ft Left Side Slope, Z =. horizontal : vertical Right Side Slope, Z =. horizontal : vertical Longitudinal Channel Slope, S o =. ft/ft ROCK SIZING Equivalent Unit Discharge, q t =. cfs/ft Median Rock Diameter, D =. inches MANNING'S ROUGHNESS Calculated Channel Roughness, n =. NORMAL DEPTH CALCULATIONS - Using Manning's Equation Depth Area Wetted Hydraulic Average Discharge Avg. Tractive Comments of Flow of Flow Perimeter Radius Velocity (Flow Rate) Stress Y A P R=A/P V Q=AV ft ft ft ft ft/s ft /s lb/ft....... DESIGN Q GG, //, : PM GEOSYNTEC CONSULTANTS GeoHydraulics.xlsx, Rock Chute Design.%

Design - Trapezoidal Riprap Chute Methodology: Robinson et.al Project: Onandaga Lake SCA Chute ID: RC INPUT PARAMETERS Peak Discharge, Q max =. cfs Bottom Width, B =. ft Left Side Slope, Z =. horizontal : vertical Right Side Slope, Z =. horizontal : vertical Longitudinal Channel Slope, S o =. ft/ft ROCK SIZING Equivalent Unit Discharge, q t =. cfs/ft Median Rock Diameter, D =. inches MANNING'S ROUGHNESS Calculated Channel Roughness, n =. NORMAL DEPTH CALCULATIONS - Using Manning's Equation Depth Area Wetted Hydraulic Average Discharge Avg. Tractive Comments of Flow of Flow Perimeter Radius Velocity (Flow Rate) Stress Y A P R=A/P V Q=AV ft ft ft ft ft/s ft /s lb/ft....... DESIGN Q GG, //, : PM GEOSYNTEC CONSULTANTS GeoHydraulics.xlsx, Rock Chute Design %